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HomeMy WebLinkAboutTIA635-2021-1 INTRODUCTION Traffic Concepts, Inc. has prepared a traffic impact study for the proposed Mitchell Property warehouse project. The developer proposes to construct a 5,200,000 gsf of warehouse on the F.O. Mitchell & Brothers property. The property address is 1714 Perryman Road, Aberdeen. The property is situated on the west side of MD 159 (Perryman Road) and the property boundary begins south of Canning House Road and extends to Ford Lane. Access The subject property has direct access to Canning House Road and to MD 159. A new public road will connect MD 159 at the site access to Chelsea Road. This new road (Road ÐAÑ) will provide a second travel route that allows trucks to bypass the residential areas along MD 159. Scope of Services The study was developed in accordance with the Harford County Adequate Public Facilities Ordinance and the Harford County Traffic Impact Study Guidelines. A scope of services document was developed by the County, which is included in the Appendix IV. The key intersections are listed below. Exhibit 1 shows the location of the site, proposed Road ÐAÑ, and the key intersections. US 40 EB Ramps @ MD 22 (Signalized) US 40 @ MD 132 (Signalized) US 40 @ MD 715 Ramps (Signalized) US 40 @ MD 7/MD 159 (Signalized) US 40 @ MD 543 (Signalized) US 40 @ Spesutia Road (Signalized) MD 543 @ I-95 Northbound Ramps (Signalized) MD 543 @ I-95 SB Ramps (Signalized) MD 543 @ MD 7 (Signalized) MD 715 @ US 40 EB Ramps (Signalzied) MD 715 @ Old Philadelphia RD (Signalized) MD 715 @ Woodley RD Extended MD 159 (Old Phil. RD) @ MD 159 MD 7 @ Stepney RD (Unsignalized) (Perryman RD) (Roundabout) MD 159 @ Spesutia RD (Unsignalized) MD 159 @ Chelsea Road (Unsignalized) MD 159 @ Canning House RD MD 159 @ Fords Lane (Unsignalized) (Unsignalized) MD 159 @ Proposed Site Access RD Chelsea Road @ Woodley RD (Unsignalized) (Unsignalized) Chelsea Road @ Site Access RD (Unsignalized) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 FUTURE CONDITION The developer proposed to construct a warehouse project with a gross floor area of 5,200,000 s.f. The weekday peak hour trips for this project were determined with the County rates for a warehouse. Weekday AM Average Rate: 0.08 Directional Distribution: 0.058 Entering, 0.022 Exiting Weekday PM Average Rate: 0.110 Directional Distribution: 0.039 Entering, 0.071Exiting AM PM IN OUT IN OUT Warehouse/Distribution Center per ksf 0.058 0.022 0.039 0.071 5,200,000 gsf 302 114 203 369 Trucks Trips (30%) 91 34 61 111 Passenger Vehicles (70%) 211 80 142 258 As stated, the site will have direct access to Canning House Road and to MD 159. The proposed ÐRoad AÑ will connect the MD 159 access to Chelsea Road. All site generated trucks trips will use the new ÐRoad AÑ to avoid the residential area along MD 159. Exhibits 9A and 9B show truck trips generated by the site and Exhibits 10A and 10B show the site-generated passenger vehicles. These site trips were were added to the total background traffic volumes to obtain total future traffic volumes as shown on Exhibits 11A and 11B. 18 19 20 21 22 23 24 INTERSECTION CAPACITY ANALYSIS The key intersections were analyzed during the existing, background and future traffic conditions using the following methodologies. All intersections were analyzed using the Critical Lane Volume (CLV) and the Highway Capacity Manual (HCM) methods. Roundabouts were analyzed using the Sidra Intersection method. The results are listed in the following charts, and the detailed calculations are included in Appendix I. CRITICALLANEVOLUMEANALYSISΑAMPEAKHOUR EXISTINGBACKGROUNDFUTURE KEYINTERSECTIONS CLV/LOSCLV/LOSCLV/LOS 1:I95SBRamps@MD5431098/B1073/B1133/B 706/A925/A941/A 2:I95NBRamps@MD543 657/A901/A954/A 3:MD543@MD7 542/A703/A760/A 4:MD7@StepneyRoad 604/A741/A815/A 5:US40@MD543 749/A835/A913/A 6:US40@SpesutiaRoad 639/A757/A794/A 7:US40@MD7/MD159 664/A766/A807/A 9:US40@MD132 839/A944/A955/A 10:US40EBRamps@MD22 165/A183/A198/A 11:MD715@US40EBRamps 455/A519/A539/A 89 486/A486/A 13:MD715@WoodleyRdExt 109/A109/A296/A 14:MD159@FordsLane 354/A 15:MD159@ProposedRoadͻ!ͼ 16:MD159@CanningHouseRd115/A115/A332/A WithProposedImprovements299/A 303/A249/A478/A 17:MD159@SpesutiaRoad 301/A247/A418/A 18:MD159@ChelseaRoad 19:ChelseaRd@ProposedRoadͻ!ͼ124/A 124/A111/A111/A 20:ChelseaRd@WoodleyRd 25 CRITICALLANEVOLUMEANALYSISΑPMPEAKHOUR EXISTINGBACKGROUNDFUTURE KEYINTERSECTIONS CLV/LOSCLV/LOSCLV/LOS 1:I95SBRamps@MD5431124/B1055/B1138/B 1091/B1260/C1312/D 2:I95NBRamps@MD543 810/A1087/B1178/C 3:MD543@MD7 1096/B1327/D1397/D 4:MD7@StepneyRoad 815/A988/A1143/B 5:US40@MD543 846/A930/A1122/B 6:US40@SpesutiaRoad 646/A785/A855/A 7:US40@MD7/MD159 944/A1083/B1111/B 9:US40@MD132 782/A880/A917/A 10:US40EBRamps@MD22 554/A621/A621/A 11:MD715@US40EBRamps 426/A468/A528/A 12:MD715@OldPhiladelphia 165/A165/A 13:MD715@WoodleyRdExt 197/A197/A389/A 14:MD159@FordsLane 463/A 15:MD159@ProposedRoadͻ!ͼ 16:MD159@CanningHouseRd157/A157/A500/A WithProposedImprovements406/A 430/A380/A648/A 17:MD159@SpesutiaRoad 268/A217/A536/A 18:MD159@ChelseaRoad 340/A 19:ChelseaRd@ProposedRdͻ!ͼ 341/A343/A343/A 20:ChelseaRd@WoodleyRd SIDRAROUNDABOUTANALYSISAMPEAKHOUR EXISTINGBACKGROUNDFUTURE KEYINTERSECTION DELAY/LOSDELAY/LOSDELAY/LOS 8:MD159@OldPhiladelphiaRd4.1/A4.1/A5.0/A SIDRAROUNDABOUTANALYSISPMPEAKHOUR EXISTINGBACKGROUNDFUTURE KEYINTERSECTION DELAY/LOSDELAY/LOSDELAY/LOS 4.6/A4.3/A6.0/A 8:MD159@OldPhiladelphiaRd 26 HIGHWAYCAPACITYMANUAL:SIGNALCONTROLAMPEAKHOUR EXISTINGBACKGROUNDFUTURE KEYINTERSECTIONS Delay/LOSDelay/LOSDelay/LOS 1:I95SBRamps@MD54326.5/C26.0/C28.0/C 2:I95NBRamps@MD54310.7/B17.3/B17.6/B 3:MD543@MD725.6/C26.5/C26.6/C 5:US40@MD54312.6/B13.4/B13.5/B 6:US40@SpesutiaRoad14.8/B15.7/B16.4/B 7:US40@MD7/MD15926.5/C29.4/C29.9/C 9:US40@MD13223.5/C24.6/C25.3/C 10:US40EBRamps@MD2215.7/B17.2/B17.4/B 11:MD715@US40EBRamps3.1/A3.2/A3.2/A 12:MD715@OldPhiladelphia21.4/C21.7/C22.2/C HIGHWAYCAPACITYMANUAL:SIGNALCONTROLPMPEAKHOUR EXISTINGBACKGROUNDFUTURE KEYINTERSECTIONS Delay/LOSDelay/LOSDelay/LOS 1:I95SBRamps@MD54332.0/C27.4/C29.7/C 2:I95NBRamps@MD54317.1/B21.4/C21.2/C 3:MD543@MD726.5/C30.1/C30.4/C 5:US40@MD54318.3/B20.9/C21.9/C 6:US40@SpesutiaRoad20.0/B20.6/C23.4/C 7:US40@MD7/MD15932.8/C33.3/C33.7/C 9:US40@MD13231.4/C34.4/C35.9/D 10:US40EBRamps@MD2215.5/B16.3/B17.2/B 11:MD715@US40EBRamps11.0/B11.5/B11.0/B 12:MD715@OldPhiladelphia21.4/C21.2/C22.1/C 27 HIGHWAYCAPACITYMANUAL:STOPCONTROLAMPEAKHOUR EXISTINGBACKGROUNDFUTURE KEYINTERSECTIONS Delay/LOSDelay/LOSDelay/LOS 4:MD7@StepneyRoad EBLeftMD78.2/A8.6/A8.7/A WBL/TMD78.3/A8.7/A8.9/A NBApproachΑL/T/R18.2/C27.2/D30.4/D SBApproachΑL&T/R17.8/C28.2/D33.6/D 13:MD715@WoodleyRdExt EBLeftWoodleyRdExt25.1/D25.1/D 14:MD159@FordsLane EBApproachL/R9.6/A9.6/A12.1/B NBL/TMD1597.4/A7.4/A7.9/A 15:MD159@ProposedRoadͻ!ͼ EBApproachΑL&T/R12.4/B WBApproachΑL&T/R11.5/B NBL/TMD1597.9/A SBL/T/RMD1597.6/A 16:MD159@CanningHouse EBApproachL/R*9.5/A9.5/A10.7/B *WithImprovementsΑL&R9.8/A NBL/TMD1597.3/A7.3/A7.7/A 17:MD159@SpesutiaRoad EBApproachΑL/T&R11.3/B10.5/B13.4/B WBApproachΑR9.1/A8.9/A9.4/A NBLeftMD1597.8/A7.6/A8.3/A SBLeftMD1597.6/A7.5/A7.7/A 18:MD159@ChelseaRoad EBApproachL/R11.2/B10.4/B13.1/B NBL/TMD1597.7/A7.5/A8.4/A 19:ChelseaRd@ProposedRdͻ!ͼ EBApproachΑL&R9.7/A NBLeftΑChelseaRd7.4/A 20:ChelseaRd@WoodleyRd WBApproachΑL&R 8.8/A9.6/A9.6/A SBLeftΑChelseaRd 7.5/A7.4/A7.4/A 28 HIGHWAYCAPACITYMANUAL:STOPCONTROLPMPEAKHOUR EXISTINGBACKGROUNDFUTURE KEYINTERSECTIONS Delay/LOSDelay/LOSDelay/LOS 4:MD7@StepneyRoad EBLeftMD712.0/B14.6/B15.6/C WBL/TMD77.9/A8.2/A8.3/A NBApproachΑL/T/R10.0/A10.7/B11.1/B SBApproachΑL&T/R48.1/E153.8/F212.8/F 13:MD715@WoodleyRdExt EBLeftWoodleyRdExt10.6/B10.6/B 14:MD159@FordsLane EBApproachL/R9.4/A9.4/A10.3/B NBL/TMD1597.7/A7.7/A8.0/A 15:MD159@ProposedRoadͻ!ͼ EBApproachΑL&T/R18.9/C WBApproachΑL&T/R14.7/B NBL/TMD1598.0/A SBL/T/RMD1598.1/A 16:MD159@CanningHouse EBApproachL/R*9.9/A9.9/A13.5/B *WithImprovementsΑL&R12.0/B NBL/TMD1597.5/A7.5/A7.8/A 17:MD159@SpesutiaRoad EBApproachΑL/T&R12.2/B11.1/B18.4/C WBApproachΑR9.5/A8.9/A10.5/B NBLeftMD1598.1/A8.0/A9.0/A SBLeftMD1597.8/A7.5/A8.1/A 18:MD159@ChelseaRoad EBApproachL/R11.3/B10.3/B18.5/C NBL/TMD1598.0/A7.8/A8.4/A 19:ChelseaRd@ProposedRdͻ!ͼ EBApproachΑL&R12.4/B NBLeftΑChelseaRd7.6/A 20:ChelseaRd@WoodleyRd WBApproachΑL&R 10.3/B11.5/B11.5/B SBLeftΑChelseaRd 8.0/A8.0/A8.0/A 29 QUEUING ANALYSIS Î SIGNALIZED INTERSECTIONS As required by Harford County, a queuing analysis was conducted at all th exclusive left turn lanes at the signalized key intersections. The 95 Percentile back-of-queue results for the background future traffic conditions are listed below. The SimTraffic back-of-queues are listed for all intersections analyzed with the Synchro model along MD 543 (Intersections #1-#3), and the Highway Capacity Manual (HCM) back-of-queues are listed for all remaining key intersections. The detailed calculations are included in Appendix I. BACKGROUNDFUTURE THTH 95Percentile95PercentileStorageSITE Queue(ft)Queue(ft)(ft)ADDS(ft) AM(PM)AM(PM) 1:I95SBRamps@MD543 * WBLeft/Thru118(145)138(169) Continuous * NBLeft295(358)305(360)805 2:I95NBRamps@MD543 * EBLeft/Thru226(363)230(360) Continuous * SBLeft272(329)247(382)575 3:MD543@MD7 EBLeft* 164(179)156(181)200** WBLeft* 94(112)85(134)430 NBLeft* 129(266)117(258)280 SBLeft* 315(289)341(313)575** 5:US40@MD543 WBLeftΑUS40* 121(248)191(347)450 NBLeftΑMD543* 150(159)121(159) Continuous 6:US40@SpesutiaRoad EBLeftΑUS40* 1(3)1(2)350 WBLeftΑUS40* 8(13)8(13)400 NBL/TΑSpesutia* 122(294)170(491) Continuous *Thislanehasadequatestorage. **Storageistheaverageoftwoturnlanes. 30 BACKGROUNDFUTURE THTH 95Percentile95PercentileStorageSITE Queue(ft)Queue(ft)Bay(ft)ADDS(ft) AM(PM)AM(PM) 7:US40@MD7/MD159 EBLeftΑUS4021(68)21(68)350* WBLeftΑUS4016(25)16(25)300* NBLeftΑMD15964(84)89(163)400* SBLeftΑMD7311(218)311(218)775*** 9:US40@MD132 EBLeftΑUS4052(189)52(193)200* WBLeftΑUS4017(22)17(22)185* NBLeftΑAPGRd85(135)85(135)1000 SBLeftΑMD13277(211)77(211)500 10:US40EBRamps@MD22 EBLeftΑN.RogersSt185(291)200(338)Continuous* NBLeftΑMD2233(43)33(43)215* 11:MD715@US40EBRamps EBLeftΑUS40EBRamps48(20)48(20)300* SBLeftΑMD7157(7)7(7)150* 12:MD715@OldPhiladelphia EBLeftΑOldPhila24(38)39(93)200* WBLeftΑOldPhila170(34)172(35)300* NBLeftΑMD71517(51)17(51)275* SBLeftΑMD71517(11)17(11)60* *Thislanehasadequatestorage. **Storageistheaverageoftwoturnlanes. 31 32 APPENDIX I-A CRITICAL LANE VOLUME ANALYSIS APPENDIX I-B HCM REPORTS HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodAM PeakPHF0.93 Urban StreetAnalysis YearExisting Condition Analysis Period1> 7:00 IntersectionUS 40 & MD 543File Nameus 40 & md 543 -Ex AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h0671102141617156489 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green28.040.020.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow0.05.04.00.00.00.0 Red0.02.01.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase6524 Case Number5.32.04.09.0 Phase Duration, s47.028.075.025.0 Change Period, ( ), s7.00.07.05.0 Y+R c Max Allow Headway ( ), s2.93.02.93.2 MAH Queue Clearance Time ( ), s16.78.28.924.0 g s Green Extension Time ( ), s3.50.23.60.0 g e Phase Call Probability1.001.001.001.00 Max Out Probability0.000.000.001.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement161652714 Adjusted Flow Rate ( ), veh/h0722110152663168526 v Adjusted Saturation Flow Rate ( ), veh/h/ln78417811648185317811730 s Queue Service Time ( ), s0.014.72.66.26.94.0 g s Cycle Queue Clearance Time ( ), s0.014.72.66.26.94.0 g c Green Ratio ( )0.420.420.640.300.700.22 g/C Capacity ( ), veh/h72149610555562493761 c Volume-to-Capacity Ratio ( )0.0000.4820.1040.2730.2660.220 X Back of Queue ( ), ft/ln ( 95th percentile)0243.934.8120.388.873.1 Q Back of Queue ( ), veh/ln ( 95th percentile)0.09.61.44.73.52.9 Q Queue Storage Ratio ( ) ( 95th percentile)0.000.000.030.270.000.00 RQ Uniform Delay ( ), s/veh0.021.16.926.75.832.0 d 1 Incremental Delay ( ), s/veh0.00.10.00.10.00.1 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh0.021.27.026.85.932.00.0 d Level of Service (LOS)CACACA Approach Delay, s/veh / LOS19.3B9.8A7.7A0.0 Intersection Delay, s/veh / LOS12.6B Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 3:53:52 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodAM PeakPHF0.95 Urban StreetAnalysis YearExisting ConditionAnalysis Period1> 7:15 IntersectionUS 40 & Spesutia RoadFile NameUS 40 & Spesutia -Ex AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h11052126255994131021103 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green8.050.024.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Red1.02.02.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase65284 Case Number5.31.04.07.08.0 Phase Duration, s57.013.070.030.030.0 Change Period, ( ), s7.05.07.06.06.0 Y+R c Max Allow Headway ( ), s2.92.92.93.13.1 MAH Queue Clearance Time ( ), s23.72.59.29.92.2 g s Green Extension Time ( ), s4.10.04.20.20.3 g e Phase Call Probability1.001.001.001.001.00 Max Out Probability0.010.000.000.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement1616521238187414 Adjusted Flow Rate ( ), veh/h1110713326318317138224 v Adjusted Saturation Flow Rate ( ), veh/h/ln79317811675181018701866143615851604 s Queue Service Time ( ), s0.121.74.10.57.27.27.71.00.0 g s Cycle Queue Clearance Time ( ), s0.121.74.10.57.27.27.91.00.2 g c Green Ratio ( )0.520.520.520.640.650.650.260.260.26 g/C Capacity ( ), veh/h484185287141012161213445412462 c Volume-to-Capacity Ratio ( )0.0020.5980.1520.0640.2610.2610.3100.0540.009 X Back of Queue ( ), ft/ln ( 95th percentile)0.5307.460.57.3100.7100.912218.23.4 Q Back of Queue ( ), veh/ln ( 95th percentile)0.012.12.40.34.04.04.90.70.1 Q Queue Storage Ratio ( ) ( 95th percentile)0.000.000.000.020.000.000.000.060.00 RQ Uniform Delay ( ), s/veh11.516.712.59.57.77.430.327.827.5 d 1 Incremental Delay ( ), s/veh0.00.40.00.00.00.00.10.00.0 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh11.517.112.59.67.87.430.427.827.5 d Level of Service (LOS)BBBAAACCC Approach Delay, s/veh / LOS16.6B7.7A30.1C27.5C Intersection Delay, s/veh / LOS14.8B Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:01:19 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford Co, MDTime PeriodAM PeakPHF0.97 Urban StreetAnalysis YearExisting ConditionAnalysis Period1> 7:30 IntersectionUS 40 at MD 7/MD 159File NameUS 40 at MD 7 -Ex AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h15949521352728543298474636 v Signal Information Cycle, s120.0Reference Phase2 Offset, s0Reference PointEnd Green11.043.030.012.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.04.00.00.0 Red1.02.02.02.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase165284 Case Number2.04.02.03.010.09.0 Phase Duration, s16.050.016.050.018.036.0 Change Period, ( ), s5.07.05.07.06.06.0 Y+R c Max Allow Headway ( ), s2.92.92.92.93.13.1 MAH Queue Clearance Time ( ), s2.914.22.811.84.74.3 g s Green Extension Time ( ), s0.04.50.04.50.10.2 g e Phase Call Probability1.001.001.001.001.001.00 Max Out Probability0.000.010.000.000.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement1616521238187414 Adjusted Flow Rate ( ), veh/h15780252135432944438484737 v Adjusted Saturation Flow Rate ( ), veh/h/ln1781187018011781169817811800173018701585 s Queue Service Time ( ), s0.912.112.20.89.02.72.31.32.32.1 g s Cycle Queue Clearance Time ( ), s0.912.112.20.89.02.72.31.32.32.1 g c Green Ratio ( )0.110.380.380.110.380.120.120.270.270.27 g/C Capacity ( ), veh/h19321046761931911208210922499423 c Volume-to-Capacity Ratio ( )0.0800.3710.3740.0690.2840.2130.1820.0530.0950.088 X Back of Queue ( ), ft/ln ( 95th percentile)18.5222.8218.716156.254.746.923.74736.8 Q Back of Queue ( ), veh/ln ( 95th percentile)0.78.88.60.66.12.21.80.91.91.5 Q Queue Storage Ratio ( ) ( 95th percentile)0.050.000.000.050.000.140.000.030.000.06 RQ Uniform Delay ( ), s/veh48.127.927.348.126.948.047.832.733.133.0 d 1 Incremental Delay ( ), s/veh0.10.00.10.10.00.20.20.00.00.0 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh48.227.927.448.126.910.048.248.032.733.133.1 d Level of Service (LOS)DCCDCADDCCC Approach Delay, s/veh / LOS28.1C21.4C48.1D33.0C Intersection Delay, s/veh / LOS26.5C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:01:58 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford Co, MDTime PeriodAM PeakPHF0.98 Urban StreetAnalysis YearExisting ConditionAnalysis Period1> 7:00 IntersectionUS 40 at MD 132File NameUS 40 at MD 132 -Ex AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h1015935130740378215437420150 v Signal Information Cycle, s98.0Reference Phase2 Offset, s0Reference PointEnd Green5.035.016.016.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.04.00.00.0 Red1.01.01.01.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase165284 Case Number1.13.01.13.09.09.0 Phase Duration, s15.046.010.041.021.021.0 Change Period, ( ), s5.06.05.06.05.05.0 Y+R c Max Allow Headway ( ), s2.92.92.92.93.13.2 MAH Queue Clearance Time ( ), s4.913.52.918.45.99.3 g s Green Extension Time ( ), s0.13.20.03.00.20.3 g e Phase Call Probability1.001.001.001.001.001.00 Max Out Probability0.050.001.000.020.000.05 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement1616521238187414 Adjusted Flow Rate ( ), veh/h1036055231755388415447620153 v Adjusted Saturation Flow Rate ( ), veh/h/ln178117811585178117811585178118701648178118701585 s Queue Service Time ( ), s2.911.51.90.916.41.53.90.72.03.50.97.3 g s Cycle Queue Clearance Time ( ), s2.911.51.90.916.41.53.90.72.03.50.97.3 g c Green Ratio ( )0.520.430.430.450.380.380.180.180.260.180.180.31 g/C Capacity ( ), veh/h44015266794211345598327344421327344485 c Volume-to-Capacity Ratio ( )0.2340.3960.0770.0730.5620.0630.2560.0450.1040.2310.0590.315 X Back of Queue ( ), ft/ln ( 95th percentile)45.5192.928.615.7262.92376.313.435.168.617.9121.2 Q Back of Queue ( ), veh/ln ( 95th percentile)1.87.61.10.610.30.93.00.51.42.70.74.8 Q Queue Storage Ratio ( ) ( 95th percentile)0.230.000.070.080.000.140.760.000.001.370.362.42 RQ Uniform Delay ( ), s/veh14.019.916.515.724.819.434.332.927.934.133.026.1 d 1 Incremental Delay ( ), s/veh0.10.10.00.00.30.00.20.00.00.10.00.1 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh14.119.916.615.725.119.534.432.928.034.233.026.3 d Level of Service (LOS)BBBBCBCCCCCC Approach Delay, s/veh / LOS18.9B24.5C32.3C29.2C Intersection Delay, s/veh / LOS23.5C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:02:33 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodAM PeakPHF0.91 Urban StreetAnalysis YearExisting ConditionAnalysis Period1> 7:15 IntersectionUS 40 EB & MD 22 SignÈFile Namemd 22 & us 40 EB -Ex AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h140113842561118228 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green18.050.015.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Red2.01.01.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase4526 Case Number9.01.04.07.3 Phase Duration, s20.024.080.056.0 Change Period, ( ), s5.06.06.06.0 Y+R c Max Allow Headway ( ), s3.13.02.92.9 MAH Queue Clearance Time ( ), s9.83.44.127.3 g s Green Extension Time ( ), s0.20.14.64.4 g e Phase Call Probability1.001.001.001.00 Max Out Probability0.160.000.000.02 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement71452616 Adjusted Flow Rate ( ), veh/h154124922811229251 v Adjusted Saturation Flow Rate ( ), veh/h/ln17811781178117811585 s Queue Service Time ( ), s7.81.42.125.39.0 g s Cycle Queue Clearance Time ( ), s7.81.42.125.39.0 g c Green Ratio ( )0.170.740.760.520.52 g/C Capacity ( ), veh/h30354927061852824 c Volume-to-Capacity Ratio ( )0.5080.1680.1040.6630.304 X Back of Queue ( ), ft/ln ( 95th percentile)150.320.420.3358.3130.3 Q Back of Queue ( ), veh/ln ( 95th percentile)5.90.80.814.15.1 Q Queue Storage Ratio ( ) ( 95th percentile)0.000.090.000.000.59 RQ Uniform Delay ( ), s/veh37.78.23.417.613.7 d 1 Incremental Delay ( ), s/veh0.60.10.00.70.1 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.0 d 3 Control Delay ( ), s/veh38.30.08.33.418.313.8 d Level of Service (LOS)DAAABB Approach Delay, s/veh / LOS21.2C0.04.6A17.5B Intersection Delay, s/veh / LOS15.7B Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:03:31 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodAM PeakPHF0.91 Urban StreetAnalysis YearExisting ConditionAnalysis Period1> 7:15 IntersectionMD 715 at US 40 EB RaÈFile Namemd 715 & us 40 EB -Ex AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h45786166472991 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green10.055.018.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Red1.02.01.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase4216 Case Number9.07.31.04.0 Phase Duration, s23.062.015.077.0 Change Period, ( ), s5.07.05.07.0 Y+R c Max Allow Headway ( ), s3.23.03.13.0 MAH Queue Clearance Time ( ), s22.04.42.53.6 g s Green Extension Time ( ), s0.00.70.00.7 g e Phase Call Probability1.001.001.001.00 Max Out Probability1.000.000.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement71421216 Adjusted Flow Rate ( ), veh/h498641825232100 v Adjusted Saturation Flow Rate ( ), veh/h/ln1853173818101826 s Queue Service Time ( ), s2.22.40.51.6 g s Cycle Queue Clearance Time ( ), s2.22.40.51.6 g c Green Ratio ( )0.200.570.710.72 g/C Capacity ( ), veh/h37119829561315 c Volume-to-Capacity Ratio ( )0.1330.0920.0330.076 X Back of Queue ( ), ft/ln ( 95th percentile)43.138.76.922.1 Q Back of Queue ( ), veh/ln ( 95th percentile)1.71.50.30.9 Q Queue Storage Ratio ( ) ( 95th percentile)0.140.000.050.00 RQ Uniform Delay ( ), s/veh32.99.84.44.4 d 1 Incremental Delay ( ), s/veh0.10.00.00.0 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.0 d 3 Control Delay ( ), s/veh32.90.09.80.04.44.4 d Level of Service (LOS)CAAAAA Approach Delay, s/veh / LOS1.8A0.07.6A4.4A Intersection Delay, s/veh / LOS3.1A Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:04:32 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis Date10/15/2021Area TypeOther JurisdictionHarford Co, MDTime PeriodAM PeakPHF0.93 Urban StreetAnalysis YearExisting ConditionAnalysis Period1> 7:15 IntersectionMD 715 at Old PhiladelpÈFile NameMD 715 at Old Phil -Ex AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h2510544132101237157361784120 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green15.045.020.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Red2.51.53.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase841652 Case Number5.06.02.03.02.04.0 Phase Duration, s27.027.021.551.521.551.5 Change Period, ( ), s7.07.06.56.56.56.5 Y+R c Max Allow Headway ( ), s3.23.23.02.93.02.9 MAH Queue Clearance Time ( ), s7.015.02.43.42.99.8 g s Green Extension Time ( ), s0.90.50.02.60.02.6 g e Phase Call Probability1.001.001.001.001.001.00 Max Out Probability0.000.320.000.000.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement3818741416165212 Adjusted Flow Rate ( ), veh/h2711347142676681693918696229 v Adjusted Saturation Flow Rate ( ), veh/h/ln122617381547124918261711173916581547173918261796 s Queue Service Time ( ), s1.82.62.510.33.03.10.41.41.40.97.77.8 g s Cycle Queue Clearance Time ( ), s5.02.62.513.03.03.10.41.41.40.97.77.8 g c Green Ratio ( )0.220.220.220.220.220.220.170.470.470.170.470.47 g/C Capacity ( ), veh/h30376534031440237629631177272962575844 c Volume-to-Capacity Ratio ( )0.0890.1480.1390.4520.1670.1760.0250.0540.0530.0620.2710.272 X Back of Queue ( ), ft/ln ( 95th percentile)25.451.443.2146.260.958.66.922.620.816.9138.8134.7 Q Back of Queue ( ), veh/ln ( 95th percentile)1.02.01.75.62.32.30.30.90.80.75.35.3 Q Queue Storage Ratio ( ) ( 95th percentile)0.130.000.120.490.000.000.030.000.080.280.000.00 RQ Uniform Delay ( ), s/veh33.731.431.436.731.631.634.614.914.434.816.616.1 d 1 Incremental Delay ( ), s/veh0.00.00.10.40.10.10.00.00.00.00.00.1 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh33.731.531.437.031.731.734.614.914.434.816.716.2 d Level of Service (LOS)CCCDCCCBBCBB Approach Delay, s/veh / LOS31.8C34.4C15.5B16.9B Intersection Delay, s/veh / LOS21.4C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:05:04 PM HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 7 at Stepney Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetMD 7 Analysis Year2021North/South StreetStepney Rd Time AnalyzedExisting AMPeak Hour Factor0.96 Intersection OrientationEast-WestAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: East-West Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1U1234U456789101112 Number of Lanes01100011010110 ConfigurationLTRLTRLTRLTR Volume (veh/h)71457223172730359078 Percent Heavy Vehicles (%)22222222 Proportion Time Blocked Percent Grade (%)00 Right Turn ChannelizedNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)4.14.17.16.56.27.16.56.2 Critical Headway (sec)4.124.127.126.526.227.126.526.22 Base Follow-Up Headway (sec)2.22.23.54.03.33.54.03.3 Follow-Up Headway (sec)2.222.223.524.023.323.524.023.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)74266181 Capacity, c (veh/h)12001084279223711 v/c Ratio0.060.000.020.280.11 95% Queue Length, Q (veh)0.20.00.11.10.4 Control Delay (s/veh)8.28.318.227.110.7 Level of Service (LOS)AACDB Approach Delay (s/veh)1.10.118.217.8 Approach LOSCC Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 1:16:29 PM ཆ MD 7 at Stepney -Ex AM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Fords Lane Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetFords Lane Analysis Year2021North/South StreetMD 159 Time AnalyzedExisting AMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01000000100010 ConfigurationLRLTTR Volume (veh/h)500104746 Percent Heavy Vehicles (%)222 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.426.224.12 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.523.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)60 Capacity, c (veh/h)7871507 v/c Ratio0.010.00 95% Queue Length, Q (veh)0.00.0 Control Delay (s/veh)9.67.4 Level of Service (LOS)AA Approach Delay (s/veh)9.60.0 Approach LOSA Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 8:42:48 AM ཆ MD 159 at Fords -Ex AM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Canning House Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetCanning House Analysis Year2021North/South StreetMD 159 Time AnalyzedExisting AMPeak Hour Factor0.93 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01000000100010 ConfigurationLRLTTR Volume (veh/h)3100843318 Percent Heavy Vehicles (%)1022 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.506.224.12 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.593.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)330 Capacity, c (veh/h)8391550 v/c Ratio0.040.00 95% Queue Length, Q (veh)0.10.0 Control Delay (s/veh)9.57.3 Level of Service (LOS)AA Approach Delay (s/veh)9.50.0 Approach LOSA Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 9:23:41 AM ཆ MD 159 at Canning House -Ex AM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Spesutia Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetSpesutia Rd-Access Analysis Year2021North/South StreetMD 159 Time AnalyzedExisting AMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01100101100110 ConfigurationLTRRLTRLTR Volume (veh/h)269762112411901611319 Percent Heavy Vehicles (%)22210210 Proportion Time Blocked Percent Grade (%)00 Right Turn ChannelizedYesYes Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.56.26.24.14.1 Critical Headway (sec)7.126.526.226.304.124.20 Base Follow-Up Headway (sec)3.54.03.33.32.22.2 Follow-Up Headway (sec)3.524.023.323.392.222.29 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)39842313818 Capacity, c (veh/h)38191389614351405 v/c Ratio0.100.090.030.100.01 95% Queue Length, Q (veh)0.30.30.10.30.0 Control Delay (s/veh)15.59.39.17.87.6 Level of Service (LOS)CAAAA Approach Delay (s/veh)11.39.14.00.8 Approach LOSBA Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 8:43:54 AM ཆ MD 159 a Spesutia -Ex AM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Chelsea Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetMD 159 Analysis Year2021North/South StreetChelsea Rd Time AnalyzedExisting AMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01000000200011 ConfigurationLRLTTTR Volume (veh/h)146139515139 Percent Heavy Vehicles (%)222 Proportion Time Blocked Percent Grade (%)0 Right Turn ChannelizedNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.56.24.1 Critical Headway (sec)6.846.244.14 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.523.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1633 Capacity, c (veh/h)7401357 v/c Ratio0.220.00 95% Queue Length, Q (veh)0.80.0 Control Delay (s/veh)11.27.7 Level of Service (LOS)BA Approach Delay (s/veh)11.20.2 Approach LOSB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 8:44:28 AM ཆ md 159 at chelsea -Ex am.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionChelsea Rd at Woodley Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetWoodley Rd Analysis Year2021North/South StreetChelsea Rd Time AnalyzedExisting AMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes00001000100110 ConfigurationLRTRLT Volume (veh/h)01577032108 Percent Heavy Vehicles (%)555 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.456.254.15 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.553.352.25 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1736 Capacity, c (veh/h)9651492 v/c Ratio0.020.02 95% Queue Length, Q (veh)0.10.1 Control Delay (s/veh)8.87.5 Level of Service (LOS)AA Approach Delay (s/veh)8.81.7 Approach LOSA Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 8:44:56 AM ཆ Chelsea at Woodley -Ex AM.xtw HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodAM PeakPHF0.93 Urban StreetAnalysis YearBackground Analysis Period1> 7:00 Condition IntersectionUS 40 & MD 543File Nameus 40 & md 543 -Back AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h0762186172708250567 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green28.040.020.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow0.05.04.00.00.00.0 Force ModeFixedSimult. Gap N/SOnRed0.02.01.00.00.00.0 Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase6524 Case Number5.32.04.09.0 Phase Duration, s47.028.075.025.0 Change Period, ( ), s7.00.07.05.0 Y+R c Max Allow Headway ( ), s3.03.03.03.2 MAH Queue Clearance Time ( ), s19.39.810.224.0 g s Green Extension Time ( ), s4.40.34.60.0 g e Phase Call Probability1.001.001.001.00 Max Out Probability0.020.000.001.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement161652714 Adjusted Flow Rate ( ), veh/h0819200185761269610 v Adjusted Saturation Flow Rate ( ), veh/h/ln71617811648185317811730 s Queue Service Time ( ), s0.017.35.07.88.26.6 g s Cycle Queue Clearance Time ( ), s0.017.35.07.88.26.6 g c Green Ratio ( )0.420.420.640.300.700.22 g/C Capacity ( ), veh/h72149610555562493761 c Volume-to-Capacity Ratio ( )0.0000.5480.1900.3330.3050.353 X Back of Queue ( ), ft/ln ( 95th percentile)0278.767.5150.1105.3121 Q Back of Queue ( ), veh/ln ( 95th percentile)0.011.02.75.94.14.8 Q Queue Storage Ratio ( ) ( 95th percentile)0.000.000.070.330.000.00 RQ Uniform Delay ( ), s/veh0.021.87.427.26.033.0 d 1 Incremental Delay ( ), s/veh0.00.20.00.10.00.1 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh0.022.17.427.36.133.10.0 d Level of Service (LOS)CACACA Approach Delay, s/veh / LOS19.2B10.2B10.1B0.0 Intersection Delay, s/veh / LOS13.4B Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:13:55 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodAM PeakPHF0.95 Urban StreetAnalysis YearBackground Analysis Period1> 7:15 Condition IntersectionUS 40 & Spesutia RoadFile NameUS 40 & Spesutia -Back AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h11209126257034131021103 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green8.050.024.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Force ModeFixedSimult. Gap N/SOnRed1.02.02.00.00.00.0 Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase65284 Case Number5.31.04.07.08.0 Phase Duration, s57.013.070.030.030.0 Change Period, ( ), s7.05.07.06.06.0 Y+R c Max Allow Headway ( ), s2.92.92.93.13.1 MAH Queue Clearance Time ( ), s28.72.510.79.92.2 g s Green Extension Time ( ), s4.90.05.20.20.3 g e Phase Call Probability1.001.001.001.001.00 Max Out Probability0.050.000.000.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement1616521238187414 Adjusted Flow Rate ( ), veh/h1127313326372372138224 v Adjusted Saturation Flow Rate ( ), veh/h/ln71617811675181018701867143615851604 s Queue Service Time ( ), s0.126.74.10.58.78.77.71.00.0 g s Cycle Queue Clearance Time ( ), s0.126.74.10.58.78.77.91.00.2 g c Green Ratio ( )0.520.520.520.640.650.650.260.260.26 g/C Capacity ( ), veh/h444185287136512161213445412462 c Volume-to-Capacity Ratio ( )0.0020.6870.1520.0720.3060.3060.3100.0540.009 X Back of Queue ( ), ft/ln ( 95th percentile)0.5368.460.57.3122.9122.612218.23.4 Q Back of Queue ( ), veh/ln ( 95th percentile)0.014.52.40.34.84.84.90.70.1 Q Queue Storage Ratio ( ) ( 95th percentile)0.000.000.000.020.000.000.000.060.00 RQ Uniform Delay ( ), s/veh11.517.912.511.08.07.630.327.827.5 d 1 Incremental Delay ( ), s/veh0.00.90.00.00.10.10.10.00.0 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh11.518.812.511.08.17.730.427.827.5 d Level of Service (LOS)BBBBAACCC Approach Delay, s/veh / LOS18.2B8.0A30.1C27.5C Intersection Delay, s/veh / LOS15.7B Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:14:27 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford Co, MDTime PeriodAM PeakPHF0.97 Urban StreetAnalysis YearBackground Analysis Period1> 7:30 Condition IntersectionUS 40 at MD 7/MD 159File NameUS 40 at MD 7 -Back AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h1710876513621356504685747336 v Signal Information Cycle, s120.0Reference Phase2 Offset, s0Reference PointEnd Green11.043.030.012.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.04.00.00.0 Force ModeFixedSimult. Gap N/SOnRed1.02.02.02.00.00.0 Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase165284 Case Number2.04.02.03.010.09.0 Phase Duration, s16.050.016.050.018.036.0 Change Period, ( ), s5.07.05.07.06.06.0 Y+R c Max Allow Headway ( ), s2.92.92.92.93.03.1 MAH Queue Clearance Time ( ), s3.116.42.815.05.320.2 g s Green Extension Time ( ), s0.05.50.05.60.11.3 g e Phase Call Probability1.001.001.001.001.001.00 Max Out Probability0.000.030.000.020.010.03 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement1616521238187414 Adjusted Flow Rate ( ), veh/h188982891364036752565927537 v Adjusted Saturation Flow Rate ( ), veh/h/ln1781187017951781169817811822173018701585 s Queue Service Time ( ), s1.114.314.40.810.83.23.318.23.72.1 g s Cycle Queue Clearance Time ( ), s1.114.314.40.810.83.23.318.23.72.1 g c Green Ratio ( )0.110.380.380.110.380.120.120.270.270.27 g/C Capacity ( ), veh/h19321046731931911208213922499423 c Volume-to-Capacity Ratio ( )0.0910.4270.4300.0690.3350.2480.2620.6410.1510.088 X Back of Queue ( ), ft/ln ( 95th percentile)21254.4248.416188.163.969.1310.575.836.8 Q Back of Queue ( ), veh/ln ( 95th percentile)0.810.09.80.67.42.52.712.23.01.5 Q Queue Storage Ratio ( ) ( 95th percentile)0.060.000.000.050.000.160.000.400.000.06 RQ Uniform Delay ( ), s/veh48.228.627.948.127.548.248.338.933.633.0 d 1 Incremental Delay ( ), s/veh0.10.10.20.10.00.20.21.20.10.0 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh48.328.628.148.127.510.048.448.540.133.733.1 d Level of Service (LOS)DCCDCADDDCC Approach Delay, s/veh / LOS28.8C21.5C48.5D39.0D Intersection Delay, s/veh / LOS29.4C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:15:01 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford Co, MDTime PeriodAM PeakPHF0.98 Urban StreetAnalysis YearBackground Analysis Period1> 7:00 Condition IntersectionUS 40 at MD 132File NameUS 40 at MD 132 -Back AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h1136995733870419117488322167 v Signal Information Cycle, s98.0Reference Phase2 Offset, s0Reference PointEnd Green5.035.016.016.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.04.00.00.0 Force ModeFixedSimult. Gap N/SOnRed1.01.01.01.00.00.0 Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase165284 Case Number1.13.01.13.09.09.0 Phase Duration, s15.046.010.041.021.021.0 Change Period, ( ), s5.06.05.06.05.05.0 Y+R c Max Allow Headway ( ), s2.92.92.92.93.13.2 MAH Queue Clearance Time ( ), s5.316.03.022.36.410.2 g s Green Extension Time ( ), s0.13.90.03.50.20.3 g e Phase Call Probability1.001.001.001.001.001.00 Max Out Probability0.090.011.000.090.000.12 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement1616521238187414 Adjusted Flow Rate ( ), veh/h1157135834888429317498522170 v Adjusted Saturation Flow Rate ( ), veh/h/ln178117811585178117811585178118701648178118701585 s Queue Service Time ( ), s3.314.02.11.020.31.74.40.72.24.01.08.2 g s Cycle Queue Clearance Time ( ), s3.314.02.11.020.31.74.40.72.24.01.08.2 g c Green Ratio ( )0.520.430.430.450.380.380.180.180.260.180.180.31 g/C Capacity ( ), veh/h39915266793811345598327344421327344485 c Volume-to-Capacity Ratio ( )0.2890.4670.0860.0880.6600.0700.2840.0500.1160.2590.0650.351 X Back of Queue ( ), ft/ln ( 95th percentile)51.422631.917.3315.325.585.315.239.377.319.7136.7 Q Back of Queue ( ), veh/ln ( 95th percentile)2.08.91.30.712.41.03.40.61.53.00.85.4 Q Queue Storage Ratio ( ) ( 95th percentile)0.260.000.080.090.000.150.850.000.001.550.392.73 RQ Uniform Delay ( ), s/veh15.120.616.616.126.019.534.433.028.034.333.026.4 d 1 Incremental Delay ( ), s/veh0.10.10.00.01.00.00.20.00.00.20.00.2 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh15.320.716.616.127.019.534.633.028.134.433.126.6 d Level of Service (LOS)BCBBCBCCCCCC Approach Delay, s/veh / LOS19.7B26.3C32.4C29.5C Intersection Delay, s/veh / LOS24.6C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:19:18 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodAM PeakPHF0.91 Urban StreetpAnalysis YearBackground Analysis Period1> 7:15 Condition IntersectionUS 40 EB & MD 22 SignÈFile Namemd 22 & us 40 EB -Back AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h164126942851247260 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green18.050.015.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Force ModeFixedSimult. Gap N/SOnRed2.01.01.00.00.00.0 Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase4526 Case Number9.01.04.07.3 Phase Duration, s20.024.080.056.0 Change Period, ( ), s5.06.06.06.0 Y+R c Max Allow Headway ( ), s3.13.02.92.9 MAH Queue Clearance Time ( ), s11.33.64.332.0 g s Green Extension Time ( ), s0.20.15.44.9 g e Phase Call Probability1.001.001.001.00 Max Out Probability0.630.000.000.07 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement71452616 Adjusted Flow Rate ( ), veh/h1801381033131370286 v Adjusted Saturation Flow Rate ( ), veh/h/ln17811781178117811585 s Queue Service Time ( ), s9.31.62.330.010.6 g s Cycle Queue Clearance Time ( ), s9.31.62.330.010.6 g c Green Ratio ( )0.170.740.760.520.52 g/C Capacity ( ), veh/h30351527061852824 c Volume-to-Capacity Ratio ( )0.5950.2000.1160.7400.347 X Back of Queue ( ), ft/ln ( 95th percentile)184.933.123417.7152.6 Q Back of Queue ( ), veh/ln ( 95th percentile)7.31.30.916.46.0 Q Queue Storage Ratio ( ) ( 95th percentile)0.000.150.000.000.69 RQ Uniform Delay ( ), s/veh38.310.53.418.714.1 d 1 Incremental Delay ( ), s/veh2.20.10.01.40.1 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.0 d 3 Control Delay ( ), s/veh40.50.010.63.420.214.1 d Level of Service (LOS)DABACB Approach Delay, s/veh / LOS22.9C0.05.2A19.1B Intersection Delay, s/veh / LOS17.2B Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:15:33 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeCBD JurisdictionHarford County, MDTime PeriodAM PeakPHF0.91 Urban StreetAnalysis YearBackground Analysis Period1> 7:15 Condition IntersectionMD 715 at US 40 EB RaÈFile Namemd 715 & us 40 EB -Back AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h508861895529111 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green10.055.018.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Force ModeFixedSimult. Gap N/SOnRed1.02.01.00.00.00.0 Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase4216 Case Number9.07.31.04.0 Phase Duration, s23.062.015.077.0 Change Period, ( ), s5.07.05.07.0 Y+R c Max Allow Headway ( ), s3.23.03.13.0 MAH Queue Clearance Time ( ), s22.05.12.64.2 g s Green Extension Time ( ), s0.00.80.00.8 g e Phase Call Probability1.001.001.001.00 Max Out Probability1.000.000.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement71421216 Adjusted Flow Rate ( ), veh/h559742086032122 v Adjusted Saturation Flow Rate ( ), veh/h/ln1667156416291643 s Queue Service Time ( ), s2.73.10.62.2 g s Cycle Queue Clearance Time ( ), s2.73.10.62.2 g c Green Ratio ( )0.200.570.710.72 g/C Capacity ( ), veh/h33317838461183 c Volume-to-Capacity Ratio ( )0.1650.1160.0380.103 X Back of Queue ( ), ft/ln ( 95th percentile)48.244.96.927.5 Q Back of Queue ( ), veh/ln ( 95th percentile)1.91.70.31.1 Q Queue Storage Ratio ( ) ( 95th percentile)0.160.000.050.00 RQ Uniform Delay ( ), s/veh33.19.94.44.5 d 1 Incremental Delay ( ), s/veh0.10.00.00.0 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.0 d 3 Control Delay ( ), s/veh33.20.09.90.04.44.5 d Level of Service (LOS)CAAAAA Approach Delay, s/veh / LOS1.8A0.07.7A4.5A Intersection Delay, s/veh / LOS3.2A Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:19:50 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis Date10/15/2021Area TypeOther JurisdictionHarford Co, MDTime PeriodAM PeakPHF0.93 Urban StreetAnalysis YearBackground Analysis Period1> 7:15 IntersectionMD 715 at Old PhiladelpÈFile NameMD 715 at Old Phil -Back AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h2310769150110261718750179899 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green15.045.020.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Red2.51.53.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase841652 Case Number5.06.02.03.02.04.0 Phase Duration, s27.027.021.551.521.551.5 Change Period, ( ), s7.07.06.56.56.56.5 Y+R c Max Allow Headway ( ), s3.33.33.02.93.02.9 MAH Queue Clearance Time ( ), s7.216.72.93.92.911.2 g s Green Extension Time ( ), s1.00.50.03.10.03.1 g e Phase Call Probability1.001.001.001.001.001.00 Max Out Probability0.000.950.000.000.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement3818741416165212 Adjusted Flow Rate ( ), veh/h25115741617472182015418806267 v Adjusted Saturation Flow Rate ( ), veh/h/ln121217381547124718261707173916581547173918261814 s Queue Service Time ( ), s1.72.73.912.03.33.50.91.71.90.99.19.2 g s Cycle Queue Clearance Time ( ), s5.22.73.914.73.33.50.91.71.90.99.19.2 g c Green Ratio ( )0.220.220.220.220.220.220.170.470.470.170.470.47 g/C Capacity ( ), veh/h29776534031340237629631177272962575853 c Volume-to-Capacity Ratio ( )0.0830.1500.2180.5150.1840.1930.0620.0650.0740.0620.3130.313 X Back of Queue ( ), ft/ln ( 95th percentile)23.552.46917067.264.516.927.129.216.9164.8160.7 Q Back of Queue ( ), veh/ln ( 95th percentile)0.92.02.76.52.62.50.71.01.10.76.36.3 Q Queue Storage Ratio ( ) ( 95th percentile)0.120.000.180.570.000.000.060.000.110.280.000.00 RQ Uniform Delay ( ), s/veh33.931.532.037.431.731.834.815.014.634.817.016.5 d 1 Incremental Delay ( ), s/veh0.00.00.10.70.10.10.00.00.00.00.00.1 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh33.931.532.138.031.831.934.815.014.634.817.016.5 d Level of Service (LOS)CCCDCCCBBCBB Approach Delay, s/veh / LOS32.0C35.1D16.3B17.2B Intersection Delay, s/veh / LOS21.7C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:23:17 PM HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 7 at Stepney Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetMD 7 Analysis Year2026North/South StreetStepney Rd Time AnalyzedBackground AMPeak Hour Factor0.96 Intersection OrientationEast-WestAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: East-West Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1U1234U456789101112 Number of Lanes01100011010110 ConfigurationLTRLTRLTRLTR Volume (veh/h)965882241430303660108 Percent Heavy Vehicles (%)22222222 Proportion Time Blocked Percent Grade (%)00 Right Turn ChannelizedNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)4.14.17.16.56.27.16.56.2 Critical Headway (sec)4.124.127.126.526.227.126.526.22 Base Follow-Up Headway (sec)2.22.23.54.03.33.54.03.3 Follow-Up Headway (sec)2.222.223.524.023.323.524.023.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1002669113 Capacity, c (veh/h)1099965169138624 v/c Ratio0.090.000.040.500.18 95% Queue Length, Q (veh)0.30.00.12.30.7 Control Delay (s/veh)8.68.727.254.612.0 Level of Service (LOS)AADFB Approach Delay (s/veh)1.20.127.228.2 Approach LOSDD Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 1:15:54 PM ཆ MD 7 at Stepney -Back AM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 715 at Woodley Rd Ext Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/21/2021East/West StreetWoodley Rd Ext Analysis Year2026North/South StreetMD 715 Time AnalyzedBackground AMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes10000000000031 ConfigurationLTR Volume (veh/h)32113454 Percent Heavy Vehicles (%)10 Proportion Time Blocked Percent Grade (%)0 Right Turn ChannelizedNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)6.4 Critical Headway (sec)5.90 Base Follow-Up Headway (sec)3.8 Follow-Up Headway (sec)3.90 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)36 Capacity, c (veh/h)215 v/c Ratio0.17 95% Queue Length, Q (veh)0.6 Control Delay (s/veh)25.1 Level of Service (LOS)D Approach Delay (s/veh)25.1 Approach LOSD Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 8:41:05 AM ཆ MD 715 at Woodley Rd Ext -Back AM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Fords Lane Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetFords Lane Analysis Year2026North/South StreetMD 159 Time AnalyzedBackground AMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01000000100010 ConfigurationLRLTTR Volume (veh/h)500104746 Percent Heavy Vehicles (%)222 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.426.224.12 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.523.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)60 Capacity, c (veh/h)7871507 v/c Ratio0.010.00 95% Queue Length, Q (veh)0.00.0 Control Delay (s/veh)9.67.4 Level of Service (LOS)AA Approach Delay (s/veh)9.60.0 Approach LOSA Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 8:52:13 AM ཆ MD 159 at Fords -Back AM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Canning House Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetCanning House Analysis Year2026North/South StreetMD 159 Time AnalyzedBackground AMPeak Hour Factor0.93 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01000000100010 ConfigurationLRLTTR Volume (veh/h)3100843318 Percent Heavy Vehicles (%)1022 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.506.224.12 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.593.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)330 Capacity, c (veh/h)8391550 v/c Ratio0.040.00 95% Queue Length, Q (veh)0.10.0 Control Delay (s/veh)9.57.3 Level of Service (LOS)AA Approach Delay (s/veh)9.50.0 Approach LOSA Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 9:25:33 AM ཆ MD 159 at Canning House -Back AM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Spesutia Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetSpesutia Rd-Access Analysis Year2026North/South StreetMD 159 Time AnalyzedBackground AMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01100101100110 ConfigurationLTRRLTRLTR Volume (veh/h)2697621124870165919 Percent Heavy Vehicles (%)22210210 Proportion Time Blocked Percent Grade (%)00 Right Turn ChannelizedYesYes Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.56.26.24.14.1 Critical Headway (sec)7.126.526.226.304.124.20 Base Follow-Up Headway (sec)3.54.03.33.32.22.2 Follow-Up Headway (sec)3.524.023.323.392.222.29 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)39842313818 Capacity, c (veh/h)44398593815091448 v/c Ratio0.090.090.020.090.01 95% Queue Length, Q (veh)0.30.30.10.30.0 Control Delay (s/veh)13.99.08.97.67.5 Level of Service (LOS)BAAAA Approach Delay (s/veh)10.58.94.51.3 Approach LOSBA Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 8:53:53 AM ཆ MD 159 a Spesutia -Back AM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Chelsea Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetMD 159 Analysis Year2026North/South StreetChelsea Rd Time AnalyzedBackground AMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01000000200011 ConfigurationLRLTTTR Volume (veh/h)14613639739 Percent Heavy Vehicles (%)222 Proportion Time Blocked Percent Grade (%)0 Right Turn ChannelizedNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.56.24.1 Critical Headway (sec)6.846.244.14 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.523.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1633 Capacity, c (veh/h)8261427 v/c Ratio0.200.00 95% Queue Length, Q (veh)0.70.0 Control Delay (s/veh)10.47.5 Level of Service (LOS)BA Approach Delay (s/veh)10.40.4 Approach LOSB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 8:54:23 AM ཆ md 159 at chelsea -Back am.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionChelsea Rd at Woodley Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetWoodley Rd Analysis Year2026North/South StreetChelsea Rd Time AnalyzedBackground AMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes00001000100110 ConfigurationLRTRLT Volume (veh/h)2725819581 Percent Heavy Vehicles (%)555 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.456.254.15 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.553.352.25 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)326 Capacity, c (veh/h)8141492 v/c Ratio0.040.00 95% Queue Length, Q (veh)0.10.0 Control Delay (s/veh)9.67.4 Level of Service (LOS)AA Approach Delay (s/veh)9.60.4 Approach LOSA Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 8:55:06 AM ཆ Chelsea at Woodley -Back AM.xtw HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodAM PeakPHF0.93 Urban StreetAnalysis YearFuture Condition Analysis Period1> 7:00 IntersectionUS 40 & MD 543File Nameus 40 & md 543 -Future AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h0822186213731250676 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green28.040.020.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow0.05.04.00.00.00.0 Red0.02.01.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase6524 Case Number5.32.04.09.0 Phase Duration, s47.028.075.025.0 Change Period, ( ), s7.00.07.05.0 Y+R c Max Allow Headway ( ), s3.03.03.03.2 MAH Queue Clearance Time ( ), s21.111.910.524.0 g s Green Extension Time ( ), s4.60.34.90.0 g e Phase Call Probability1.001.001.001.00 Max Out Probability0.050.000.001.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement161652714 Adjusted Flow Rate ( ), veh/h0884200229786269727 v Adjusted Saturation Flow Rate ( ), veh/h/ln70017811648185317811730 s Queue Service Time ( ), s0.019.15.09.98.56.6 g s Cycle Queue Clearance Time ( ), s0.019.15.09.98.56.6 g c Green Ratio ( )0.420.420.640.300.700.22 g/C Capacity ( ), veh/h72149610555562493761 c Volume-to-Capacity Ratio ( )0.0000.5910.1900.4120.3150.353 X Back of Queue ( ), ft/ln ( 95th percentile)0303.567.5190.9109.7121 Q Back of Queue ( ), veh/ln ( 95th percentile)0.011.92.77.54.34.8 Q Queue Storage Ratio ( ) ( 95th percentile)0.000.000.070.420.000.00 RQ Uniform Delay ( ), s/veh0.022.47.428.06.133.0 d 1 Incremental Delay ( ), s/veh0.00.40.00.20.00.1 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh0.022.87.428.16.133.10.0 d Level of Service (LOS)CACACA Approach Delay, s/veh / LOS20.0B11.1B8.9A0.0 Intersection Delay, s/veh / LOS13.5B Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 11/12/2021 8:59:29 AM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodAM PeakPHF0.95 Urban StreetAnalysis YearFuture ConditionAnalysis Period1> 7:15 IntersectionUS 40 & Spesutia RoadFile NameUS 40 & Spesutia -Fu AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h11260244257224176021103 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green8.050.024.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Red1.02.02.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase65284 Case Number5.31.04.07.08.0 Phase Duration, s57.013.070.030.030.0 Change Period, ( ), s7.05.07.06.06.0 Y+R c Max Allow Headway ( ), s2.92.92.93.13.1 MAH Queue Clearance Time ( ), s30.52.511.013.02.2 g s Green Extension Time ( ), s5.50.06.00.30.4 g e Phase Call Probability1.001.001.001.001.00 Max Out Probability0.100.000.000.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement1616521238187414 Adjusted Flow Rate ( ), veh/h1132625726382382185224 v Adjusted Saturation Flow Rate ( ), veh/h/ln70317811675181018701867143615851627 s Queue Service Time ( ), s0.128.58.70.59.09.010.81.00.0 g s Cycle Queue Clearance Time ( ), s0.128.58.70.59.09.011.01.00.2 g c Green Ratio ( )0.520.520.520.640.650.650.260.260.26 g/C Capacity ( ), veh/h437185287135212161213445412468 c Volume-to-Capacity Ratio ( )0.0020.7160.2950.0750.3150.3150.4160.0540.009 X Back of Queue ( ), ft/ln ( 95th percentile)0.5390.1127.97.3126.6126.9170.318.23.4 Q Back of Queue ( ), veh/ln ( 95th percentile)0.015.45.10.35.05.06.80.70.1 Q Queue Storage Ratio ( ) ( 95th percentile)0.000.000.000.020.000.000.000.060.00 RQ Uniform Delay ( ), s/veh11.518.413.611.58.17.731.427.827.5 d 1 Incremental Delay ( ), s/veh0.01.20.10.00.10.10.20.00.0 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh11.519.513.711.68.17.831.727.827.5 d Level of Service (LOS)BBBBAACCC Approach Delay, s/veh / LOS18.6B8.1A31.3C27.5C Intersection Delay, s/veh / LOS16.4B Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 11/12/2021 8:54:40 AM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford Co, MDTime PeriodAM PeakPHF0.97 Urban StreetAnalysis YearFuture ConditionAnalysis Period1> 7:30 IntersectionUS 40 at MD 7/MD 159File NameUS 40 at MD 7 -Fu AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h171087116136213566968857413036 v Signal Information Cycle, s120.0Reference Phase2 Offset, s0Reference PointEnd Green11.043.030.012.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.04.00.00.0 Red1.02.02.02.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase165284 Case Number2.04.02.03.010.09.0 Phase Duration, s16.050.016.050.018.036.0 Change Period, ( ), s5.07.05.07.06.06.0 Y+R c Max Allow Headway ( ), s2.92.92.92.93.03.1 MAH Queue Clearance Time ( ), s3.117.32.815.06.720.2 g s Green Extension Time ( ), s0.05.70.05.80.11.4 g e Phase Call Probability1.001.001.001.001.001.00 Max Out Probability0.000.030.000.020.070.03 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement1616521238187414 Adjusted Flow Rate ( ), veh/h1894429613640367717859213437 v Adjusted Saturation Flow Rate ( ), veh/h/ln1781187017441781169817811836173018701585 s Queue Service Time ( ), s1.115.215.30.810.84.44.718.26.82.1 g s Cycle Queue Clearance Time ( ), s1.115.215.30.810.84.44.718.26.82.1 g c Green Ratio ( )0.110.380.380.110.380.120.120.270.270.27 g/C Capacity ( ), veh/h19321046541931911208214922499423 c Volume-to-Capacity Ratio ( )0.0910.4490.4530.0690.3350.3420.3660.6410.2690.088 X Back of Queue ( ), ft/ln ( 95th percentile)21267.1255.416188.189.398.7310.5139.736.8 Q Back of Queue ( ), veh/ln ( 95th percentile)0.810.510.10.67.43.53.912.25.51.5 Q Queue Storage Ratio ( ) ( 95th percentile)0.060.000.000.050.000.220.000.400.000.06 RQ Uniform Delay ( ), s/veh48.228.828.248.127.548.848.938.934.833.0 d 1 Incremental Delay ( ), s/veh0.10.10.20.10.00.40.41.20.10.0 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh48.328.928.448.127.510.049.149.340.134.933.1 d Level of Service (LOS)DCCDCADDDCC Approach Delay, s/veh / LOS29.1C21.5C49.2D38.8D Intersection Delay, s/veh / LOS29.9C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 11/12/2021 9:01:26 AM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford Co, MDTime PeriodAM PeakPHF0.98 Urban StreetAnalysis YearFuture ConditionAnalysis Period1> 7:00 IntersectionUS 40 at MD 132File NameUS 40 at MD 132 -Fu AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h1137275733946419117488322167 v Signal Information Cycle, s98.0Reference Phase2 Offset, s0Reference PointEnd Green5.035.016.016.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.04.00.00.0 Red1.01.01.01.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase165284 Case Number1.13.01.13.09.09.0 Phase Duration, s15.046.010.041.021.021.0 Change Period, ( ), s5.06.05.06.05.05.0 Y+R c Max Allow Headway ( ), s2.92.92.92.93.13.2 MAH Queue Clearance Time ( ), s5.316.73.024.76.410.2 g s Green Extension Time ( ), s0.14.30.03.40.20.3 g e Phase Call Probability1.001.001.001.001.001.00 Max Out Probability0.090.011.000.190.000.12 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement1616521238187414 Adjusted Flow Rate ( ), veh/h1157425834965429317498522170 v Adjusted Saturation Flow Rate ( ), veh/h/ln178117811585178117811585178118701648178118701585 s Queue Service Time ( ), s3.314.72.11.022.71.74.40.72.24.01.08.2 g s Cycle Queue Clearance Time ( ), s3.314.72.11.022.71.74.40.72.24.01.08.2 g c Green Ratio ( )0.520.430.430.450.380.380.180.180.260.180.180.31 g/C Capacity ( ), veh/h37715266793711345598327344421327344485 c Volume-to-Capacity Ratio ( )0.3060.4860.0860.0910.7180.0700.2840.0500.1160.2590.0650.351 X Back of Queue ( ), ft/ln ( 95th percentile)51.5234.631.917.3348.925.585.315.239.377.319.7136.7 Q Back of Queue ( ), veh/ln ( 95th percentile)2.09.21.30.713.71.03.40.61.53.00.85.4 Q Queue Storage Ratio ( ) ( 95th percentile)0.260.000.080.090.000.150.850.000.001.550.392.73 RQ Uniform Delay ( ), s/veh15.920.816.616.226.819.534.433.028.034.333.026.4 d 1 Incremental Delay ( ), s/veh0.20.10.00.01.60.00.20.00.00.20.00.2 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh16.120.916.616.228.419.534.633.028.134.433.126.6 d Level of Service (LOS)BCBBCBCCCCCC Approach Delay, s/veh / LOS20.0C27.7C32.4C29.5C Intersection Delay, s/veh / LOS25.3C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 11/12/2021 9:05:12 AM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodAM PeakPHF0.91 Urban StreetAnalysis YearFuture ConditionAnalysis Period1> 7:15 IntersectionUS 40 EB & MD 22 SignÈFile Namemd 22 & us 40 EB -Fu AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h175126942851247290 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green18.050.015.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Red2.01.01.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase4526 Case Number9.01.04.07.3 Phase Duration, s20.024.080.056.0 Change Period, ( ), s5.06.06.06.0 Y+R c Max Allow Headway ( ), s3.13.02.92.9 MAH Queue Clearance Time ( ), s12.03.64.332.0 g s Green Extension Time ( ), s0.20.15.65.0 g e Phase Call Probability1.001.001.001.00 Max Out Probability1.000.000.000.08 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement71452616 Adjusted Flow Rate ( ), veh/h1921381033131370319 v Adjusted Saturation Flow Rate ( ), veh/h/ln17811781178117811585 s Queue Service Time ( ), s10.01.62.330.012.1 g s Cycle Queue Clearance Time ( ), s10.01.62.330.012.1 g c Green Ratio ( )0.170.740.760.520.52 g/C Capacity ( ), veh/h30351527061852824 c Volume-to-Capacity Ratio ( )0.6350.2000.1160.7400.387 X Back of Queue ( ), ft/ln ( 95th percentile)200.233.123417.7175.2 Q Back of Queue ( ), veh/ln ( 95th percentile)7.91.30.916.46.9 Q Queue Storage Ratio ( ) ( 95th percentile)0.000.150.000.000.80 RQ Uniform Delay ( ), s/veh38.610.53.418.714.4 d 1 Incremental Delay ( ), s/veh3.30.10.01.40.1 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.0 d 3 Control Delay ( ), s/veh41.90.010.63.420.214.5 d Level of Service (LOS)DABACB Approach Delay, s/veh / LOS24.4C0.05.2A19.1B Intersection Delay, s/veh / LOS17.4B Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 11/12/2021 12:48:05 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodAM PeakPHF0.91 Urban StreetAnalysis YearFuture ConditionAnalysis Period1> 7:15 IntersectionMD 715 at US 40 EB RaÈFile Namemd 715 & us 40 EB -Fu AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h508861896929148 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green10.055.018.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Red1.02.01.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase4216 Case Number9.07.31.04.0 Phase Duration, s23.062.015.077.0 Change Period, ( ), s5.07.05.07.0 Y+R c Max Allow Headway ( ), s3.23.03.13.0 MAH Queue Clearance Time ( ), s22.04.72.54.7 g s Green Extension Time ( ), s0.00.90.00.9 g e Phase Call Probability1.001.001.001.00 Max Out Probability1.000.000.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement71421216 Adjusted Flow Rate ( ), veh/h559742087632163 v Adjusted Saturation Flow Rate ( ), veh/h/ln1853173818101826 s Queue Service Time ( ), s2.42.70.52.7 g s Cycle Queue Clearance Time ( ), s2.42.70.52.7 g c Green Ratio ( )0.200.570.710.72 g/C Capacity ( ), veh/h37119829361315 c Volume-to-Capacity Ratio ( )0.1480.1050.0340.124 X Back of Queue ( ), ft/ln ( 95th percentile)4844.56.937.3 Q Back of Queue ( ), veh/ln ( 95th percentile)1.91.70.31.4 Q Queue Storage Ratio ( ) ( 95th percentile)0.160.000.050.00 RQ Uniform Delay ( ), s/veh33.09.84.44.6 d 1 Incremental Delay ( ), s/veh0.10.00.00.0 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.0 d 3 Control Delay ( ), s/veh33.00.09.80.04.44.6 d Level of Service (LOS)CAAAAA Approach Delay, s/veh / LOS1.8A0.07.2A4.6A Intersection Delay, s/veh / LOS3.2A Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 11/12/2021 12:49:50 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis Date10/15/2021Area TypeOther JurisdictionHarford Co, MDTime PeriodAM PeakPHF0.93 Urban StreetAnalysis YearFuture ConditionAnalysis Period1> 7:15 IntersectionMD 715 at Old PhiladelpÈFile NameMD 715 at Old Phil -Fu AM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h37121691501492617187501798946 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green15.045.020.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Red2.51.53.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase841652 Case Number5.06.02.03.02.04.0 Phase Duration, s27.027.021.551.521.551.5 Change Period, ( ), s7.07.06.56.56.56.5 Y+R c Max Allow Headway ( ), s3.33.33.02.93.02.9 MAH Queue Clearance Time ( ), s9.317.32.93.92.911.7 g s Green Extension Time ( ), s1.10.50.03.30.03.2 g e Phase Call Probability1.001.001.001.001.001.00 Max Out Probability0.021.000.000.000.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement3818741416165212 Adjusted Flow Rate ( ), veh/h40130741619593182015418840273 v Adjusted Saturation Flow Rate ( ), veh/h/ln116717381547123018261732173916581547173918261768 s Queue Service Time ( ), s2.93.03.912.24.34.40.91.71.90.99.69.7 g s Cycle Queue Clearance Time ( ), s7.33.03.915.34.34.40.91.71.90.99.69.7 g c Green Ratio ( )0.220.220.220.220.220.220.170.470.470.170.470.47 g/C Capacity ( ), veh/h27776534030540238129631177272962575831 c Volume-to-Capacity Ratio ( )0.1440.1700.2180.5280.2360.2450.0620.0650.0740.0620.3260.328 X Back of Queue ( ), ft/ln ( 95th percentile)38.959.66917287.58416.927.129.216.9172.5165.4 Q Back of Queue ( ), veh/ln ( 95th percentile)1.52.32.76.63.43.30.71.01.10.76.66.5 Q Queue Storage Ratio ( ) ( 95th percentile)0.190.000.180.570.000.000.060.000.110.280.000.00 RQ Uniform Delay ( ), s/veh35.231.632.037.832.132.134.815.014.634.817.116.6 d 1 Incremental Delay ( ), s/veh0.10.00.10.90.10.10.00.00.00.00.00.1 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh35.331.632.138.732.232.334.815.014.634.817.216.7 d Level of Service (LOS)DCCDCCCBBCBB Approach Delay, s/veh / LOS32.4C35.2D16.3B17.3B Intersection Delay, s/veh / LOS22.2C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 11/12/2021 8:57:23 AM HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 7 at Stepney Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetMD 7 Analysis Year2026North/South StreetStepney Rd Time AnalyzedFuture AMPeak Hour Factor0.96 Intersection OrientationEast-WestAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: East-West Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1U1234U456789101112 Number of Lanes01100011010110 ConfigurationLTRLTRLTRLTR Volume (veh/h)966452243630303660108 Percent Heavy Vehicles (%)22222202 Proportion Time Blocked Percent Grade (%)00 Right Turn ChannelizedNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)4.14.17.16.56.27.16.56.2 Critical Headway (sec)4.124.127.126.526.227.126.506.22 Base Follow-Up Headway (sec)2.22.23.54.03.33.54.03.3 Follow-Up Headway (sec)2.222.223.524.023.323.524.003.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1002669113 Capacity, c (veh/h)1077917148121606 v/c Ratio0.090.000.040.570.19 95% Queue Length, Q (veh)0.30.00.12.80.7 Control Delay (s/veh)8.78.930.468.412.3 Level of Service (LOS)AADFB Approach Delay (s/veh)1.10.130.433.6 Approach LOSDD Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 1:15:04 PM ཆ MD 7 at Stepney -Fu AM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 715 at Woodley Rd Ext Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/21/2021East/West StreetWoodley Rd Ext Analysis Year2026North/South StreetMD 715 Time AnalyzedFuture AMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes10000000000031 ConfigurationLTR Volume (veh/h)32113454 Percent Heavy Vehicles (%)10 Proportion Time Blocked Percent Grade (%)0 Right Turn ChannelizedNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)6.4 Critical Headway (sec)5.90 Base Follow-Up Headway (sec)3.8 Follow-Up Headway (sec)3.90 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)36 Capacity, c (veh/h)215 v/c Ratio0.17 95% Queue Length, Q (veh)0.6 Control Delay (s/veh)25.1 Level of Service (LOS)D Approach Delay (s/veh)25.1 Approach LOSD Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 12:52:49 PM ཆ MD 715 at Woodley Rd Ext -Fu AM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Fords Lane Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetFords Lane Analysis Year2026North/South StreetMD 159 Time AnalyzedFuture AMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01000000100010 ConfigurationLRLTTR Volume (veh/h)5001842856 Percent Heavy Vehicles (%)222 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.426.224.12 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.523.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)60 Capacity, c (veh/h)5131236 v/c Ratio0.010.00 95% Queue Length, Q (veh)0.00.0 Control Delay (s/veh)12.17.9 Level of Service (LOS)BA Approach Delay (s/veh)12.10.0 Approach LOSB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 9:21:49 AM ཆ MD 159 at Fords -Fu AM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Proposed Road A Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetSite Access/Proposed Rd A Analysis Year2026North/South StreetMD 159 Time AnalyzedFuture AMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes11011000110010 ConfigurationLTRLTRLTRLTR Volume (veh/h)3214155361015220020184 Percent Heavy Vehicles (%)101010210222 Proportion Time Blocked Percent Grade (%)00 Right Turn ChannelizedNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.56.27.16.56.24.14.1 Critical Headway (sec)7.206.606.307.126.606.224.124.12 Base Follow-Up Headway (sec)3.54.03.33.54.03.32.22.2 Follow-Up Headway (sec)3.594.093.393.524.093.322.222.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)3617614100 Capacity, c (veh/h)45875050887512431383 v/c Ratio0.080.020.120.050.000.00 95% Queue Length, Q (veh)0.30.10.40.10.00.0 Control Delay (s/veh)13.59.913.19.37.97.6 Level of Service (LOS)BABAAA Approach Delay (s/veh)12.411.50.00.0 Approach LOSBB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 1:34:36 PM ཆ MD 159 at Proposed Road A-Fu AM -enter 1 R instead of 0 to get aprpoach delay.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Canning House Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetCanning House Analysis Year2026North/South StreetMD 159 Time AnalyzedFuture AMPeak Hour Factor0.93 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01000000100010 ConfigurationLRLTTR Volume (veh/h)99008433200 Percent Heavy Vehicles (%)1022 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.506.224.12 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.593.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1060 Capacity, c (veh/h)7381315 v/c Ratio0.140.00 95% Queue Length, Q (veh)0.50.0 Control Delay (s/veh)10.77.7 Level of Service (LOS)BA Approach Delay (s/veh)10.70.0 Approach LOSB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 9:15:22 AM ཆ MD 159 at Canning House -Fu AM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Canning House Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetCanning House Analysis Year2026North/South StreetMD 159 Time AnalyzedFuture AM+IMPSPeak Hour Factor0.93 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes10100000100011 ConfigurationLRLTTR Volume (veh/h)99008433200 Percent Heavy Vehicles (%)1022 Proportion Time Blocked Percent Grade (%)0 Right Turn ChannelizedNoNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.506.224.12 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.593.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)10600 Capacity, c (veh/h)85010371315 v/c Ratio0.130.000.00 95% Queue Length, Q (veh)0.40.00.0 Control Delay (s/veh)9.88.57.7 Level of Service (LOS)AAA Approach Delay (s/veh)9.80.0 Approach LOSA Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 9:16:08 AM ཆ MD 159 at Canning House -Fu AM + Imps.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Spesutia Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetSpesutia Rd-Access Analysis Year2026North/South StreetMD 159 Time AnalyzedFuture AMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01100101100110 ConfigurationLTRRLTRLTR Volume (veh/h)2691942116915601624319 Percent Heavy Vehicles (%)22210210 Proportion Time Blocked Percent Grade (%)00 Right Turn ChannelizedYesYes Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.56.26.24.14.1 Critical Headway (sec)7.126.526.226.304.124.20 Base Follow-Up Headway (sec)3.54.03.33.32.22.2 Follow-Up Headway (sec)3.524.023.323.392.222.29 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)392162318818 Capacity, c (veh/h)23475885012711356 v/c Ratio0.170.280.030.150.01 95% Queue Length, Q (veh)0.61.20.10.50.0 Control Delay (s/veh)23.411.69.48.37.7 Level of Service (LOS)CBAAA Approach Delay (s/veh)13.49.44.30.4 Approach LOSBA Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 9:12:30 AM ཆ MD 159 a Spesutia -Fu AM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Chelsea Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetMD 159 Analysis Year2026North/South StreetChelsea Rd Time AnalyzedFuture AMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01000000200011 ConfigurationLRLTTTR Volume (veh/h)2261397188250 Percent Heavy Vehicles (%)222 Proportion Time Blocked Percent Grade (%)0 Right Turn ChannelizedNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.56.24.1 Critical Headway (sec)6.846.244.14 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.523.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)2523 Capacity, c (veh/h)6951073 v/c Ratio0.360.00 95% Queue Length, Q (veh)1.70.0 Control Delay (s/veh)13.18.4 Level of Service (LOS)BA Approach Delay (s/veh)13.10.3 Approach LOSB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 9:18:59 AM ཆ md 159 at chelsea -Fu am.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionChelsea at Proposed Rd A Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed9/14/2021East/West StreetProposed Road A Analysis Year2026North/South StreetChelsea Road Time AnalyzedFuture AMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes10100001100011 ConfigurationLRLTTR Volume (veh/h)3400608619 Percent Heavy Vehicles (%)1000 Proportion Time Blocked Percent Grade (%)0 Right Turn ChannelizedNoNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.506.204.10 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.593.302.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)3800 Capacity, c (veh/h)8109661484 v/c Ratio0.050.000.00 95% Queue Length, Q (veh)0.10.00.0 Control Delay (s/veh)9.78.77.4 Level of Service (LOS)AAA Approach Delay (s/veh)9.70.0 Approach LOSA Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 10:47:45 AM ཆ Chelsea Rd at Proposed Access Road -Fu AM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionChelsea Rd at Woodley Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetWoodley Rd Analysis Year2026North/South StreetChelsea Rd Time AnalyzedFuture AMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes00001000100110 ConfigurationLRTRLT Volume (veh/h)2725819581 Percent Heavy Vehicles (%)555 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.456.254.15 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.553.352.25 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)326 Capacity, c (veh/h)8141492 v/c Ratio0.040.00 95% Queue Length, Q (veh)0.10.0 Control Delay (s/veh)9.67.4 Level of Service (LOS)AA Approach Delay (s/veh)9.60.4 Approach LOSA Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 12:51:40 PM ཆ Chelsea at Woodley -Fu AM.xtw HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 19, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodPM PeakPHF0.96 Urban StreetAnalysis YearExisting Condition Analysis Period1> 4:15 IntersectionUS 40 & MD 543File Nameus 40 & md 543 -Ex PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h0771195299949153279 v Signal Information Cycle, s120.0Reference Phase2 Offset, s0Reference PointEnd Green60.033.015.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow0.05.04.00.00.00.0 Red0.02.01.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase6524 Case Number5.32.04.09.0 Phase Duration, s40.060.0100.020.0 Change Period, ( ), s7.00.07.05.0 Y+R c Max Allow Headway ( ), s3.03.03.03.2 MAH Queue Clearance Time ( ), s26.813.711.619.0 g s Green Extension Time ( ), s3.00.55.50.0 g e Phase Call Probability1.001.001.001.00 Max Out Probability0.560.000.001.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement161652714 Adjusted Flow Rate ( ), veh/h0803203311989159291 v Adjusted Saturation Flow Rate ( ), veh/h/ln5781781185317811730 s Queue Service Time ( ), s0.024.811.79.65.0 g s Cycle Queue Clearance Time ( ), s0.024.811.79.65.0 g c Green Ratio ( )0.290.290.520.790.14 g/C Capacity ( ), veh/h6010399572819490 c Volume-to-Capacity Ratio ( )0.0000.7730.3250.3510.325 X Back of Queue ( ), ft/ln ( 95th percentile)0413.3210.3105.396.1 Q Back of Queue ( ), veh/ln ( 95th percentile)0.016.38.34.13.8 Q Queue Storage Ratio ( ) ( 95th percentile)0.000.000.470.000.00 RQ Uniform Delay ( ), s/veh0.038.916.83.846.3 d 1 Incremental Delay ( ), s/veh0.03.30.10.00.1 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.0 d 3 Control Delay ( ), s/veh0.042.20.016.93.846.50.0 d Level of Service (LOS)DABADA Approach Delay, s/veh / LOS33.7C7.0A16.5B0.0 Intersection Delay, s/veh / LOS18.3B Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:07:48 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodPM PeakPHF0.99 Urban StreetAnalysis YearExisting ConditionAnalysis Period1> 4:45 IntersectionUS 40 & Spesutia RoadFile NameUS 40 & Spesutia -Ex PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h3822213289262297037607 v Signal Information Cycle, s120.0Reference Phase2 Offset, s0Reference PointEnd Green8.055.039.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Red1.02.02.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase65284 Case Number5.31.04.07.08.0 Phase Duration, s62.013.075.045.045.0 Change Period, ( ), s7.05.07.06.06.0 Y+R c Max Allow Headway ( ), s2.92.92.93.13.1 MAH Queue Clearance Time ( ), s21.22.818.723.02.6 g s Green Extension Time ( ), s4.30.04.30.60.7 g e Phase Call Probability1.001.001.001.001.00 Max Out Probability0.000.010.000.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement1616521238187414 Adjusted Flow Rate ( ), veh/h3830215284694693003713 v Adjusted Saturation Flow Rate ( ), veh/h/ln59817811675181018701869143115851597 s Queue Service Time ( ), s0.319.29.30.816.716.720.41.90.0 g s Cycle Queue Clearance Time ( ), s4.119.29.30.816.716.721.01.90.6 g c Green Ratio ( )0.480.480.480.570.580.580.340.340.34 g/C Capacity ( ), veh/h325169279542210911090549542590 c Volume-to-Capacity Ratio ( )0.0090.4910.2700.0670.4300.4300.5470.0690.022 X Back of Queue ( ), ft/ln ( 95th percentile)2298.2150.213.2261.8262294.133.511.4 Q Back of Queue ( ), veh/ln ( 95th percentile)0.111.76.00.510.310.311.81.30.5 Q Queue Storage Ratio ( ) ( 95th percentile)0.010.000.000.030.000.000.000.110.00 RQ Uniform Delay ( ), s/veh18.721.619.013.014.413.932.926.626.2 d 1 Incremental Delay ( ), s/veh0.00.10.10.00.10.10.70.00.0 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh18.721.619.013.014.514.033.626.726.2 d Level of Service (LOS)BCBBBBCCC Approach Delay, s/veh / LOS21.1C14.2B32.8C26.2C Intersection Delay, s/veh / LOS20.0B Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:08:52 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford Co, MDTime PeriodPM PeakPHF0.95 Urban StreetAnalysis YearExisting ConditionAnalysis Period1> 4:00 IntersectionUS 40 at MD 7-MD 159File NameUS 40 at MD 7 -Ex PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h4671162198818985873122723135 v Signal Information Cycle, s120.0Reference Phase2 Offset, s0Reference PointEnd Green9.044.020.023.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.04.00.00.0 Red1.02.02.02.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase165284 Case Number2.04.02.03.010.09.0 Phase Duration, s14.051.014.051.029.026.0 Change Period, ( ), s5.07.05.07.06.06.0 Y+R c Max Allow Headway ( ), s2.93.02.93.03.03.1 MAH Queue Clearance Time ( ), s5.011.63.248.06.910.8 g s Green Extension Time ( ), s0.08.50.00.00.20.6 g e Phase Call Probability1.001.001.001.001.001.00 Max Out Probability0.160.070.001.000.000.01 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement1616521238187414 Adjusted Flow Rate ( ), veh/h486321822092794561892863337 v Adjusted Saturation Flow Rate ( ), veh/h/ln1781187015811781169817811824173018701585 s Queue Service Time ( ), s3.09.49.61.216.53.44.98.81.72.3 g s Cycle Queue Clearance Time ( ), s3.09.49.61.216.53.44.98.81.72.3 g c Green Ratio ( )0.090.380.380.090.380.210.210.180.180.18 g/C Capacity ( ), veh/h16321516061631953371380634343291 c Volume-to-Capacity Ratio ( )0.2970.2940.3000.1220.4750.1650.2350.4510.0950.127 X Back of Queue ( ), ft/ln ( 95th percentile)60.5179.7156.224.5263.36799.7170.936.441.4 Q Back of Queue ( ), veh/ln ( 95th percentile)2.47.16.11.010.42.63.96.71.41.6 Q Queue Storage Ratio ( ) ( 95th percentile)0.170.000.000.080.000.170.000.220.000.07 RQ Uniform Delay ( ), s/veh50.926.325.850.128.638.939.543.640.741.0 d 1 Incremental Delay ( ), s/veh0.40.00.10.10.10.10.10.20.00.1 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh51.326.425.950.228.635.039.039.743.840.841.0 d Level of Service (LOS)DCCDCCDDDDD Approach Delay, s/veh / LOS27.7C32.0C39.4D43.2D Intersection Delay, s/veh / LOS32.4C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:41:03 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford Co, MDTime PeriodPM PeakPHF0.98 Urban StreetAnalysis YearExisting ConditionAnalysis Period1> 4:15 IntersectionUS 40 at MD 132File NameUS 40 at MD 132 -Ex PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h2258761022583176103443315948292 v Signal Information Cycle, s120.0Reference Phase2 Offset, s0Reference PointEnd Green5.06.039.022.022.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.04.05.04.04.00.0 Red1.01.01.01.01.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase165284 Case Number1.13.01.13.09.09.0 Phase Duration, s21.056.010.045.027.027.0 Change Period, ( ), s5.06.05.06.05.05.0 Y+R c Max Allow Headway ( ), s2.92.92.92.93.13.2 MAH Queue Clearance Time ( ), s10.724.83.026.78.020.1 g s Green Extension Time ( ), s0.24.60.03.90.30.3 g e Phase Call Probability1.001.001.001.001.001.00 Max Out Probability0.090.011.000.150.001.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement1616521238187414 Adjusted Flow Rate ( ), veh/h2308941042684878105453416249298 v Adjusted Saturation Flow Rate ( ), veh/h/ln178117811585178117811585178118701648178118701585 s Queue Service Time ( ), s8.722.84.81.024.74.16.02.41.99.62.618.1 g s Cycle Queue Clearance Time ( ), s8.722.84.81.024.74.16.02.41.99.62.618.1 g c Green Ratio ( )0.510.430.430.400.340.340.200.200.260.200.200.35 g/C Capacity ( ), veh/h41615436872951217542356374426356374555 c Volume-to-Capacity Ratio ( )0.5530.5790.1520.0870.6970.1430.2950.1200.0790.4550.1310.537 X Back of Queue ( ), ft/ln ( 95th percentile)153.4352.176.11939367.1119.749.333.8191.953.9281.6 Q Back of Queue ( ), veh/ln ( 95th percentile)6.013.93.00.715.52.64.71.91.37.62.111.1 Q Queue Storage Ratio ( ) ( 95th percentile)0.770.000.180.100.000.391.200.000.003.841.085.63 RQ Uniform Delay ( ), s/veh21.226.420.623.034.927.340.839.333.742.239.431.2 d 1 Incremental Delay ( ), s/veh0.90.40.00.01.50.00.20.10.00.30.10.6 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh22.226.720.723.036.427.441.039.433.742.639.531.8 d Level of Service (LOS)CCCCDCDDCDDC Approach Delay, s/veh / LOS25.4C35.3D39.3D36.0D Intersection Delay, s/veh / LOS31.4C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:10:00 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodPM PeakPHF0.94 Urban StreetAnalysis YearExisting ConditionAnalysis Period1> 4:00 IntersectionUS 40 EB & MD 22 SignÈFile Namemd 22 & us 40 EB -Ex PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h26991116932607223 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green18.040.025.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Red2.01.01.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase4526 Case Number9.01.04.07.3 Phase Duration, s30.024.070.046.0 Change Period, ( ), s5.06.06.06.0 Y+R c Max Allow Headway ( ), s3.03.02.92.9 MAH Queue Clearance Time ( ), s16.04.715.114.8 g s Green Extension Time ( ), s0.50.14.84.6 g e Phase Call Probability1.001.001.001.00 Max Out Probability0.010.000.000.01 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement71452616 Adjusted Flow Rate ( ), veh/h28697123991646237 v Adjusted Saturation Flow Rate ( ), veh/h/ln17811781178117811585 s Queue Service Time ( ), s14.02.713.112.810.2 g s Cycle Queue Clearance Time ( ), s14.02.713.112.810.2 g c Green Ratio ( )0.270.640.660.420.42 g/C Capacity ( ), veh/h48165723501496666 c Volume-to-Capacity Ratio ( )0.5950.1880.4220.4320.356 X Back of Queue ( ), ft/ln ( 95th percentile)247.637.9178.8215.5158 Q Back of Queue ( ), veh/ln ( 95th percentile)9.71.57.08.56.2 Q Queue Storage Ratio ( ) ( 95th percentile)0.000.180.000.000.72 RQ Uniform Delay ( ), s/veh31.78.38.420.519.8 d 1 Incremental Delay ( ), s/veh1.40.10.00.10.1 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.0 d 3 Control Delay ( ), s/veh33.10.08.38.420.619.9 d Level of Service (LOS)CAAACB Approach Delay, s/veh / LOS24.8C0.08.4A20.4C Intersection Delay, s/veh / LOS15.5B Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:10:37 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodPM PeakPHF0.93 Urban StreetAnalysis YearExisting ConditionAnalysis Period1> 4:00 IntersectionMD 715 at US 40 EB RaÈFile Namemd 715 & us 40 EB -Ex PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h19107920662938 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green10.055.018.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Red1.02.01.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase4216 Case Number9.07.31.04.0 Phase Duration, s23.062.015.077.0 Change Period, ( ), s5.07.05.07.0 Y+R c Max Allow Headway ( ), s3.23.03.13.0 MAH Queue Clearance Time ( ), s4.219.12.52.6 g s Green Extension Time ( ), s0.22.80.02.8 g e Phase Call Probability1.001.001.001.00 Max Out Probability0.000.000.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement71421216 Adjusted Flow Rate ( ), veh/h20115989713141 v Adjusted Saturation Flow Rate ( ), veh/h/ln1853173818101826 s Queue Service Time ( ), s0.917.10.50.6 g s Cycle Queue Clearance Time ( ), s0.917.10.50.6 g c Green Ratio ( )0.200.570.710.72 g/C Capacity ( ), veh/h37119825201315 c Volume-to-Capacity Ratio ( )0.0550.4990.0600.031 X Back of Queue ( ), ft/ln ( 95th percentile)17.5259.46.88.7 Q Back of Queue ( ), veh/ln ( 95th percentile)0.710.00.30.3 Q Queue Storage Ratio ( ) ( 95th percentile)0.060.000.050.00 RQ Uniform Delay ( ), s/veh32.412.96.24.3 d 1 Incremental Delay ( ), s/veh0.00.10.00.0 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.0 d 3 Control Delay ( ), s/veh32.40.013.00.06.24.3 d Level of Service (LOS)CABAAA Approach Delay, s/veh / LOS4.9A0.012.1B5.1A Intersection Delay, s/veh / LOS11.0B Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:11:06 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis Date10/15/2021Area TypeOther JurisdictionHarford Co, MDTime PeriodPM PeakPHF0.92 Urban StreetAnalysis YearExisting ConditionAnalysis Period1> 4:00 IntersectionMD 715 at Old PhiladelpÈFile NameMD 715 at Old Phil -Ex PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h46172102812951368991341112324 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green15.045.020.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Red2.51.53.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase841652 Case Number5.06.02.03.02.04.0 Phase Duration, s27.027.021.551.521.551.5 Change Period, ( ), s7.07.06.56.56.56.5 Y+R c Max Allow Headway ( ), s3.23.23.03.03.03.0 MAH Queue Clearance Time ( ), s10.58.63.911.22.63.3 g s Green Extension Time ( ), s0.80.90.03.20.03.2 g e Phase Call Probability1.001.001.001.001.001.00 Max Out Probability0.020.010.000.000.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement3818741416165212 Adjusted Flow Rate ( ), veh/h50187113010096399771461212039 v Adjusted Saturation Flow Rate ( ), veh/h/ln115917381547116818261654173916581547173918261631 s Queue Service Time ( ), s3.74.40.62.24.54.81.99.25.50.61.21.3 g s Cycle Queue Clearance Time ( ), s8.54.40.66.64.54.81.99.25.50.61.21.3 g c Green Ratio ( )0.220.220.220.220.220.220.170.470.470.170.470.47 g/C Capacity ( ), veh/h27176534027740236429631177272962575767 c Volume-to-Capacity Ratio ( )0.1840.2440.0320.1100.2480.2640.1320.3140.2000.0400.0470.051 X Back of Queue ( ), ft/ln ( 95th percentile)49.687.19.729.292.187.136.8149.584.211.121.420.7 Q Back of Queue ( ), veh/ln ( 95th percentile)1.93.30.41.13.53.41.45.73.20.40.80.8 Q Queue Storage Ratio ( ) ( 95th percentile)0.250.000.030.100.000.000.130.000.310.180.000.00 RQ Uniform Delay ( ), s/veh35.832.130.634.932.232.335.217.015.534.714.914.4 d 1 Incremental Delay ( ), s/veh0.10.10.00.10.10.10.10.00.00.00.00.0 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh36.032.230.634.932.332.435.317.015.634.714.914.4 d Level of Service (LOS)DCCCCCDBBCBB Approach Delay, s/veh / LOS32.9C32.7C17.5B16.2B Intersection Delay, s/veh / LOS21.4C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:12:09 PM HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 7 at Stepney Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetMD 7 Analysis Year2021North/South StreetStepney Rd Time AnalyzedExisting PMPeak Hour Factor0.91 Intersection OrientationEast-WestAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: East-West Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1U1234U456789101112 Number of Lanes01100011010110 ConfigurationLTRLTRLTRLTR Volume (veh/h)12828615857107002431100 Percent Heavy Vehicles (%)22222222 Proportion Time Blocked Percent Grade (%)00 Right Turn ChannelizedNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)4.14.17.16.56.27.16.56.2 Critical Headway (sec)4.124.127.126.526.227.126.526.22 Base Follow-Up Headway (sec)2.22.23.54.03.33.54.03.3 Follow-Up Headway (sec)2.222.223.524.023.323.524.023.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1415247111 Capacity, c (veh/h)657124572677319 v/c Ratio0.210.000.000.620.35 95% Queue Length, Q (veh)0.80.00.02.81.5 Control Delay (s/veh)12.07.910.0108.822.2 Level of Service (LOS)BAAFC Approach Delay (s/veh)3.70.110.048.1 Approach LOSAE Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/4/2021 11:56:50 AM ཆ MD 7 at Stepney -Ex PM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Fords Lane Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetFords Lane Analysis Year2021North/South StreetMD 159 Time AnalyzedExisting PMPeak Hour Factor0.91 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01000000100010 ConfigurationLRLTTR Volume (veh/h)0101301933 Percent Heavy Vehicles (%)222 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.426.224.12 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.523.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)10 Capacity, c (veh/h)8261355 v/c Ratio0.000.00 95% Queue Length, Q (veh)0.00.0 Control Delay (s/veh)9.47.7 Level of Service (LOS)AA Approach Delay (s/veh)9.40.0 Approach LOSA Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 8:48:09 AM ཆ MD 159 at Fords -Ex PM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Canning House Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetCanning House Analysis Year2021North/South StreetMD 159 Time AnalyzedExisting PMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01000000100010 ConfigurationLRLTTR Volume (veh/h)2310788944 Percent Heavy Vehicles (%)1022 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.506.224.12 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.593.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)270 Capacity, c (veh/h)7661434 v/c Ratio0.030.00 95% Queue Length, Q (veh)0.10.0 Control Delay (s/veh)9.97.5 Level of Service (LOS)AA Approach Delay (s/veh)9.90.0 Approach LOSA Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 9:24:43 AM ཆ MD 159 at Canning House -Ex PM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Spesutia Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetSpesutia Rd-Access Analysis Year2021North/South StreetMD 159 Time AnalyzedExisting PMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01100101100110 ConfigurationLTRRLTRLTR Volume (veh/h)16101862324017302811833 Percent Heavy Vehicles (%)22210210 Proportion Time Blocked Percent Grade (%)00 Right Turn ChannelizedYesYes Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.56.26.24.14.1 Critical Headway (sec)7.126.526.226.304.124.20 Base Follow-Up Headway (sec)3.54.03.33.32.22.2 Follow-Up Headway (sec)3.524.023.323.392.222.29 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)292072626731 Capacity, c (veh/h)19989782914101335 v/c Ratio0.140.230.030.190.02 95% Queue Length, Q (veh)0.50.90.10.70.1 Control Delay (s/veh)26.110.29.58.17.8 Level of Service (LOS)DBAAA Approach Delay (s/veh)12.29.54.71.2 Approach LOSBA Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 8:49:41 AM ཆ MD 159 a Spesutia -Ex PM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Chelsea Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetMD 159 Analysis Year2021North/South StreetChelsea Rd Time AnalyzedExisting PMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01000000200011 ConfigurationLRLTTTR Volume (veh/h)10010304106201 Percent Heavy Vehicles (%)222 Proportion Time Blocked Percent Grade (%)0 Right Turn ChannelizedNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.56.24.1 Critical Headway (sec)6.846.244.14 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.523.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1120 Capacity, c (veh/h)6821215 v/c Ratio0.160.00 95% Queue Length, Q (veh)0.60.0 Control Delay (s/veh)11.38.0 Level of Service (LOS)BA Approach Delay (s/veh)11.30.0 Approach LOSB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 8:50:20 AM ཆ md 159 at chelsea -Ex pm.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionChelsea Rd at Woodley Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetWoodley Rd Analysis Year2026North/South StreetChelsea Rd Time AnalyzedExisting PMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes00001000100110 ConfigurationLRTRLT Volume (veh/h)021301118139 Percent Heavy Vehicles (%)555 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.456.254.15 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.553.352.25 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)2320 Capacity, c (veh/h)7001207 v/c Ratio0.030.02 95% Queue Length, Q (veh)0.10.1 Control Delay (s/veh)10.38.0 Level of Service (LOS)BA Approach Delay (s/veh)10.30.9 Approach LOSB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 8:50:57 AM ཆ Chelsea at Woodley -Ex PM.xtw HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 19, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodPM PeakPHF0.96 Urban StreetAnalysis YearBackground Analysis Period1> 4:15 Condition IntersectionUS 40 & MD 543File Nameus 40 & md 543 -Back PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h08852913551082244330 v Signal Information Cycle, s120.0Reference Phase2 Offset, s0Reference PointEnd Green60.033.015.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow0.05.04.00.00.00.0 Force ModeFixedSimult. Gap N/SOnRed0.02.01.00.00.00.0 Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase6524 Case Number5.32.04.09.0 Phase Duration, s40.060.0100.020.0 Change Period, ( ), s7.00.07.05.0 Y+R c Max Allow Headway ( ), s3.03.03.03.2 MAH Queue Clearance Time ( ), s31.716.513.619.0 g s Green Extension Time ( ), s1.00.77.20.0 g e Phase Call Probability1.001.001.001.00 Max Out Probability1.000.000.001.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement161652714 Adjusted Flow Rate ( ), veh/h09223033701127254344 v Adjusted Saturation Flow Rate ( ), veh/h/ln5071781185317811730 s Queue Service Time ( ), s0.029.714.511.68.2 g s Cycle Queue Clearance Time ( ), s0.029.714.511.68.2 g c Green Ratio ( )0.290.290.520.790.14 g/C Capacity ( ), veh/h6010399572819490 c Volume-to-Capacity Ratio ( )0.0000.8880.3860.4000.519 X Back of Queue ( ), ft/ln ( 95th percentile)0505.1247.9127.3158.4 Q Back of Queue ( ), veh/ln ( 95th percentile)0.019.99.85.06.2 Q Queue Storage Ratio ( ) ( 95th percentile)0.000.000.550.000.00 RQ Uniform Delay ( ), s/veh0.040.617.54.047.7 d 1 Incremental Delay ( ), s/veh0.09.20.10.00.5 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.0 d 3 Control Delay ( ), s/veh0.049.80.017.64.148.20.0 d Level of Service (LOS)DABADA Approach Delay, s/veh / LOS37.5D7.4A20.5C0.0 Intersection Delay, s/veh / LOS20.9C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:25:27 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodPM PeakPHF0.99 Urban StreetAnalysis YearBackgroud Analysis Period1> 4:45 Condition IntersectionUS 40 & Spesutia RoadFile NameUS 40 & Spesutia -Back PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h39602132810782297037607 v Signal Information Cycle, s120.0Reference Phase2 Offset, s0Reference PointEnd Green8.055.039.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Force ModeFixedSimult. Gap N/SOnRed1.02.02.00.00.00.0 Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase65284 Case Number5.31.04.07.08.0 Phase Duration, s62.013.075.045.045.0 Change Period, ( ), s7.05.07.06.06.0 Y+R c Max Allow Headway ( ), s2.92.92.93.13.1 MAH Queue Clearance Time ( ), s25.62.822.623.02.6 g s Green Extension Time ( ), s5.20.05.30.60.7 g e Phase Call Probability1.001.001.001.001.00 Max Out Probability0.020.010.000.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement1616521238187414 Adjusted Flow Rate ( ), veh/h3970215285465453003713 v Adjusted Saturation Flow Rate ( ), veh/h/ln51717811675181018701869143115851597 s Queue Service Time ( ), s0.423.69.30.820.620.620.41.90.0 g s Cycle Queue Clearance Time ( ), s8.023.69.30.820.620.621.01.90.6 g c Green Ratio ( )0.480.480.480.570.580.580.340.340.34 g/C Capacity ( ), veh/h273169279537510911090549542590 c Volume-to-Capacity Ratio ( )0.0110.5730.2700.0750.5000.5000.5470.0690.022 X Back of Queue ( ), ft/ln ( 95th percentile)2.2355.4150.213.2310.5310.3294.133.511.4 Q Back of Queue ( ), veh/ln ( 95th percentile)0.114.06.00.512.212.211.81.30.5 Q Queue Storage Ratio ( ) ( 95th percentile)0.010.000.000.030.000.000.000.110.00 RQ Uniform Delay ( ), s/veh20.922.719.013.915.214.732.926.626.2 d 1 Incremental Delay ( ), s/veh0.00.30.10.00.10.10.70.00.0 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh20.923.019.013.915.314.833.626.726.2 d Level of Service (LOS)CCBBBBCCC Approach Delay, s/veh / LOS22.3C15.0B32.8C26.2C Intersection Delay, s/veh / LOS20.6C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:27:18 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford Co, MDTime PeriodPM PeakPHF0.95 Urban StreetAnalysis YearBackground Analysis Period1> 4:00 Condition IntersectionUS 40 at MD 7-MD 159File NameUS 40 at MD 7 -Back PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h5183373191021105372106123465335 v Signal Information Cycle, s120.0Reference Phase2 Offset, s0Reference PointEnd Green9.044.020.023.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.04.00.00.0 Force ModeFixedSimult. Gap N/SOnRed1.02.02.02.00.00.0 Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase165284 Case Number2.04.02.03.010.09.0 Phase Duration, s14.051.014.051.029.026.0 Change Period, ( ), s5.07.05.07.06.06.0 Y+R c Max Allow Headway ( ), s2.93.02.93.03.03.1 MAH Queue Clearance Time ( ), s5.413.53.248.08.913.5 g s Green Extension Time ( ), s0.011.30.00.00.30.6 g e Phase Call Probability1.001.001.001.001.001.00 Max Out Probability0.310.200.001.000.000.08 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement1616521238187414 Adjusted Flow Rate ( ), veh/h547412122010751108761243645637 v Adjusted Saturation Flow Rate ( ), veh/h/ln1781187015801781169817811837173018701585 s Queue Service Time ( ), s3.411.311.51.219.84.26.911.53.02.3 g s Cycle Queue Clearance Time ( ), s3.411.311.51.219.84.26.911.53.02.3 g c Green Ratio ( )0.090.380.380.090.380.210.210.180.180.18 g/C Capacity ( ), veh/h16321516061631953371383634343291 c Volume-to-Capacity Ratio ( )0.3290.3450.3500.1220.5500.2040.3250.5740.1630.127 X Back of Queue ( ), ft/ln ( 95th percentile)67.4210.3186.124.5306.283.8141.3217.763.141.4 Q Back of Queue ( ), veh/ln ( 95th percentile)2.78.37.31.012.13.35.68.62.51.6 Q Queue Storage Ratio ( ) ( 95th percentile)0.190.000.000.080.000.210.000.280.000.07 RQ Uniform Delay ( ), s/veh51.026.926.450.129.639.340.344.741.241.0 d 1 Incremental Delay ( ), s/veh0.40.00.10.10.20.10.20.80.10.1 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh51.527.026.550.229.835.039.440.545.641.341.0 d Level of Service (LOS)DCCDCCDDDDD Approach Delay, s/veh / LOS28.2C32.6C40.1D44.7D Intersection Delay, s/veh / LOS33.3C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:41:47 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford Co, MDTime PeriodPM PeakPHF0.98 Urban StreetAnalysis YearBackground Analysis Period1> 4:15 Condition IntersectionUS 40 at MD 132File NameUS 40 at MD 132 -Back PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h25110331142898185115493717754326 v Signal Information Cycle, s120.0Reference Phase2 Offset, s0Reference PointEnd Green5.06.039.022.022.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.04.05.04.04.00.0 Force ModeFixedSimult. Gap N/SOnRed1.01.01.01.01.00.0 Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase165284 Case Number1.13.01.13.09.09.0 Phase Duration, s21.056.010.045.027.027.0 Change Period, ( ), s5.06.05.06.05.05.0 Y+R c Max Allow Headway ( ), s2.92.92.92.93.13.2 MAH Queue Clearance Time ( ), s11.930.63.232.98.822.7 g s Green Extension Time ( ), s0.25.60.03.20.30.0 g e Phase Call Probability1.001.001.001.001.001.00 Max Out Probability0.330.081.000.610.001.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement1616521238187414 Adjusted Flow Rate ( ), veh/h256105411629100187117503818155333 v Adjusted Saturation Flow Rate ( ), veh/h/ln178117811585178117811585178118701648178118701585 s Queue Service Time ( ), s9.928.65.41.230.94.66.82.62.110.82.920.7 g s Cycle Queue Clearance Time ( ), s9.928.65.41.230.94.66.82.62.110.82.920.7 g c Green Ratio ( )0.510.430.430.400.340.340.200.200.260.200.200.35 g/C Capacity ( ), veh/h37515436872511217542356374426356374555 c Volume-to-Capacity Ratio ( )0.6840.6830.1690.1140.8230.1600.3290.1340.0890.5070.1470.600 X Back of Queue ( ), ft/ln ( 95th percentile)188.6429.185.621.448775.5134.95538210.760.8318.1 Q Back of Queue ( ), veh/ln ( 95th percentile)7.416.93.40.819.23.05.32.21.58.32.412.5 Q Queue Storage Ratio ( ) ( 95th percentile)0.940.000.200.120.000.441.350.000.004.211.226.36 RQ Uniform Delay ( ), s/veh23.728.120.824.037.027.541.139.533.842.739.632.1 d 1 Incremental Delay ( ), s/veh4.21.00.00.14.40.10.20.10.00.50.11.3 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh27.929.120.824.141.427.641.339.533.843.239.633.4 d Level of Service (LOS)CCCCDCDDCDDC Approach Delay, s/veh / LOS28.2C39.9D39.5D37.1D Intersection Delay, s/veh / LOS34.4C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:27:47 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodPM PeakPHF0.94 Urban StreetAnalysis YearBackground Analysis Period1> 4:00 Condition IntersectionUS 40 EB & MD 22 SignÈFile Namemd 22 & us 40 EB -Back PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h3091011291039677260 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green18.040.025.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Force ModeFixedSimult. Gap N/SOnRed2.01.01.00.00.00.0 Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase4526 Case Number9.01.04.07.3 Phase Duration, s30.024.070.046.0 Change Period, ( ), s5.06.06.06.0 Y+R c Max Allow Headway ( ), s3.03.02.92.9 MAH Queue Clearance Time ( ), s18.55.017.316.7 g s Green Extension Time ( ), s0.50.25.75.4 g e Phase Call Probability1.001.001.001.00 Max Out Probability0.090.000.000.04 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement71452616 Adjusted Flow Rate ( ), veh/h3291071371105720277 v Adjusted Saturation Flow Rate ( ), veh/h/ln17811781178117811585 s Queue Service Time ( ), s16.53.015.314.712.3 g s Cycle Queue Clearance Time ( ), s16.53.015.314.712.3 g c Green Ratio ( )0.270.640.660.420.42 g/C Capacity ( ), veh/h48162823501496666 c Volume-to-Capacity Ratio ( )0.6830.2180.4700.4820.415 X Back of Queue ( ), ft/ln ( 95th percentile)290.942.5205.4240.1189.6 Q Back of Queue ( ), veh/ln ( 95th percentile)11.51.78.19.57.5 Q Queue Storage Ratio ( ) ( 95th percentile)0.000.200.000.000.86 RQ Uniform Delay ( ), s/veh32.78.78.821.120.4 d 1 Incremental Delay ( ), s/veh3.30.10.10.10.2 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.0 d 3 Control Delay ( ), s/veh36.00.08.88.821.220.5 d Level of Service (LOS)DAAACC Approach Delay, s/veh / LOS27.1C0.08.8A21.0C Intersection Delay, s/veh / LOS16.3B Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:28:16 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodPM PeakPHF0.93 Urban StreetAnalysis YearBackground Analysis Period1> 4:00 Condition IntersectionMD 715 at US 40 EB RaÈFile Namemd 715 & us 40 EB -Back PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h211261038862949 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green10.055.018.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Force ModeFixedSimult. Gap N/SOnRed1.02.01.00.00.00.0 Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase4216 Case Number9.07.31.04.0 Phase Duration, s23.062.015.077.0 Change Period, ( ), s5.07.05.07.0 Y+R c Max Allow Headway ( ), s3.23.03.13.0 MAH Queue Clearance Time ( ), s4.722.32.52.8 g s Green Extension Time ( ), s0.33.30.03.3 g e Phase Call Probability1.001.001.001.00 Max Out Probability0.000.000.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement71421216 Adjusted Flow Rate ( ), veh/h231351116923153 v Adjusted Saturation Flow Rate ( ), veh/h/ln1853173817811826 s Queue Service Time ( ), s1.020.30.50.8 g s Cycle Queue Clearance Time ( ), s1.020.30.50.8 g c Green Ratio ( )0.200.570.710.72 g/C Capacity ( ), veh/h37119824711315 c Volume-to-Capacity Ratio ( )0.0610.5630.0660.040 X Back of Queue ( ), ft/ln ( 95th percentile)19.4299.36.911.4 Q Back of Queue ( ), veh/ln ( 95th percentile)0.811.50.30.4 Q Queue Storage Ratio ( ) ( 95th percentile)0.060.000.050.00 RQ Uniform Delay ( ), s/veh32.413.66.94.3 d 1 Incremental Delay ( ), s/veh0.00.20.00.0 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.0 d 3 Control Delay ( ), s/veh32.40.013.80.07.04.3 d Level of Service (LOS)CABAAA Approach Delay, s/veh / LOS4.6A0.012.8B5.3A Intersection Delay, s/veh / LOS11.5B Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:28:49 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis Date10/15/2021Area TypeOther JurisdictionHarford Co, MDTime PeriodPM PeakPHF0.92 Urban StreetAnalysis YearBackground Analysis Period1> 4:00 Condition IntersectionMD 715 at Old PhiladelpÈFile NameMD 715 at Old Phil -Back PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h35152223314257491043188111741 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green15.045.020.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Force ModeFixedSimult. Gap N/SOnRed2.51.53.00.00.00.0 Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase841652 Case Number5.06.02.03.02.04.0 Phase Duration, s27.027.021.551.521.551.5 Change Period, ( ), s7.07.06.56.56.56.5 Y+R c Max Allow Headway ( ), s3.23.23.03.03.03.0 MAH Queue Clearance Time ( ), s10.28.44.612.92.63.4 g s Green Extension Time ( ), s0.80.90.04.00.04.0 g e Phase Call Probability1.001.001.001.001.001.00 Max Out Probability0.020.000.000.000.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement3818741416165212 Adjusted Flow Rate ( ), veh/h3816524361101065311342041214348 v Adjusted Saturation Flow Rate ( ), veh/h/ln113717381547119118261652173916581547173918261818 s Queue Service Time ( ), s2.93.91.22.55.05.32.610.98.10.61.41.4 g s Cycle Queue Clearance Time ( ), s8.23.91.26.45.05.32.610.98.10.61.41.4 g c Green Ratio ( )0.220.220.220.220.220.220.170.470.470.170.470.47 g/C Capacity ( ), veh/h26176534028840236329631177272962575855 c Volume-to-Capacity Ratio ( )0.1460.2160.0700.1250.2750.2920.1800.3640.2810.0400.0550.056 X Back of Queue ( ), ft/ln ( 95th percentile)37.776.421.534.2102.696.750.5178.2123.711.125.425 Q Back of Queue ( ), veh/ln ( 95th percentile)1.42.90.81.33.93.81.96.94.80.41.01.0 Q Queue Storage Ratio ( ) ( 95th percentile)0.190.000.060.110.000.000.180.000.450.180.000.00 RQ Uniform Delay ( ), s/veh35.931.930.934.632.432.535.517.516.234.715.014.4 d 1 Incremental Delay ( ), s/veh0.10.10.00.10.10.20.10.00.10.00.00.0 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh36.032.030.934.632.532.735.617.516.334.715.014.4 d Level of Service (LOS)DCCCCCDBBCBB Approach Delay, s/veh / LOS32.6C32.9C18.0B16.0B Intersection Delay, s/veh / LOS21.2C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 10/29/2021 4:29:33 PM HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 7 at Stepney Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetMD 7 Analysis Year2026North/South StreetStepney Rd Time AnalyzedBackground PMPeak Hour Factor0.91 Intersection OrientationEast-WestAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: East-West Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1U1234U456789101112 Number of Lanes01100011010110 ConfigurationLTRLTRLTRLTR Volume (veh/h)156387151040117002481120 Percent Heavy Vehicles (%)22222222 Proportion Time Blocked Percent Grade (%)00 Right Turn ChannelizedNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)4.14.17.16.56.27.16.56.2 Critical Headway (sec)4.124.127.126.526.227.126.526.22 Base Follow-Up Headway (sec)2.22.23.54.03.33.54.03.3 Follow-Up Headway (sec)2.222.223.524.023.323.524.023.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1715253133 Capacity, c (veh/h)546113362938244 v/c Ratio0.310.000.001.400.55 95% Queue Length, Q (veh)1.30.00.05.53.0 Control Delay (s/veh)14.68.210.7450.136.2 Level of Service (LOS)BABFE Approach Delay (s/veh)4.20.110.7153.8 Approach LOSBF Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/4/2021 12:00:12 PM ཆ MD 7 at Stepney -Back PM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 715 at Woodley Rd Ext Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/21/2021East/West StreetWoodley Rd Ext Analysis Year2026North/South StreetMD 715 Time AnalyzedBackground PMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes10000000000031 ConfigurationLTR Volume (veh/h)9317950 Percent Heavy Vehicles (%)10 Proportion Time Blocked Percent Grade (%)0 Right Turn ChannelizedNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)6.4 Critical Headway (sec)5.90 Base Follow-Up Headway (sec)3.8 Follow-Up Headway (sec)3.90 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)103 Capacity, c (veh/h)741 v/c Ratio0.14 95% Queue Length, Q (veh)0.5 Control Delay (s/veh)10.6 Level of Service (LOS)B Approach Delay (s/veh)10.6 Approach LOSB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 8:56:12 AM ཆ MD 715 at Woodley Rd Ext -Back PM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Fords Lane Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetFords Lane Analysis Year2026North/South StreetMD 159 Time AnalyzedBackground PMPeak Hour Factor0.91 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01000000100010 ConfigurationLRLTTR Volume (veh/h)0101301933 Percent Heavy Vehicles (%)222 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.426.224.12 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.523.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)10 Capacity, c (veh/h)8261355 v/c Ratio0.000.00 95% Queue Length, Q (veh)0.00.0 Control Delay (s/veh)9.47.7 Level of Service (LOS)AA Approach Delay (s/veh)9.40.0 Approach LOSA Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 8:56:55 AM ཆ MD 159 at Fords -Back PM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Canning House Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetCanning House Analysis Year2026North/South StreetMD 159 Time AnalyzedBackground PMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01000000100010 ConfigurationLRLTTR Volume (veh/h)2310788944 Percent Heavy Vehicles (%)1022 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.506.224.12 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.593.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)270 Capacity, c (veh/h)7661434 v/c Ratio0.030.00 95% Queue Length, Q (veh)0.10.0 Control Delay (s/veh)9.97.5 Level of Service (LOS)AA Approach Delay (s/veh)9.90.0 Approach LOSA Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 9:26:24 AM ཆ MD 159 at Canning House -Back PM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Spesutia Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetSpesutia Rd-Access Analysis Year2026North/South StreetMD 159 Time AnalyzedBackground PMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01100101100110 ConfigurationLTRRLTRLTR Volume (veh/h)161018623240800286833 Percent Heavy Vehicles (%)22210210 Proportion Time Blocked Percent Grade (%)00 Right Turn ChannelizedYesYes Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.56.26.24.14.1 Critical Headway (sec)7.126.526.226.304.124.20 Base Follow-Up Headway (sec)3.54.03.33.32.22.2 Follow-Up Headway (sec)3.524.023.323.392.222.29 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)292072626731 Capacity, c (veh/h)25996394814771458 v/c Ratio0.110.210.030.180.02 95% Queue Length, Q (veh)0.40.80.10.70.1 Control Delay (s/veh)20.79.88.98.07.5 Level of Service (LOS)CAAAA Approach Delay (s/veh)11.18.96.01.6 Approach LOSBA Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 8:58:16 AM ཆ MD 159 a Spesutia -Back PM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Chelsea Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetMD 159 Analysis Year2026North/South StreetChelsea Rd Time AnalyzedBackground PMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01000000200011 ConfigurationLRLTTTR Volume (veh/h)1001021156201 Percent Heavy Vehicles (%)222 Proportion Time Blocked Percent Grade (%)0 Right Turn ChannelizedNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.56.24.1 Critical Headway (sec)6.846.244.14 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.523.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1120 Capacity, c (veh/h)7951274 v/c Ratio0.140.00 95% Queue Length, Q (veh)0.50.0 Control Delay (s/veh)10.37.8 Level of Service (LOS)BA Approach Delay (s/veh)10.30.0 Approach LOSB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 8:58:57 AM ཆ md 159 at chelsea -Back pm.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionChelsea Rd at Woodley Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetWoodley Rd Analysis Year2026North/South StreetChelsea Rd Time AnalyzedBackground PMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes00001000100110 ConfigurationLRTRLT Volume (veh/h)353226763104 Percent Heavy Vehicles (%)555 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.456.254.15 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.553.352.25 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)423 Capacity, c (veh/h)5961207 v/c Ratio0.070.00 95% Queue Length, Q (veh)0.20.0 Control Delay (s/veh)11.58.0 Level of Service (LOS)BA Approach Delay (s/veh)11.50.2 Approach LOSB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/1/2021 8:59:34 AM ཆ Chelsea at Woodley -Back PM.xtw HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 19, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodPM PeakPHF0.96 Urban StreetAnalysis YearFuture Condition Analysis Period1> 4:15 IntersectionUS 40 & MD 543File Nameus 40 & md 543 -Future PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h09252914861155244403 v Signal Information Cycle, s120.0Reference Phase2 Offset, s0Reference PointEnd Green60.033.015.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow0.05.04.00.00.00.0 Red0.02.01.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase6524 Case Number5.32.04.09.0 Phase Duration, s40.060.0100.020.0 Change Period, ( ), s7.00.07.05.0 Y+R c Max Allow Headway ( ), s3.03.03.03.2 MAH Queue Clearance Time ( ), s33.523.814.819.0 g s Green Extension Time ( ), s0.01.07.80.0 g e Phase Call Probability1.001.001.001.00 Max Out Probability1.000.000.001.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement161652714 Adjusted Flow Rate ( ), veh/h09643035061203254420 v Adjusted Saturation Flow Rate ( ), veh/h/ln4721781185317811730 s Queue Service Time ( ), s0.031.521.812.88.2 g s Cycle Queue Clearance Time ( ), s0.031.521.812.88.2 g c Green Ratio ( )0.290.290.520.790.14 g/C Capacity ( ), veh/h6010399572819490 c Volume-to-Capacity Ratio ( )0.0000.9280.5290.4270.519 X Back of Queue ( ), ft/ln ( 95th percentile)0548.4346.9140.5158.4 Q Back of Queue ( ), veh/ln ( 95th percentile)0.021.613.75.56.2 Q Queue Storage Ratio ( ) ( 95th percentile)0.000.000.770.000.00 RQ Uniform Delay ( ), s/veh0.041.319.34.247.7 d 1 Incremental Delay ( ), s/veh0.013.60.30.00.5 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.0 d 3 Control Delay ( ), s/veh0.054.90.019.64.248.20.0 d Level of Service (LOS)DABADA Approach Delay, s/veh / LOS41.7D8.7A18.2B0.0 Intersection Delay, s/veh / LOS21.9C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 11/12/2021 9:00:27 AM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodPM PeakPHF0.99 Urban StreetAnalysis YearFuture ConditionAnalysis Period1> 4:45 IntersectionUS 40 & Spesutia RoadFile NameUS 40 & Spesutia -Fu PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h39942922811402441037607 v Signal Information Cycle, s120.0Reference Phase2 Offset, s0Reference PointEnd Green8.055.039.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Red1.02.02.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase65284 Case Number5.31.04.07.08.0 Phase Duration, s62.013.075.045.045.0 Change Period, ( ), s7.05.07.06.06.0 Y+R c Max Allow Headway ( ), s2.92.92.93.13.1 MAH Queue Clearance Time ( ), s26.72.824.337.72.6 g s Green Extension Time ( ), s5.80.06.00.21.0 g e Phase Call Probability1.001.001.001.001.00 Max Out Probability0.040.010.011.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement1616521238187414 Adjusted Flow Rate ( ), veh/h31004295285775774453713 v Adjusted Saturation Flow Rate ( ), veh/h/ln48717811675181018701869143115851644 s Queue Service Time ( ), s0.524.713.50.822.322.335.11.90.0 g s Cycle Queue Clearance Time ( ), s9.824.713.50.822.322.335.71.90.6 g c Green Ratio ( )0.480.480.480.570.580.580.340.340.34 g/C Capacity ( ), veh/h254169279536410911090549542605 c Volume-to-Capacity Ratio ( )0.0120.5940.3710.0780.5290.5290.8120.0690.022 X Back of Queue ( ), ft/ln ( 95th percentile)2.3370.3211.513.2332.3332.1491.333.511.4 Q Back of Queue ( ), veh/ln ( 95th percentile)0.114.68.50.513.113.119.71.30.5 Q Queue Storage Ratio ( ) ( 95th percentile)0.010.000.000.030.000.000.000.110.00 RQ Uniform Delay ( ), s/veh21.923.020.114.115.515.137.826.626.2 d 1 Incremental Delay ( ), s/veh0.00.40.10.00.20.28.40.00.0 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh21.923.420.214.215.815.346.226.726.2 d Level of Service (LOS)CCCBBBDCC Approach Delay, s/veh / LOS22.7C15.5B44.6D26.2C Intersection Delay, s/veh / LOS23.4C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 11/12/2021 8:55:42 AM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford Co, MDTime PeriodPM PeakPHF0.95 Urban StreetAnalysis YearFuture ConditionAnalysis Period1> 4:00 IntersectionUS 40 at MD 7-MD 159File NameUS 40 at MD 7 -Fu PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h518331071910211053134176123469235 v Signal Information Cycle, s120.0Reference Phase2 Offset, s0Reference PointEnd Green9.044.020.023.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.04.00.00.0 Red1.02.02.02.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase165284 Case Number2.04.02.03.010.09.0 Phase Duration, s14.051.014.051.029.026.0 Change Period, ( ), s5.07.05.07.06.06.0 Y+R c Max Allow Headway ( ), s2.93.02.93.03.03.1 MAH Queue Clearance Time ( ), s5.414.13.248.013.413.5 g s Green Extension Time ( ), s0.011.40.00.00.40.7 g e Phase Call Probability1.001.001.001.001.001.00 Max Out Probability0.310.220.001.000.000.10 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement1616521238187414 Adjusted Flow Rate ( ), veh/h5477321720107511081411983649737 v Adjusted Saturation Flow Rate ( ), veh/h/ln1781187015391781169817811849173018701585 s Queue Service Time ( ), s3.411.812.11.219.88.211.411.55.42.3 g s Cycle Queue Clearance Time ( ), s3.411.812.11.219.88.211.411.55.42.3 g c Green Ratio ( )0.090.380.380.090.380.210.210.180.180.18 g/C Capacity ( ), veh/h16321515901631953371385634343291 c Volume-to-Capacity Ratio ( )0.3290.3590.3670.1220.5500.3800.5140.5740.2820.127 X Back of Queue ( ), ft/ln ( 95th percentile)67.4218.3191.624.5306.2162.5225.6217.7112.241.4 Q Back of Queue ( ), veh/ln ( 95th percentile)2.78.67.51.012.16.48.98.64.41.6 Q Queue Storage Ratio ( ) ( 95th percentile)0.190.000.000.080.000.410.000.280.000.07 RQ Uniform Delay ( ), s/veh51.027.126.650.129.640.842.144.742.241.0 d 1 Incremental Delay ( ), s/veh0.40.00.10.10.20.20.50.80.20.1 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh51.527.126.750.229.835.041.142.645.642.441.0 d Level of Service (LOS)DCCDCCDDDDD Approach Delay, s/veh / LOS28.3C32.6C42.0D44.6D Intersection Delay, s/veh / LOS33.7C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 11/12/2021 9:03:20 AM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford Co, MDTime PeriodPM PeakPHF0.98 Urban StreetAnalysis YearFuture ConditionAnalysis Period1> 4:15 IntersectionUS 40 at MD 132File NameUS 40 at MD 132 -Fu PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h251112611428103285115493717754326 v Signal Information Cycle, s120.0Reference Phase2 Offset, s0Reference PointEnd Green5.06.039.022.022.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.04.05.04.04.00.0 Red1.01.01.01.01.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase165284 Case Number1.13.01.13.09.09.0 Phase Duration, s21.056.010.045.027.027.0 Change Period, ( ), s5.06.05.06.05.05.0 Y+R c Max Allow Headway ( ), s2.92.92.92.93.13.2 MAH Queue Clearance Time ( ), s11.934.43.235.28.822.7 g s Green Extension Time ( ), s0.25.70.02.40.30.0 g e Phase Call Probability1.001.001.001.001.001.00 Max Out Probability0.330.181.000.880.001.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement1616521238187414 Adjusted Flow Rate ( ), veh/h256114911629105387117503818155333 v Adjusted Saturation Flow Rate ( ), veh/h/ln178117811585178117811585178118701648178118701585 s Queue Service Time ( ), s9.932.45.41.233.24.66.82.62.110.82.920.7 g s Cycle Queue Clearance Time ( ), s9.932.45.41.233.24.66.82.62.110.82.920.7 g c Green Ratio ( )0.510.430.430.400.340.340.200.200.260.200.200.35 g/C Capacity ( ), veh/h36215436872281217542356374426356374555 c Volume-to-Capacity Ratio ( )0.7070.7450.1690.1260.8650.1600.3290.1340.0890.5070.1470.600 X Back of Queue ( ), ft/ln ( 95th percentile)192.848085.621.4527.175.5134.95538210.760.8318.1 Q Back of Queue ( ), veh/ln ( 95th percentile)7.618.93.40.820.83.05.32.21.58.32.412.5 Q Queue Storage Ratio ( ) ( 95th percentile)0.960.000.200.120.000.441.350.000.004.211.226.36 RQ Uniform Delay ( ), s/veh24.129.220.824.837.827.541.139.533.842.739.632.1 d 1 Incremental Delay ( ), s/veh5.31.80.00.16.50.10.20.10.00.50.11.3 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh29.431.020.824.944.327.641.339.533.843.239.633.4 d Level of Service (LOS)CCCCDCDDCDDC Approach Delay, s/veh / LOS29.9C42.6D39.5D37.1D Intersection Delay, s/veh / LOS35.9D Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 11/12/2021 9:06:03 AM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodPM PeakPHF0.94 Urban StreetAnalysis YearFuture ConditionAnalysis Period1> 4:00 IntersectionUS 40 EB & MD 22 SignÈFile Namemd 22 & us 40 EB -Fu PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h3461011291039677280 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green18.040.025.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Red2.01.01.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase4526 Case Number9.01.04.07.3 Phase Duration, s30.024.070.046.0 Change Period, ( ), s5.06.06.06.0 Y+R c Max Allow Headway ( ), s3.03.02.92.9 MAH Queue Clearance Time ( ), s21.05.017.316.7 g s Green Extension Time ( ), s0.40.25.85.5 g e Phase Call Probability1.001.001.001.00 Max Out Probability0.540.000.000.04 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement71452616 Adjusted Flow Rate ( ), veh/h3681071371105720298 v Adjusted Saturation Flow Rate ( ), veh/h/ln17811781178117811585 s Queue Service Time ( ), s19.03.015.314.713.4 g s Cycle Queue Clearance Time ( ), s19.03.015.314.713.4 g c Green Ratio ( )0.270.640.660.420.42 g/C Capacity ( ), veh/h48162823501496666 c Volume-to-Capacity Ratio ( )0.7650.2180.4700.4820.447 X Back of Queue ( ), ft/ln ( 95th percentile)337.742.5205.4240.1204.4 Q Back of Queue ( ), veh/ln ( 95th percentile)13.31.78.19.58.0 Q Queue Storage Ratio ( ) ( 95th percentile)0.000.200.000.000.93 RQ Uniform Delay ( ), s/veh33.68.78.821.120.7 d 1 Incremental Delay ( ), s/veh6.50.10.10.10.2 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.0 d 3 Control Delay ( ), s/veh40.10.08.88.821.220.9 d Level of Service (LOS)DAAACC Approach Delay, s/veh / LOS31.1C0.08.8A21.1C Intersection Delay, s/veh / LOS17.2B Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 11/12/2021 8:50:19 AM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis DateOct 15, 2021Area TypeOther JurisdictionHarford County, MDTime PeriodPM PeakPHF0.93 Urban StreetAnalysis YearFuture ConditionAnalysis Period1> 4:00 IntersectionMD 715 at US 40 EB RaÈFile Namemd 715 & us 40 EB -Fu PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h2112610381322975 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green10.055.018.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Red1.02.01.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase4216 Case Number9.07.31.04.0 Phase Duration, s23.062.015.077.0 Change Period, ( ), s5.07.05.07.0 Y+R c Max Allow Headway ( ), s3.23.03.13.0 MAH Queue Clearance Time ( ), s4.722.32.53.3 g s Green Extension Time ( ), s0.33.50.03.5 g e Phase Call Probability1.001.001.001.00 Max Out Probability0.000.000.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement71421216 Adjusted Flow Rate ( ), veh/h2313511161423181 v Adjusted Saturation Flow Rate ( ), veh/h/ln1853173818101826 s Queue Service Time ( ), s1.020.30.51.3 g s Cycle Queue Clearance Time ( ), s1.020.30.51.3 g c Green Ratio ( )0.200.570.710.72 g/C Capacity ( ), veh/h37119824771315 c Volume-to-Capacity Ratio ( )0.0610.5630.0650.061 X Back of Queue ( ), ft/ln ( 95th percentile)19.4299.36.817.7 Q Back of Queue ( ), veh/ln ( 95th percentile)0.811.50.30.7 Q Queue Storage Ratio ( ) ( 95th percentile)0.060.000.000.00 RQ Uniform Delay ( ), s/veh32.413.66.94.4 d 1 Incremental Delay ( ), s/veh0.00.20.00.0 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.0 d 3 Control Delay ( ), s/veh32.40.013.80.07.04.4 d Level of Service (LOS)CABAAA Approach Delay, s/veh / LOS4.6A0.012.3B5.1A Intersection Delay, s/veh / LOS11.0B Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 11/12/2021 12:50:29 PM HCS7 Signalized Intersection Results Summary General InformationIntersection Information AgencyTraffic Concepts, Inc.Duration, h0.250 AnalystJ. CareyAnalysis Date10/15/2021Area TypeOther JurisdictionHarford Co, MDTime PeriodPM PeakPHF0.92 Urban StreetAnalysis YearFuture ConditionAnalysis Period1> 4:00 IntersectionMD 715 at Old PhiladelpÈFile NameMD 715 at Old Phil -Fu PM.xus Project Description3762 Demand Information EBWBNBSB Approach MovementLTRLTRLTRLTR Demand ( ), veh/h811992233167574910431881117427 v Signal Information Cycle, s100.0Reference Phase2 Offset, s0Reference PointEnd Green15.045.020.00.00.00.0 UncoordinatedYesSimult. Gap E/WOn Yellow4.05.04.00.00.00.0 Red2.51.53.00.00.00.0 Force ModeFixedSimult. Gap N/SOn Timer Results EBLEBTWBLWBTNBLNBTSBLSBT Assigned Phase841652 Case Number5.06.02.03.02.04.0 Phase Duration, s27.027.021.551.521.551.5 Change Period, ( ), s7.07.06.56.56.56.5 Y+R c Max Allow Headway ( ), s3.33.33.03.03.03.0 MAH Queue Clearance Time ( ), s15.29.94.612.92.63.8 g s Green Extension Time ( ), s0.71.10.04.10.04.1 g e Phase Call Probability1.001.001.001.001.001.00 Max Out Probability0.450.030.000.000.000.00 Movement Group Results EBWBNBSB Approach MovementLTRLTRLTRLTR Assigned Movement3818741416165212 Adjusted Flow Rate ( ), veh/h8821624361241195311342041216554 v Adjusted Saturation Flow Rate ( ), veh/h/ln110917381547113718261670173916581547173918261663 s Queue Service Time ( ), s7.25.21.22.75.76.02.610.98.10.61.61.8 g s Cycle Queue Clearance Time ( ), s13.25.21.27.95.76.02.610.98.10.61.61.8 g c Green Ratio ( )0.220.220.220.220.220.220.170.470.470.170.470.47 g/C Capacity ( ), veh/h24976534026340236729631177272962575781 c Volume-to-Capacity Ratio ( )0.3530.2830.0700.1360.3090.3250.1800.3640.2810.0400.0640.069 X Back of Queue ( ), ft/ln ( 95th percentile)92.6101.621.534.9116.4109.850.5178.2123.711.129.628.4 Q Back of Queue ( ), veh/ln ( 95th percentile)3.63.90.81.34.54.31.96.94.80.41.11.1 Q Queue Storage Ratio ( ) ( 95th percentile)0.460.000.060.120.000.000.180.000.450.180.000.00 RQ Uniform Delay ( ), s/veh38.332.430.935.732.632.835.517.516.234.715.014.5 d 1 Incremental Delay ( ), s/veh0.30.10.00.10.20.20.10.00.10.00.00.0 d 2 Initial Queue Delay ( ), s/veh0.00.00.00.00.00.00.00.00.00.00.00.0 d 3 Control Delay ( ), s/veh38.632.530.935.832.832.935.617.516.334.715.014.5 d Level of Service (LOS)DCCDCCDBBCBB Approach Delay, s/veh / LOS34.0C33.2C18.0B15.9B Intersection Delay, s/veh / LOS22.1C Multimodal Results EBWBNBSB Pedestrian LOS Score / LOS Bicycle LOS Score / LOS Copyright ¨ 2021 University of Florida, All Rights Reserved.HCS© Streets Version 7.8.5Generated: 11/12/2021 8:57:51 AM HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 7 at Stepney Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetMD 7 Analysis Year2026North/South StreetStepney Rd Time AnalyzedFuture PMPeak Hour Factor0.91 Intersection OrientationEast-WestAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: East-West Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1U1234U456789101112 Number of Lanes01100011010110 ConfigurationLTRLTRLTRLTR Volume (veh/h)156426151110117002481120 Percent Heavy Vehicles (%)22222222 Proportion Time Blocked Percent Grade (%)00 Right Turn ChannelizedNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)4.14.17.16.56.27.16.56.2 Critical Headway (sec)4.124.127.126.526.227.126.526.22 Base Follow-Up Headway (sec)2.22.23.54.03.33.54.03.3 Follow-Up Headway (sec)2.222.223.524.023.323.524.023.32 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)1715253133 Capacity, c (veh/h)511109259530220 v/c Ratio0.340.010.001.740.61 95% Queue Length, Q (veh)1.50.00.06.13.5 Control Delay (s/veh)15.68.311.1639.043.7 Level of Service (LOS)CABFE Approach Delay (s/veh)4.20.211.1212.8 Approach LOSBF Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 9:11:10 AM ཆ MD 7 at Stepney -Fu PM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 715 at Woodley Rd Ext Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/21/2021East/West StreetWoodley Rd Ext Analysis Year2026North/South StreetMD 715 Time AnalyzedFuture PMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes10000000000031 ConfigurationLTR Volume (veh/h)9317950 Percent Heavy Vehicles (%)10 Proportion Time Blocked Percent Grade (%)0 Right Turn ChannelizedNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)6.4 Critical Headway (sec)5.90 Base Follow-Up Headway (sec)3.8 Follow-Up Headway (sec)3.90 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)103 Capacity, c (veh/h)741 v/c Ratio0.14 95% Queue Length, Q (veh)0.5 Control Delay (s/veh)10.6 Level of Service (LOS)B Approach Delay (s/veh)10.6 Approach LOSB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 12:53:30 PM ཆ MD 715 at Woodley Rd Ext -Fu PM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Fords Lane Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetFords Lane Analysis Year2026North/South StreetMD 159 Time AnalyzedFuture PMPeak Hour Factor0.91 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01000000100010 ConfigurationLRLTTR Volume (veh/h)0103883353 Percent Heavy Vehicles (%)222 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.426.224.12 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.523.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)10 Capacity, c (veh/h)6761187 v/c Ratio0.000.00 95% Queue Length, Q (veh)0.00.0 Control Delay (s/veh)10.38.0 Level of Service (LOS)BA Approach Delay (s/veh)10.30.0 Approach LOSB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 9:22:31 AM ཆ MD 159 at Fords -Fu PM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Proposed Road A Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetSite Access/Proposed Rd A Analysis Year2026North/South StreetMD 159 Time AnalyzedFuture PMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes11011000110010 ConfigurationLTRLTRLTRLTR Volume (veh/h)10344137241028565027957 Percent Heavy Vehicles (%)101010210222 Proportion Time Blocked Percent Grade (%)00 Right Turn ChannelizedNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.56.27.16.56.24.14.1 Critical Headway (sec)7.206.606.307.126.606.224.124.12 Base Follow-Up Headway (sec)3.54.03.33.54.03.32.22.2 Follow-Up Headway (sec)3.594.093.393.524.093.322.222.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)11450412800 Capacity, c (veh/h)31968332272411851170 v/c Ratio0.360.070.130.040.000.00 95% Queue Length, Q (veh)1.60.20.40.10.00.0 Control Delay (s/veh)22.410.717.810.28.08.1 Level of Service (LOS)CBCBAA Approach Delay (s/veh)18.914.70.00.0 Approach LOSCB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 1:36:02 PM ཆ MD 159 at Proposed Road A -Fu PM -enter 1 R side rds instead of 0 to get aprpoach delay.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Canning House Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetCanning House Analysis Year2026North/South StreetMD 159 Time AnalyzedFuture PMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01000000100010 ConfigurationLRLTTR Volume (veh/h)245107889166 Percent Heavy Vehicles (%)1022 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.506.224.12 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.593.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)2730 Capacity, c (veh/h)6961279 v/c Ratio0.390.00 95% Queue Length, Q (veh)1.90.0 Control Delay (s/veh)13.57.8 Level of Service (LOS)BA Approach Delay (s/veh)13.50.0 Approach LOSB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 9:17:07 AM ཆ MD 159 at Canning House -Fu PM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Canning House Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetCanning House Analysis Year2026North/South StreetMD 159 Time AnalyzedFuture PM + IMPPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes10100000100011 ConfigurationLRLTTR Volume (veh/h)245107889166 Percent Heavy Vehicles (%)1022 Proportion Time Blocked Percent Grade (%)0 Right Turn ChannelizedNoNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.506.224.12 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.593.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)27210 Capacity, c (veh/h)7869571279 v/c Ratio0.350.000.00 95% Queue Length, Q (veh)1.60.00.0 Control Delay (s/veh)12.08.87.8 Level of Service (LOS)BAA Approach Delay (s/veh)12.00.0 Approach LOSB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 9:17:56 AM ཆ MD 159 at Canning House -Fu PM+Imps.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Spesutia Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetSpesutia Rd-Access Analysis Year2026North/South StreetMD 159 Time AnalyzedFuture PMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01100101100110 ConfigurationLTRRLTRLTR Volume (veh/h)16102652338430502819233 Percent Heavy Vehicles (%)22210210 Proportion Time Blocked Percent Grade (%)00 Right Turn ChannelizedYesYes Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.56.26.24.14.1 Critical Headway (sec)7.126.526.226.304.124.20 Base Follow-Up Headway (sec)3.54.03.33.32.22.2 Follow-Up Headway (sec)3.524.023.323.392.222.29 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)292942642731 Capacity, c (veh/h)7380768513161177 v/c Ratio0.400.360.040.320.03 95% Queue Length, Q (veh)1.51.70.11.40.1 Control Delay (s/veh)84.212.010.59.08.1 Level of Service (LOS)FBBAA Approach Delay (s/veh)18.410.55.00.9 Approach LOSCB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 9:13:30 AM ཆ MD 159 a Spesutia -Fu PM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionMD 159 at Chelsea Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetMD 159 Analysis Year2026North/South StreetChelsea Rd Time AnalyzedFuture PMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes01000000200011 ConfigurationLRLTTTR Volume (veh/h)35810322117343 Percent Heavy Vehicles (%)222 Proportion Time Blocked Percent Grade (%)0 Right Turn ChannelizedNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.56.24.1 Critical Headway (sec)6.846.244.14 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.523.322.22 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)3990 Capacity, c (veh/h)6591050 v/c Ratio0.600.00 95% Queue Length, Q (veh)4.10.0 Control Delay (s/veh)18.58.4 Level of Service (LOS)CA Approach Delay (s/veh)18.50.0 Approach LOSC Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 9:20:57 AM ཆ md 159 at chelsea -Fu pm.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionChelsea at Proposed Rd A Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed9/14/2021East/West StreetProposed Road A Analysis Year2026North/South StreetChelsea Road Time AnalyzedFuture PMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes10100001100011 ConfigurationLRLTTR Volume (veh/h)1110022910761 Percent Heavy Vehicles (%)1000 Proportion Time Blocked Percent Grade (%)0 Right Turn ChannelizedNoNo Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.506.204.10 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.593.302.20 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)12300 Capacity, c (veh/h)6129381400 v/c Ratio0.200.000.00 95% Queue Length, Q (veh)0.70.00.0 Control Delay (s/veh)12.48.87.6 Level of Service (LOS)BAA Approach Delay (s/veh)12.40.0 Approach LOSB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 10:48:46 AM ཆ Chelsea Rd at Proposed Access Road -Fu PM.xtw HCS7 Two-Way Stop-Control Report General InformationSite Information AnalystJ. CareyIntersectionChelsea Rd at Woodley Rd Agency/Co.Traffic Concepts, Inc.JurisdictionHarford Co, MD Date Performed10/15/21East/West StreetWoodley Rd Analysis Year2026North/South StreetChelsea Rd Time AnalyzedFuture PMPeak Hour Factor0.90 Intersection OrientationNorth-SouthAnalysis Time Period (hrs)0.25 Project Description3762 Lanes Major Street: Nort-Sout hh Vehicle Volumes and Adjustments ApproachEastboundWestboundNorthboundSouthbound MovementULTRULTRULTRULTR Priority1011127891U1234U456 Number of Lanes00001000100110 ConfigurationLRTRLT Volume (veh/h)353226763104 Percent Heavy Vehicles (%)555 Proportion Time Blocked Percent Grade (%)0 Right Turn Channelized Median Type | StorageUndivided Critical and Follow-up Headways Base Critical Headway (sec)7.16.24.1 Critical Headway (sec)6.456.254.15 Base Follow-Up Headway (sec)3.53.32.2 Follow-Up Headway (sec)3.553.352.25 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h)423 Capacity, c (veh/h)5961207 v/c Ratio0.070.00 95% Queue Length, Q (veh)0.20.0 Control Delay (s/veh)11.58.0 Level of Service (LOS)BA Approach Delay (s/veh)11.50.2 Approach LOSB Copyright © 2021 University of Florida. All Rights Reserved.HCSTWSC Version 7.8.5Generated: 11/12/2021 12:52:12 PM ཆ Chelsea at Woodley -Fu PM.xtw APPENDIX I-C SIMTRAFFIC REPORTS APPENDIX I-D SIDRA REPORTS MOVEMENT SUMMARY Site: 101 \[Existing AM (Site Folder: MD 159 at Old Philadelphia Rd)\] MD 159 at Old Philadelphia Rd Site Category: (None) Roundabout Vehicle Movement Performance MovTurnDeg.INPUT DEMAND Aver.Level o95% BACK OF Prop.EffectiveAver. Aver. f IDVOLUMESFLOWSSatnDelayServiceQUEUEQueStop No.Speed \[ TotalHV \]\[ TotalHV \]\[ Veh.Dist \]RateCycles veh/h%veh/h%v/csecvehftmph South: MD 159 3L2705.0745.00.1654.3LOS A1.026.50.280.130.2834.9 18R21225.01285.00.1654.3LOS A1.026.50.280.130.2833.6 Approach1925.02025.00.1654.3LOS A1.026.50.280.130.2834.0 East: Old Philadelphia Rd 1L2825.0865.00.1043.8LOS A0.615.00.250.100.2534.3 6T1405.0425.00.1043.8LOS A0.615.00.250.100.2534.2 Approach1225.01285.00.1043.8LOS A0.615.00.250.100.2534.3 West: MD 159 2T1755.0795.00.1203.9LOS A0.717.40.270.120.2736.3 12R2655.0685.00.1203.9LOS A0.717.40.270.120.2735.1 Approach1405.01475.00.1203.9LOS A0.717.40.270.120.2735.7 All Vehicles4545.04785.00.1654.1LOS A1.026.50.270.120.2734.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Sitetab). Roundabout LOS Method: SIDRA Roundabout LOS. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0| Copyright © 2000-2020 Akcelik and Associates Pty Lt| sidrasolutions.co dm Organisation: TRAFFIC CONCEPTS INC| Licence: PLUS / 1PC| Processed: Thursday,October 21, 2021 3:29:03PM Project: M:\\3700\\3762\\Sidra\\MD 159 at Old Philadephia Rd.sip9 MOVEMENT SUMMARY Site: 101 \[Background AM (Site Folder: MD 159 at Old Philadelphia Rd)\] MD 159 at Old Philadelphia Rd Site Category: (None) Roundabout Vehicle Movement Performance MovTurnDeg.INPUT DEMAND Aver.Level o95% BACK OF Prop.EffectiveAver. Aver. f IDVOLUMESFLOWSSatnDelayServiceQUEUEQueStop No.Speed \[ TotalHV \]\[ TotalHV \]\[ Veh.Dist \]RateCycles veh/h%veh/h%v/csecvehftmph South: MD 159 3L2695.0735.00.1534.4LOS A0.923.70.360.190.3634.7 18R21005.01055.00.1534.4LOS A0.923.70.360.190.3633.4 Approach1695.01785.00.1534.4LOS A0.923.70.360.190.3633.9 East: Old Philadelphia Rd 1L2485.0515.00.0933.7LOS A0.513.60.250.100.2535.2 6T1625.0655.00.0933.7LOS A0.513.60.250.100.2535.1 Approach1105.01165.00.0933.7LOS A0.513.60.250.100.2535.1 West: MD 159 2T11255.01325.00.1484.1LOS A0.822.00.210.080.2136.3 12R2535.0565.00.1484.1LOS A0.822.00.210.080.2135.1 Approach1785.01875.00.1484.1LOS A0.822.00.210.080.2135.9 All Vehicles4575.04815.00.1534.1LOS A0.923.70.270.130.2735.0 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Sitetab). Roundabout LOS Method: SIDRA Roundabout LOS. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0| Copyright © 2000-2020 Akcelik and Associates Pty Lt| sidrasolutions.co dm Organisation: TRAFFIC CONCEPTS INC| Licence: PLUS / 1PC| Processed: Thursday,October 21, 2021 3:29:04PM Project: M:\\3700\\3762\\Sidra\\MD 159 at Old Philadephia Rd.sip9 MOVEMENT SUMMARY Site: 101 \[Existing PM (Site Folder: MD 159 at Old Philadelphia Rd)\] MD 159 at Old Philadelphia Rd Site Category: (None) Roundabout Vehicle Movement Performance MovTurnDeg.INPUT DEMAND Aver.Level o95% BACK OF Prop.EffectiveAver. Aver. f IDVOLUMESFLOWSSatnDelayServiceQUEUEQueStop No.Speed \[ TotalHV \]\[ TotalHV \]\[ Veh.Dist \]RateCycles veh/h%veh/h%v/csecvehftmph South: MD 159 3L2855.0925.00.2495.0LOS A1.744.60.230.090.2334.7 18R22075.02255.00.2495.0LOS A1.744.60.230.090.2333.5 Approach2925.03175.00.2495.0LOS A1.744.60.230.090.2333.8 East: Old Philadelphia Rd 1L21115.01215.00.1534.2LOS A0.922.60.290.140.2934.2 6T1605.0655.00.1534.2LOS A0.922.60.290.140.2934.1 Approach1715.01865.00.1534.2LOS A0.922.60.290.140.2934.1 West: MD 159 2T1405.0435.00.1083.9LOS A0.615.50.320.160.3236.3 12R2775.0845.00.1083.9LOS A0.615.50.320.160.3235.0 Approach1175.01275.00.1083.9LOS A0.615.50.320.160.3235.4 All Vehicles5805.06305.00.2494.6LOS A1.744.60.260.120.2634.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Sitetab). Roundabout LOS Method: SIDRA Roundabout LOS. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0| Copyright © 2000-2020 Akcelik and Associates Pty Lt| sidrasolutions.co dm Organisation: TRAFFIC CONCEPTS INC| Licence: PLUS / 1PC| Processed: Thursday,October 21, 2021 3:28:56PM Project: M:\\3700\\3762\\Sidra\\MD 159 at Old Philadephia Rd.sip9 MOVEMENT SUMMARY Site: 101 \[Background PM (Site Folder: MD 159 at Old Philadelphia Rd)\] MD 159 at Old Philadelphia Rd Site Category: (None) Roundabout Vehicle Movement Performance MovTurnDeg.INPUT DEMAND Aver.Level o95% BACK OF Prop.EffectiveAver. Aver. f IDVOLUMESFLOWSSatnDelayServiceQUEUEQueStop No.Speed \[ TotalHV \]\[ TotalHV \]\[ Veh.Dist \]RateCycles veh/h%veh/h%v/csecvehftmph South: MD 159 3L2805.0875.00.1834.5LOS A1.129.80.280.130.2834.7 18R21275.01385.00.1834.5LOS A1.129.80.280.130.2833.5 Approach2075.02255.00.1834.5LOS A1.129.80.280.130.2833.9 East: Old Philadelphia Rd 1L2725.0785.00.1574.3LOS A0.923.60.280.130.2834.9 6T11045.01135.00.1574.3LOS A0.923.60.280.130.2834.8 Approach1765.01915.00.1574.3LOS A0.923.60.280.130.2834.9 West: MD 159 2T1705.0765.00.1274.0LOS A0.718.70.260.110.2636.3 12R2745.0805.00.1274.0LOS A0.718.70.260.110.2635.0 Approach1445.01575.00.1274.0LOS A0.718.70.260.110.2635.6 All Vehicles5275.05735.00.1834.3LOS A1.129.80.280.130.2834.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Sitetab). Roundabout LOS Method: SIDRA Roundabout LOS. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. Delay Model: HCM Delay Formula (Geometric Delay is not included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0| Copyright © 2000-2020 Akcelik and Associates Pty Lt| sidrasolutions.co dm Organisation: TRAFFIC CONCEPTS INC| Licence: PLUS / 1PC| Processed: Thursday,October 21, 2021 3:29:06PM Project: M:\\3700\\3762\\Sidra\\MD 159 at Old Philadephia Rd.sip9 APPENDIX II BAGKROUND TRAFFIC DISTRIBUTION APPENDIX III TRAFFIC COUNT INFORMATION PEAK HOUR TURNING MOVEMENT COUNT INTERSECTION:MD 543 @ I-95 SB RAMP COUNTY:HARFORD COUNT BY:CAMERA DATE:OCTOBER 6, 2021 WEATHER:CLEAR DAY:WEDNESDAY MD 543MD 543I-95 SB RAMP NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL AM 7:00-7:151651159913135015560 7:15-7:3017211011211630015555 7:30-7:4516712916811948011642 7:45-8:001451141491434608605 8:00-8:15146951341003806519 8:15-8:30140871059637012477 8:30-8:45121811121033407458 8:45-9:00134891049733010467 PEAK HRPHF 7:00-8:006494685285091590490.92 TOTALS PM 4:00-4:151932591235934016684 4:15-4:301662621044538018633 4:30-4:45194294734042016659 4:45-5:00193229984045022627 5:00-5:15178227804242116586 5:15-5:30202226934542018626 5:30-5:45185240824540017609 5:45-6:00170216813737017558 PEAK HRPHF 4:00-5:0074610443981841590720.95 TOTALS TRAFFIC CONCEPTS, INC. M:\\3762 7525 CONNELLEY DRIVE, SUITE B HANOVER, MARYLAND 21076 (410) 760-2911 E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM PEAK HOUR TURNING MOVEMENT COUNT INTERSECTION:MD 543 @ I-95 NB RAMP COUNTY:HARFORD COUNT BY:CAMERA DATE:OCTOBER 6, 2021 WEATHER:CLEAR DAY:WEDNESDAY MD 543MD 543I-95 RAMP NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND SIGNAL FREE RIGHTRIGHT TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRULEFTTHRURIGHTTOTAL AM 7:00-7:15237681211747039123643 7:15-7:30249332011851051111633 7:30-7:4523243201755303194648 7:45-8:00200492815951052131670 8:00-8:15201461414849045127630 8:15-8:30202471613041051113600 8:30-8:4518239813344150129586 8:45-9:00189421013154148125600 PEAK HRPHF 7:00-8:009181938056920201734590.97 TOTALS PM 4:00-4:153555221118108045123822 4:15-4:303464616115102143116785 4:30-4:453704815102120137128821 4:45-5:002935613118128035131774 5:00-5:153316915100109041127792 5:15-5:30303541395104149113732 5:30-5:452754315108121033123718 5:45-6:00293551799124042116746 PEAK HRPHF 4:00-5:0013642026545345821604980.97 TOTALS TRAFFIC CONCEPTS, INC. M:\\3762 7525 CONNELLEY DRIVE, SUITE B HANOVER, MARYLAND 21076 (410) 760-2911 E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM PEAK HOUR TURNING MOVEMENT COUN T INTERSECTION:MD 543 @ MD 7 COUNTY:HARFORD COUNT BY:CAMERA DATE:OCTOBER 6, 2021 WEATHER:CLEAR DAY:WEDNESDAY MD 543MD 543MD 7MD 7 NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL AM 121501410215918363219 7:00-7:15826119695 15105129515522304819 7:15-7:30734119661 111271310315329393628 7:30-7:45328123693 191001410321519304624 7:45-8:00338100711 121021910219114324620 8:00-8:1582990665 111091593201132952181136 8:15-8:3087675 181201611618619303814820 8:30-8:4594679 1410212101186222049241224 8:45-9:0082648 AM PEAK HRPHF 7:00-8:0057482534036828813516290211264610.97 TOTALS PM 42154167013931393428895200 4:00-4:15856 391291781144442852311687213 4:15-4:30881 49160178614743483234671195 4:30-4:45888 49158187813653394628788161 4:45-5:00861 42164117014148505425993176 5:00-5:15883 53146187115528424227589160 5:15-5:30836 431021689161603449311181184 5:30-5:45861 45122197116729304223573166 5:45-6:00792 PM PEAK HRPHF 4:15-5:1517961163315568188165184118383397450.99 TOTALS TRAFFIC CONCEPTS, INC. 7525 CONNELLEY DRIVE, SUITE B HANOVER, MARYLAND 21076 (410) 760-2911FAX (410) 760-2915 E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM M:\\ 3608 PEAK HOUR TURNING MOVEMENT COUNT INTERSECTION:MD 7 @ STEPNEY RD COUNTY:HARFORD COUNT BY:B.SMITH DATE:SEPTEMBER 28, 2021 WEATHER:OVERCAST DAY:TUESDAY STEPNEY RDSTEPNEY RDMD 7MD 7 NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL AM 7:00-7:15101100162188019413245 7:15-7:30000220261212201764263 7:30-7:45100150212612100766266 7:45-8:00101120151212620714244 8:00-8:153101501813821064710205 8:15-8:3010110014117310573171 8:30-8:4500010024249011727229 8:45-9:0011213018116510509171 PEAK HRPHF 7:00-8:00302590787145722317270.96 TOTALS PM 4:00-4:15001911839611218626344 4:15-4:30001802724670120326357 4:30-4:450001803127860121826407 4:45-5:00000802438720125027420 5:00-5:150011002340720013620302 5:15-5:300011422223643113122283 5:30-5:450011202331576013220282 5:45-6:00200502730563010520248 PEAK HRPHF 4:00-5:00002431100128286158571050.91 TOTALS TRAFFIC CONCEPTS, INC. 7525 CONNELLEY DRIVE, SUITE B HANOVER, MARYLAND 21076 410-760-2911FAX 410-760-2915 E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM M:\\3762 PEAK HOUR TURNING MOVEMENT COUNT INTERSECTION:US 40 @ MD 543 COUNTY:HARFORD COUNT BY:CAMERA DATE:SEPTEMBER 28, 2021 WEATHER:OVERCAST DAY:TUESDAY CAM MD 543US 40US 40 NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL AM 7:00-7:15341201422728156507 7:15-7:30381041611938160520 7:30-7:45391411622738154561 7:45-8:00451242062937147588 8:00-8:15331131481846143501 8:15-8:30351011602744146513 8:30-8:45431171543144109498 8:45-9:00451081652436147525 PEAK HRPHF 7:00-8:001564896711021416170.93 TOTALS PM 4:00-4:1555571965076208642 4:15-4:3037702094676250688 4:30-4:4555711693872245650 4:45-5:0022652186075204644 5:00-5:1539731755176250664 5:15-5:3029791624591272678 5:30-5:4530951824364183597 5:45-6:0021711833459151519 PEAK HRPHF 4:15-5:151532797711952999490.96 TOTALS TRAFFIC CONCEPTS, INC. 7525 CONNELLEY DRIVE, SUITE B HANOVER, MARYLAND 21076 410-760-2911FAX 410-760-2915 E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM M:\\3762 PEAK HOUR TURNING MOVEMENT COUNT INTERSECTION:US 40 @ SPESUTIA RD COUNTY:HARFORD COUNT BY:CAMERA DATE:SEPTEMBER 28, 2021 WEATHER:OVERCAST DAY:TUESDAY CAM SPESUTIA RDACCESSUS 40 US 40 NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL AM 7:00-7:15440800431123241201328 7:15-7:30360500102583061500486 7:30-7:45340800112702951400488 7:45-8:00290200102933251532517 8:00-8:15320610002313591562472 8:15-8:302501400002303051230427 8:30-8:453601900112272931490465 8:45-9:00230500002282671231413 PEAK HRPHF 7:15-8:15131021103110521262559940.95 TOTALS PM 4:00-4:156801630032134772701628 4:15-4:306306201122158102290591 4:30-4:45420600001885942140513 4:45-5:005109202021854102310577 5:00-5:15920810211794342630593 5:15-5:309001030222014692232588 5:30-5:456401000102247052090583 5:45-6:005006001017466101470454 PEAK HRPHF 4:45-5:4529703760738222132892620.99 TOTALS TRAFFIC CONCEPTS, INC. 7525 CONNELLEY DRIVE, SUITE B HANOVER, MARYLAND 21076 410-760-2911 E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM M:\\3762 PEAK HOUR TURNING MOVEMENT COUNT INTERSECTION:US 40 @ MD 159 (MD 7)COUNTY:HARFORD COUNT BY:CAMERA (B.SMITH)DATE:OCTOBER 6, 2021 WEATHER:OVERCAST DAY:WEDNESDAY MD 159MD 7US 40US 40 NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL AM 7:00-7:158929889317111514668538 7:15-7:30483102118120518311670549 7:30-7:451493111146423915213166614 7:45-8:0011401351014223214214064628 8:00-8:159122115106422812611088602 8:15-8:309431101210525011311667600 8:30-8:45128498167424811312251584 8:45-9:007638810931811719771493 PEAK HRPHF 7:30-8:304329847146361594952134972850.97 TOTALS PM 4:00-4:1513202729101317989228241804 4:15-4:3018232677913183161201217757 4:30-4:45161867861110177222218247811 4:45-5:0011122559510172167234193726 5:00-5:152421571949181183184176705 5:15-5:30111895210613199105173154660 5:30-5:45141436381191951716182150682 5:45-6:00151455321211151189155122567 PEAK HRPHF 4:00-5:0058731227231354671162198818980.95 TOTALS TRAFFIC CONCEPTS, INC. 7525 CONNELLEY DRIVE, SUITE B HANOVER, MARYLAND 21076 410-760-2911FAX 410-760-2915 E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM M:\\3762 PEAK HOUR TURNING MOVEMENT COUNT INTERSECTION:MD 159 @ OLD PHILADELPHIA RD (ROUNDABOUT)COUNTY:HARFORD COUNT BY:CAMERA DATE:SEPTEMBER 28, 2021 WEATHER:OVERCAST DAY:TUESDAY CAM MD 159 (PERRYMAN RD)OLD PHILADELPHIA RDOLD PHILADELPHIA RD NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL AM 7:00-7:151734101122397 7:15-7:301328142271094 7:30-7:456362326209120 7:45-8:00122418212010105 8:00-8:15153517142511117 8:15-8:30193718131510112 8:30-8:4524262217229120 8:45-9:001221726318105 PEAK HRPHF 7:45-8:4570122756582400.95 TOTALS PM 4:00-4:15213610193213131 4:15-4:30194413253413148 4:30-4:45174410244311149 4:45-5:0018479202213129 5:00-5:15266410161415145 5:15-5:3016541021399149 5:30-5:45254211203623157 5:45-6:001830916293105 PEAK HRPHF 4:45-5:45852074077111600.92 TOTALS TRAFFIC CONCEPTS, INC. 7525 CONNELLEY DRIVE, SUITE B HANOVER, MARYLAND 21076 410-760-2911FAX 410-760-2915 E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM M:\\3762 PEAK HOUR TURNING MOVEMENT COUNT INTERSECTION:US 40 @ MD 132 COUNTY:HARFORD COUNT BY:CAMERA (B.SMITH)DATE:SEPTEMBER 30, 2021 WEATHER:OVERCAST DAY:THURSDAY US 40US40MD 132APG RD NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL AM 7:00-7:15241431571787183272038453 7:15-7:3032156101017691824221215493 7:30-7:4515159113192111784222311494 7:45-8:0030135151019410217391979496 8:00-8:152010612101786204352279429 8:15-8:302313391613110165371628406 8:30-8:452612311141679924323611444 8:45-9:003813681515312243391053446 PEAK HRPHF 7:00-8:0010159351307403774201508215430.98 TOTALS PM 4:00-4:15582162162084734754301111703 4:15-4:30572213381922143127626108707 4:30-4:45602142552052238167634178720 4:45-5:0059215219210183397524911693 5:00-5:1549226233224154511651986694 5:15-5:30501732712001627951311010605 5:30-5:454218216520115231455331514615 5:45-6:0034174278172102874222919552 PEAK HRPHF 4:15-5:1522587610225831761594829210344330.98 TOTALS TRAFFIC CONCEPTS, INC. 7525 CONNELLEY DRIVE, SUITE B HANOVER, MARYLAND 21076 410-760-2911FAX 410-760-2915 E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM M:\\3762 PEAK HOUR TURNING MOVEMENT COUNT INTERSECTION:MD 22 @ US 40 RAMPS (SIGNALIZED)COUNTY:HARFORD COUNT BY:CAMERA DATE:OCTOBER 6, 2021 WEATHER:CLEAR DAY:WEDNESDAY MD 22MD 22US 40 RAMPSUS 40 RAMPS NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL AM 7:00-7:15126523159251589496 7:15-7:30185928651212099554 7:30-7:45236625351382973533 7:45-8:00215632075412877618 8:00-8:15227525951403668551 8:15-8:30234921053222655438 8:30-8:45206919558362877483 8:45-9:00245421856383169490 PEAK HRPHF 7:15-8:158425611182281401133170.91 TOTALS PM 4:00-4:153926416663622689709 4:15-4:3019189149597822136652 4:30-4:4531286144476919120716 4:45-5:0027193148546024114620 5:00-5:1518160149668926105613 5:15-5:3032157133329019110573 5:30-5:452113613948671792520 5:45-6:0024166130507412101557 PEAK HRPHF 4:00-5:00116932607223269914590.94 TOTALS TRAFFIC CONCEPTS, INC. 7525 CONNELLEY DRIVE, SUITE BM:\\ 3762 HANOVER, MARYLAND 21076 410 760 2911 E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM PEAK HOUR TURNING MOVEMENT COUNT INTERSECTION:MD 715 @ US 40 EB RAMP COUNTY:HARFORD COUNT BY:CAMERA DATE:SEPTEMBER 28, 2021 WEATHER:OVERCAST DAY:TUESDAY CAM MD 715MD 715US 40 EB ON RAMP NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL AM 7:00-7:15281073211151239 7:15-7:30339102113189275 7:30-7:45331172513193282 7:45-8:0036126236237320 8:00-8:15641562213167287 8:15-8:30371821924131231 8:30-8:4535892124126223 8:45-9:00281441126132215 PEAK HRPHF 7:15-8:15166472991457860.91 TOTALS PM 4:00-4:1524219107234314 4:15-4:3022413510722281 4:30-4:452442178729316 4:45-5:0021013713322268 5:00-5:15172177101029245 5:15-5:30140198121321213 5:30-5:45127163241316199 5:45-6:0077105141517138 PEAK HRPHF 4:00-5:00920662938191070.93 TOTALS TRAFFIC CONCEPTS, INC. 7525 CONNELLEY DRIVE, SUITE B HANOVER, MARYLAND 21076 410-760-2911 E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM M:\\3762 PEAK HOUR TURNING MOVEMENT COUNT INTERSECTION:MD 715 @ OLD PHILADELPHIA RD COUNTY:HARFORD COUNT BY:CAMERA (B.SMITH)DATE:SEPTEMBER 28, 2021 WEATHER:OVERCAST DAY:TUESDAY MD 715MD 715OLD PHILA RDOLD PHILA RD NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL AM 7:00-7:1572225417987281142011326 7:15-7:303173732004619111316338 7:30-7:4562524222026301313011370 7:45-8:008253942357725133319406 8:00-8:156343281867631726510394 8:15-8:3071847514031126131396316 8:30-8:457272241387919743016290 8:45-9:005212641312823110307268 PEAK HRPHF 7:15-8:1523101132178412025105447157360.93 TOTALS PM 4:00-4:15142384312981431162811424 4:15-4:305217283318847263514404 4:30-4:4511248413335945373811454 4:45-5:0061962243031549492815381 5:00-5:1551942023031461413225373 5:15-5:3031363251874543233910334 5:30-5:4541331822089497174011318 5:45-6:005841552377302123111232 PEAK HRPHF 4:00-5:00368991341112324461721028129510.92 TOTALS TRAFFIC CONCEPTS, INC. 7525 CONNELLEY DRIVE, SUITE B HANOVER, MARYLAND 21076 410-760-2911FAX 410-760-2915 E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM M:\\3762 PEAK HOUR TURNING MOVEMENT COUNT INTERSECTION:MD 159 @ FORDS LN COUNTY:HARFORD COUNT BY:CAMERA DATE:SEPTEMBER 28, 2021 WEATHER:OVERCAST DAY:TUESDAY CAM MD 159MD 159FORDS LN NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL AM 7:00-7:15121700130 7:15-7:30030500136 7:30-7:450301200042 7:45-8:00029800037 8:00-8:150211310035 8:15-8:300191101031 8:30-8:450302142057 8:45-9:000201901040 PEAK HRPHF 8:00-9:00090645400.71 TOTALS PM 4:00-4:150284100170 4:15-4:300223600058 4:30-4:450354110178 4:45-5:000284300071 5:00-5:150264720075 5:15-5:300243700061 5:30-5:450213900060 5:45-6:000323032067 PEAK HRPHF 4:30-5:3001131683010.91 TOTALS TRAFFIC CONCEPTS, INC. 7525 CONNELLEY DRIVE, SUITE B HANOVER, MARYLAND 21076 410-760-2911FAX 410-760-2915 E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM M:\\3762 PEAK HOUR TURNING MOVEMENT COUNT INTERSECTION:MD 159 @ CANNING HOUSE RD COUNTY:HARFORD COUNT BY:CAMERA DATE:SEPTEMBER 28, 2021 WEATHER:OVERCAST DAY:TUESDAY CAM MD 159MD 159 CANNINGHOUSE RD NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL AM 7:00-7:15015617029 7:15-7:300130312028 7:30-7:45021735036 7:45-8:000167511039 8:00-8:15023727039 8:15-8:30013864031 8:30-8:450141224032 8:45-9:00015946034 PEAK HRPHF 7:30-8:3007329162700.93 TOTALS PM 4:00-4:1501321118154 4:15-4:3002323114061 4:30-4:450161875046 4:45-5:000161593043 5:00-5:150142266048 5:15-5:3001720136056 5:30-5:450102597051 5:45-6:001122173044 PEAK HRPHF 4:00-5:0006877382010.84 TOTALS TRAFFIC CONCEPTS, INC. M:\\3762 7525 CONNELLEY DRIVE, SUITE B HANOVER, MARYLAND 21076 410-760-2911 E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM PEAK HOUR TURNING MOVEMENT COUNT INTERSECTION:MD 159 @ SPESUTIA RD (BUSINESS ACCESS)COUNTY:HARFORD COUNT BY:CAMERA DATE:SEPTEMBER 30, 2021 WEATHER:CLEAR DAY:THURSDAY CAM MD 159MD 159SPESUTIA RDACCESS NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL AM 7:00-7:154040022155322009147 7:15-7:30232305175321500497 7:30-7:4541270334514420001149 7:45-8:002029064144019007130 8:00-8:151730032435222006112 8:15-8:302627052022122003108 8:30-8:452733041941335003129 8:45-9:002230062801235103128 PEAK HRPHF 7:00-8:00124119016113192697600210.88 TOTALS PM 4:00-4:156553023661042018214 4:15-4:305436053275137006183 4:30-4:453234063154137055160 4:45-5:0045310103874142007185 5:00-5:157361022993148006232 5:15-5:307651091997341004219 5:30-5:454630073282555006191 5:45-6:003927182264550035170 PEAK HRPHF 4:45-5:4524017302811833161018600230.89 TOTALS TRAFFIC CONCEPTS, INC. 7525 CONNELLEY DRIVE, SUITE B HANOVER, MARYLAND 21076 410-760-2911FAX 410-760-2915 E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM M:\\3762 PEAK HOUR TURNING MOVEMENT COUNT INTERSECTION:MD 159 @ CHELSEA RD COUNTY:HARFORD COUNT BY:CAMERA DATE:SEPTEMBER 30, 2021 WEATHER:CLEAR DAY:THURSDAY CAM CHELSEA RDCHELSEA RDMD 159 NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL AM 7:00-7:15137358400121 7:15-7:3012125625078 7:30-7:450204512471125 7:45-8:001174613340111 8:00-8:15119242127193 8:15-8:30017222036095 8:30-8:451253319350113 8:45-9:001213034310117 PEAK HRPHF 7:00-8:003951513914610.87 TOTALS PM 4:00-4:150683246472195 4:15-4:300552643260150 4:30-4:451413037250134 4:45-5:000503447160147 5:00-5:1501092550251210 5:15-5:3001031747250192 5:30-5:450423057340163 5:45-6:001423338230137 PEAK HRPHF 4:45-5:45030410620110010.85 TOTALS TRAFFIC CONCEPTS, INC. 7525 CONNELLEY DRIVE, SUITE B HANOVER, MARYLAND 21076 410-760-2911FAX 410-760-2915 E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM M:\\3762 PEAK HOUR TURNING MOVEMENT COUNT INTERSECTION:CHELSEA RD @ WOODLEY RD COUNTY:HARFORD COUNT BY:CAMERA DATE:SEPTEMBER 30, 2021 WEATHER:CLEAR DAY:THURSDAY CAM CHELSEA RDCHELSEA RDWOODLEY RD NORTHBOUNDSOUTHBOUNDEASTBOUNDWESTBOUND TIMELEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTLEFTTHRURIGHTTOTAL AM 7:00-7:152208250863 7:15-7:302409250361 7:30-7:451507280050 7:45-8:001608300458 8:00-8:151315181341 8:15-8:30709160739 8:30-8:452009182857 8:45-9:001607260958 PEAK HRPHF 7:00-8:00770321080150.92 TOTALS PM 4:00-4:15530121901094 4:15-4:305005220885 4:30-4:453504390886 4:45-5:004203360485 5:00-5:15126163703173 5:15-5:3098052706136 5:30-5:4521042001560 5:45-6:0026003101168 PEAK HRPHF 4:30-5:303011181390210.69 TOTALS TRAFFIC CONCEPTS, INC. 7525 CONNELLEY DRIVE, SUITE B HANOVER, MARYLAND 21076 410-760-2911FAX 410-760-2915 E-MAIL TRAFFIC@TRAFFIC-CONCEPTS.COM M:\\3762 APPENDIX IV SCOPING LETTER DATE: 07/07/2021 HARFORD COUNTY GOVERNMENT DEPARTMENT OF PLANNING AND ZONING PRELIMINARY TRAFFIC ANALYSIS INFORMATION Project Name: Lands of F.O. Mitchell & Brothers Project Description: 4,674,000 sq. ft. warehouse/distribution/e-commerce Project Location: Perryman Road Study Area: 1158, 1159, 1160, 1161, 1162, 1163, 1164, 1165, 1166, 1167, 1168, 1169, 1170, 1188, 1189, 1190, 1191, 1192, 1193, 1194, 1195, 1197, 1198, 1199, 1220 The following intersections will be analyzed and queuing analysis will be required for all turning movements at signalized intersections utilizing the HCM Back-of Queue methodology: Proposed Site Access Points @ Canning MD 543 @ MD 7 House Road Proposed Access Road @ Perryman Road MD 543 @ I-95 Ramps (NB/SB) Perryman Road @ Fords Lane MD 7 @ Stepney Road Proposed Access Road @ Chelsea Road US 40 @ MD 7 Perryman Road @ Canning House Road Perryman Road @ Old Philadelphia Road Perryman Road @ Chelsea Road MD 715 @ Old Philadelphia Road Chelsea Road @ Woodley Road MD 715 @ Woodley Road Extended Perryman Road @ Spesutia Road US 40 @ MD 715 US 40 @ Spesutia Road US 40 @ MD 132/Bel Air Avenue US 40 @ MD 543 US 40 @ MD 22 Design Year: _________ Growth Rate Utilized: 2.2% Pass By Percentage: N/A Background Traffic: Other approved preliminary plans in the vicinity DATE: 07/07/2021 RESIDENTIAL 1. Abingdon Addition 20 single family units 4. Monarch Glen 1 single family unit remaining remaining and 15 townhouse units remaining 2. Beech Creek Estates 15 townhouse units 5. Redleif Run construct 26 single family units remaining 3. Hollywoods 250 condominium units 6. Woodlawn construct 103 single family units remaining NON-RESIDENTIAL 7. 999-1041 Old Philadelphia Road (aka 11. Crossroads Community Church (Ayers Cranberry Run Phase II) construct 691,600 sq. Property) construct a 13,718 sq. ft. house of ft. distribution center/warehouse buildings worship 12. James Run Develop a Mixed Office Project with a 74,052 sq. ft. EMS facility, a 125-room hotel, 14,000 sq. ft. high turnover sit-down 8. Abingdon Business Park (Lots 1-3) construct restaurant, 44,000 sq. ft. office, 4,275 sq. ft. fast 2,064,800 sq. ft. distribution center/warehouse food restaurant with drive thru, 5,000 sq. ft. buildings convenience store with fuel pumps and car wash, 5,000 sq. ft. retail, 304-unit apartment and 100 bed assisted living facility 9. Belcamp Commercial (Lots 1 & 2) construct 13. LEMS Contracting Company, Inc. construct a 4,070 sq. ft. convenience store with fuel pumps an 8,800 sq. ft. retail trade service with outdoor and a 991 sq. ft. car wash and a 96-room hotel storage 10. Capital Exports construct an 8,000 sq. ft. 14. Riverside Business Park, Lot 36 construct a motor vehicle exports commercial building 242,940 sq. ft. warehouse/distribution center Trip Generation Rates for peak hours: Weekday: AM 7:00 9:00 PM 4:00 6:00 Weekend: hours: Daily Trip Generation Rates: Weekday: x Weekend: DATE: 07/07/2021 Other approved Capital projects to be included in analysis: 1. 2. 3. ___________________________________________________________________ 4. 5. Transit Routes (within the Study Area): Harford LINK: Route 3 Route 5 Route 7 MTA Commuter: Route 420 Enclosed map identifies location of other approved plans. Please provide site directional distribution prior to submitting TIA. Please submit one (1) digital copy of the TIA to Harford County Department of Planning and Zoning and the appropriate number of paper copies of the TIA for distribution. Pending Projects Traffic: Non-committed projects in the vicinity RESIDENTIAL NON-RESIDENTIAL JA ME S RUN " ) N RTH AS E 22 E H REDLEIF RUN " ) 462 U SH BEECHTREE ESTATES ") HOLLYWOODS 543 MONARCH GLEN G CROSSROADS COMMUNITY WOODLAWN B 999-1041 CHURCH-AYRES PROPERTY OLD PHILADELPHIA RD E LS HIL UM YN B BELCAMP JAMES RUN COMMERCIAL RIVERSIDE S N T (HOTEL LOT 2) BUSINESS PARK LOT 36 BELCAMP S DE CE ER M COMMERCIAL (7-11 LOT 1) C L " ) 924 PV ER YR N F ABERDEEN PROVING O "ABERDEEN PROVING ) RC HC E EK 159 GROUND GROUND £ ¤ 40 ABINGDON BUSINESS LANDS OF F.O. PARK § ¨¦ 95 MITCHELL & BROTHERS LOTS 1-3CAPITAL EXPORTS SITE " ) 24 ABINGDON ADDITION M I Lands of F.O. Mitchell & Brothers LEMS CONTRACTING Perryman Road COMPANY, INC. Background Data Map £ ¤ June 2021 ± 40 " ) 755 County:Municipality: HARFORDNONE Prefix:Route NO:Suffix:Mile Point: MD1594.43 Location: MD159-.30 MI S OF US40 Begin Sect:End Sect: 04.73 Station Desc: ROAD END TO US 40 Func Class:Location ID: 16-URBAN MINOR ARTERIALB2379 CombinationNorth EastSouth WestDir In Peak YearAADTAAWDTSingle UnitUnitK FactorD FactorSplitSplitHour 20204,3454,69511258.0960.6147.2152.79NORTH 20195,1945,51412208.0960.6147.2152.79NORTH 20185,1935,56312208.0960.6147.2152.79NORTH 20175,2325,60214198.0960.6147.2152.79NORTH 20165,1115,47114198.0960.6147.2152.79NORTH 20155,0105,36014198.0960.6147.2152.79NORTH 20144,9955,35517119.1976.4840.759.3NORTH 20135,0045,40417119.1976.4840.759.3NORTH 20124,9935,39314149.1976.4840.759.3NORTH 20115,0325,44214149.1976.4840.759.3NORTH Note BBEU; Annual Average Daily Traffic is the number of vehicles expected to pass a given location on an average day of the year. BBXEU; Annual Average Weekday Traffic is the number of vehicles expected to pass a given location on an average Weekday (Monday – Friday). Tjohmf!Voju; Percentage of Trucks (FHWA Classes 4 -7). Dpncjobujpo!Voju; Percentage of Trucks (FHWA Classes 8-13). L!Gbdups; Proportion of Annual Average Daily Traffic occurring in the 30th highest hour volume for Continuous count station and Peak hour volume for Short duration count stations. E!Gbdups; Percentage of traffic moving in the peak direction during the 30th highest hour volume for Continuous count station and Peak hour volume for Short duration count stations. Opsui!Fbtu!Tqmju; Percentage of traffic in the North or East Direction. Tpvui!Xftu!Tqmju; Percentage of traffic in the South or West Direction. Qfbl!Ipvs The direction with largest volume in the peak hour. Ejsfdujpo; County:Municipality: HARFORDABERDEEN Prefix:Route NO:Suffix:Mile Point: MU10500.5 Location: Old Philadelphia Rd west of MD 715 Begin Sect:End Sect: 00.69 Station Desc: OLD PHILADELPHIA RD TO SHORT LANE (MD 715) Func Class:Location ID: 17-URBAN COLLECTORS2000120036 CombinationNorth EastSouth WestDir In Peak YearAADTAAWDTSingle UnitUnitK FactorD FactorSplitSplitHour 20206,0036,4838.9660.8854.2545.75WEST 20197,1827,9028.9660.8854.2545.75WEST 20187,1817,6118.9660.8854.2545.75WEST 20177,2407,6708.9660.8854.2545.75WEST 20167,2457,76510.7888.6859.3140.69WEST 20157,1047,60410.7888.6859.3140.69WEST 20146,9237,41310.7888.6859.3140.69WEST 20136,9427,50210.7888.6859.3140.69WEST 20126,9217,48110.7888.6859.3140.69WEST 20116,9807,54010.7888.6859.3140.69WEST Note BBEU; Annual Average Daily Traffic is the number of vehicles expected to pass a given location on an average day of the year. BBXEU; Annual Average Weekday Traffic is the number of vehicles expected to pass a given location on an average Weekday (Monday – Friday). Tjohmf!Voju; Percentage of Trucks (FHWA Classes 4 -7). Dpncjobujpo!Voju; Percentage of Trucks (FHWA Classes 8-13). L!Gbdups; Proportion of Annual Average Daily Traffic occurring in the 30th highest hour volume for Continuous count station and Peak hour volume for Short duration count stations. E!Gbdups; Percentage of traffic moving in the peak direction during the 30th highest hour volume for Continuous count station and Peak hour volume for Short duration count stations. Opsui!Fbtu!Tqmju; Percentage of traffic in the North or East Direction. Tpvui!Xftu!Tqmju; Percentage of traffic in the South or West Direction. Qfbl!Ipvs The direction with largest volume in the peak hour. Ejsfdujpo; County:Municipality: HARFORDNONE Prefix:Route NO:Suffix:Mile Point: CO4260.1 Location: SPESUTIA RD-.10 MI S OF US40 Begin Sect:End Sect: 00.78 Station Desc: US 40 TO MD 159 Func Class:Location ID: 17-URBAN COLLECTORB120033 CombinationNorth EastSouth WestDir In Peak YearAADTAAWDTSingle UnitUnitK FactorD FactorSplitSplitHour 20204,8225,212411.364.4649.4550.55SOUTH 20195,7716,351411.364.4649.4550.55SOUTH 20185,7706,120411.364.4649.4550.55SOUTH 20175,9726,33231472.6149.3450.66SOUTH 20165,8316,24131472.6149.3450.66SOUTH 20155,7206,12031472.6149.3450.66SOUTH 20144,8825,222410.1359.452.547.5SOUTH 20134,8915,281410.1359.452.547.5SOUTH 20124,8805,270410.1359.452.547.5SOUTH 20114,2714,6119.6561.4950.6549.35SOUTH Note BBEU; Annual Average Daily Traffic is the number of vehicles expected to pass a given location on an average day of the year. BBXEU; Annual Average Weekday Traffic is the number of vehicles expected to pass a given location on an average Weekday (Monday – Friday). Tjohmf!Voju; Percentage of Trucks (FHWA Classes 4 -7). Dpncjobujpo!Voju; Percentage of Trucks (FHWA Classes 8-13). L!Gbdups; Proportion of Annual Average Daily Traffic occurring in the 30th highest hour volume for Continuous count station and Peak hour volume for Short duration count stations. E!Gbdups; Percentage of traffic moving in the peak direction during the 30th highest hour volume for Continuous count station and Peak hour volume for Short duration count stations. Opsui!Fbtu!Tqmju; Percentage of traffic in the North or East Direction. Tpvui!Xftu!Tqmju; Percentage of traffic in the South or West Direction. Qfbl!Ipvs The direction with largest volume in the peak hour. Ejsfdujpo; APPENDIX V SITE TRIP DATA & PLAN