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HomeMy WebLinkAbout05-08 Traffic Impact AnalysisPatton Harris Pus. Associates Engneers. Surveyors. Planners. Lcndsccpe Architects. 10212 Governor Lane Blvd, Suite 1 007 P Williamsport, 23 Maryland 21 795 Phone:301 2234010 Fax: 301.223.6831 To: Matt Smith Organization /Company: Virginia Deparunent of Transportation From: Michael Glickman, PE Date: June 11, 2008 A Supplemental Analysis to: An Addendum to: A Tra/fic Impact Project Name /Subject: Analysis oft -8i Distribution Center PHR +A Project Number: 14596 Per your request, Patton Harris Rust Associates (PHR +A) has prepared this document to provide supplemental analysis to the memorandum titled: An Addendum to: A Traffic Impact Analysis of 1 -81 Distribution Center, dated February 22, 2008, by PHR +A. The proposed 1 -81 Distribution Center will be located along the west side of Route 11, south of Rest Church Road, in Frederick County, Virginia. The purpose of this document is to provide revised analyses assuming via single site driveway in lieu of the two site- driveways shown in the February 22, 2008 report. The proposed driveway is to be located along the west side of Route 11, opposite Branson Spring Road. PHR +A recently conducted weekday AM /PM peak hour turning movement counts at the intersection of Route 11 /Branson Spring Road. This document presents the revised traffic analyses at the intersection of Route 11 /Branson Spring Road /Site driveway during 2010 build -out conditions. All methodology as well as all other study area intersection results remain consistent with the aforementioned memorandum titled: An Addendum to: A Traffic Impact Ana//y is ofI -81 Distribution Center, dated February 22, 2008, by PHR +A. Figure 1 below shows the 2010 build -out traffic conditions peak hour volumes and ADT as well as 2010 build -out lane geometry and levels of service at the intersection of Route 11 /Branson Spring Road /Site- driveway. JUN 1 3 2008 Memorandum Page 1 of 2 Patton Harris Ruch Associates No Scale 2010 Build -out Volumes (C )C Signalized Overall Intersection ir 2010 Build -out LOS 1,05 =A(C) Site- drive C(g) a so n Sizing Road AM Peak Hour (PM Peak Hour) Average Daily Tripsb AM Peak Hour (PM Peak Hour) Memorandum Figure 1 2010 Build -out Traffic Conditions LOS Route 11 Site- driveway Engineers Surveyors Planners Landscape Architects To: VDOT Page 2 of 2 1 -81 Distribution Center 2010 Build -out onditions_AM 24: Site driveway Route 11 6/11/2008 Patton Harris Rust Associates Lane Group. EBL-, EBT EBR WBL_ WBT WBR ,NBL NBT NBR SBL SBT-. SBR Lane Configurations 4+ 40 'I 'p 4 r Volume (vph) 44 0 19 9 0 6 85 494 7 5 776 199 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1 1900 1900 1900 1900 1900 1900 Storage length (ft) 0 0 0 0 1 0 0 0 Storage Lanes 0 0 0 0 1 0 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.960 0.944 0.998 0.850 Flt Protected 0.966 0.971 0.950 Satd. Flow (prof) 0 1727 0 0 1707 0 1770 1859 0 0 1863 1583 Flt Permitted 0.781 0.816 0.273 0.997 Satd. Flow (perm)_ 0 1397 0 0 1435 0 509 18 0 0 1857 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 21 7 3 221 Link Speed (mph) 30 30 30 30 Link Distance (ft) 686 753 8030 5500 Travel Time (s) 15.6 17.1 182.5 125.0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 49 0 21 10 0 7 94 549 8 6 862 221 Shared Lane Traffic Lane Group Flow (vph) 0 70 0 0 17 0 94 557 0 0 868 221 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00' 1100 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 1 Detector Template Left Thru Left Thru Left Thru Left Thru Right LeadingDetector(ft) 20 100 20- '100 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0_ 0 0 0 0 1/ 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 20 Detector CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ez Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 OM 0,0 0.0 OA 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 OM 0.0 M0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 6 Detector Phase 4 4 8 8 2 2 6 6 6 Synchro 7 Report Page 1 1 -81 Distribution Center 2010 Build -out onditions_AM 24: Site driveway Route 11 Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 0 (0 Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 50 Patton Harris Rust Associates 6/11/2008 1 d t 1 t Lane rGroup °EBL _EBT EBR" .WBL WBTL- WBR, .NBL _NBT NBR: _SBL SBT: SBR Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None C -Min C -Min C -Min C -Min C -Min Act Effct Green (s) 8.6 8.6 63.0 63.0 63.0 63.0 Actuated g/C Ratio 0.11 0.11 0.79 0.79 0.79 0.79 vlc Ratio 0.42 0.11'.. 0.23 0.38 0.59 0.17 Control Dela y 32.0 25.1 5.5 4.7 7.2 09 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.0 25.1 5.5 4.7 7.2 0.9 LOS C A A A A App Delay 32.0 25.1 4.8 5.9 Approach LOS C C A A 90th %Ile Green (s) 12.2 12.2 12.2 12.2 55.8 55.8 55.8 55.8 55.8 90th %ile Term Code Gap Gap Hold Hold Coord Coord Coord Coord Coord, 70th %ile Green (s) 9.8 9.8 9.8 9.8 58.2 58.2 58.2 58.2 58.2 70th %vile Term Code Gap Gap Hold Hold Coord Coord Coord Coord Coord 50th %ile Green (s) 8.2 8.2 8.2 8.2 59.8 59.8 59.8 59.8 59.8 50th %Ile Term Code Gap Gap Hold Hold Coord Coord Coord Coord Coord 30th %Ile Green (s) 6.6 6.6 6.6 6.6 61.4 61.4 61.4 61.4 61.4 30th %ile Term Code Gap Gap Hold Hold Coord Coord Coord Coord Coord 10th %ile Green (s) 0.0 0.0 0.0 0.0 74.0 74.0 74.0 74.0 74.0 .10th %Ile Term Code Skip Skip Skip Skip Coord Coord Coord Coord Coord Queue Length 50th (ft) 23 5 11 78 161 0 Queue Length 95th (ft) 59 22 36 153 323 17 Internal Link Dist (ft) 606 673 7950 5420 (Turn Bay Length (ft) 150 Base Capacity (vph) 180 172 409 1494 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.39 0.10 0.23 0.37 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 12.0 12.0 12.0 12.0- 12.0 12.0 12.0 12.0 12.0 14.0 14.0 0.0 14.0 14.0 0.0 66.0 66.0 0.0 66.0 66.0 66.0 17.5% 17.5 0.0% 17.5% 17.5 0.0% 82.5% 82.5% 0.0% 82.5% 82.5% 82.5% 8.0 8.0 8.0 8.0 60.0 60.0 60.0 60.0 60.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 0.0 0.0 0.0 0.0 0.0 0:0 0.0 0.0 00 0.0 0.0 0.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 6.0 1492 1316 0 0 0 0 0 0 0.58 0.17 Synchro 7 Report Page 2 r 02 I N O Cr'' e4 66s 1 14 s dl 06 if o8 66s I I 14s 1 -81 Distribution Center 24: Site driveway Route 11 Control Type:_Actuated- Coordinated_ Maximum v/c Ratio: 0.59 Intersection Signal Delay: 6.7 Intersection Capacity Utilization 85.6% Analysis Period (min) 15 Splits and Phases: 24: Site driveway Route 11 Patton Harris Rust Associates Intersection LOS: A ICU Level of Service E 2010 Build -out onditions_AM 6/11/2008 Synchro 7 Report Page 3 1 -81 Distribution Center 2010 Build -out Condiitons_PM 24: Site driveway Route 11 611112008 k- 4\ t t v l r Lane Group: EBL EBT. EBR 'WBL-_ WBT aWBR NBL c °,NB-F- NBR ..SBL SBT,..-SBR Lane Configurations 4. 4+ /I 1+ 4 r Volume (vph) 168 0 72 6 0 5 24 929 11 2 633 56 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)__ 0 _0 0 0 150 0 0 0 Storage Lanes 0 0 0 0 1 1 TaperLength(ft) 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.960 0.938 0.998. 0.850 Flt Protected 0.966 0.974 0.950 Satd. Flow (prof) 0 17_27 0 0 1702 0 1770 1859 0 0 1863 1583 Flt Permitted 0.784 0.833 0282 0.996 Satd. Flow (perm) 0 1402 0 0 1455 0 525 1859 0 0 1855 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 37 6 1 _62 Link Speed (mph) 30 30 30 30 Link Distance (ft) 686 802 7981 5500 Travel Time (s) 15.6 18.2 181.4 125.0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0:90 0.90 0.90 0.90 Adj_Flow (vph) 187 0 80 7 0 6 27 1032 12 2 703 62 Shared Lane Traffic Lane Group Flow (vph) 0 267 0 0 13 0 27 1044 0 0 705 62 Enter Blocked Intersection No No No No No No No No No No No NO Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median-Width-(ft) 0 0 12 12 0 0 0 16 16 16 Yes Yes 1.00 -1700 1.00 1.00 1.00 1.00 15 9 15 9 2 r 1 2 1 Left Thru Left Thru Right 20 P100 1 20 100 20 0 0 0 0 0 Detector 1 Position(ft): 0 0 0-. 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 6 20 6 20 6 20 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Patton Harris Rust Associates Link Offset(ft) 0 Crosswalk Width(ft) 16 Two way Left Turn Lane Headway Factor 1.00 1 1.00 Turning Speed (mph) 15 9 Number of Detectors 1 2 Detector Template Left Thru Leading Detector (ft) 20 1 00 Trailing Detector (ft) 0 0 Detector 1 Channel Detector 1;c-tent-I(s) 0.0_ 0.0 Detector 1 Queue (s) 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 Detector 2 Position(ft) 94 Detector 2 Size(ft) 6 Detector 2 Type CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type Perm Protected Phases 4 Permitted Phases 4 Detector Phase 4 4 1.00 1.00 1.00 Perm 0.0 0 0 25 .25 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 94 94 6 S_ 6 CI +Ex CI +Ex CI +Ex 0.0 0.0 Perm -Perm Perm 2 6 2 6 6 2 2 6 6 6 Synchro 7 Report Page 1 1-81 Distribution Center 2010 Build-out Condiitons_PM 24: Site-driveway Route 11 6/11/2008 Lane Group EBL ,,EBT-L;;_;EBRic.. WBL WBT. --,7-WBR, t NBL, -NBT:.-• NBR P.. SBL -.SBT 7SBR Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) i 12.0 12.0 1Z0 12.0 12.0 12•0 12.0 12.0 12.0 Total Split (s) 44.0 0.0 44,0 44.0 0.0 36.0 36.0 0.0 36.0 36.0 36.0 TotalSplit 55.0% 51 mook 55.0% 55.0% 0.0% 45.0% 45.0% 0.0% 45.0% 45.0% 45.0% Maximum Green (s) 38.0 38.0 38.0 38.0 30.0 30.0 30.0 30.0 30.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adju_st (s) 0.0 0.0 0.0 0.o 0.0 Q0 0.0 0.0 o.o of) om 0.0 Total Lost Time (s) 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 6.0 Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None C-Min 0-Min C-Min C-Min C-Min 'Act Effct Green (s) 19.3 19.3 48.7 48.7 48.7 48.7 Actuated g/C Ratio 0.24 0.24 0.61 0.61 0.61 0.61 'y/c Ratio 0.73 0.04 0.08 0.92 0.62 0.06 Control Delay 34.6 15.0 9.9 31.8 14.8 3.1 Queue Delay 0.0 �O o.o o.o OI b.( Total Delay 34.6 15.0 9.9 31.8 14.8 3.1 LOS- B A C B A Approach Delay 34.6 15.0 31.3 13.9 Approach LOS C B 4 C B 90th %Ile Green (s) 28.1 28.1 28.1 28.1 39.9 39.9 39.9 39.9 39.9 90th Voile Term Code Gap- Gap. Hold Hold Coord Coord Coord Coord Coord 70th Voile Green (s) 22.9 22.9 22.9 22.9 45.1 45.1 45.1 45.1 45.1 70th %ile Term Code Gap Gap Hold Hold Coord Coord Coord Coord Coord 50th %Ile Green (s) 19.3 19.3 19.3 19.3 7 8.7 48.7 48.7 48.7 48.7 50th Term Code Gap Gap Hold Flold Coord Coord Coord Coord Coord 30th %ile Green (s) 15.7 15.7 15.7 15.7 52.3 52.3 52.3 52.3 52.3 30th %Ile Term Code Gap Gap Hold Hold Coord Coord _i_Coord Coord Coord 10th %ile Green (s) 10.7 10.7 10.7 10.7 57.3 57.3 57.3 57.3 57.3 i1Oth %ile Term Code Gap Gap Hold Hold Coord Coord Coord Coord Coord Queue Length 50th (ft) 106 3 5 419 200 0 Queue Length 95th (ft) 161 14 21 #851 413 1 18 Internal Link Dist (ft) 606 722 7901 5420 Turn Bay Length (ft) 150 Base Capacity (vph) 685 694 319 1131 1128 987 Starvation Cap Reductn 0 6_ b o_ o 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage tap Reductn o o 0 0 0 0 Reduced v/c Ratio 0.39 0.02 0.08 0.92 0.63 0.06 Intersection Summary- Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 70 Patton Harris Rust Associates 1- 4 k t P I Synchro 7 Report Page 2 1 -81 Distribution Center Splits and Phases: 24: Site driveway Route 11 Patton Harris Rust Associates 2010 Build -out Condiitons_PM 24: Site driveway Route 11 6/11/2008 Control Type: Actuated- Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay 25.3 Intersection LOS: C Intersection Capacity Utilization 78.2% ICU Level of Service D Analysis Period (min):15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Synchro 7 Report Page 3 I II 02 o4 36 s 44's 1 4 1"`" 06 ,1 08 36s 1 1 44s I 1 1 -81 Distribution Center Splits and Phases: 24: Site driveway Route 11 Patton Harris Rust Associates 2010 Build -out Condiitons_PM 24: Site driveway Route 11 6/11/2008 Control Type: Actuated- Coordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay 25.3 Intersection LOS: C Intersection Capacity Utilization 78.2% ICU Level of Service D Analysis Period (min):15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Synchro 7 Report Page 3 Patton Harris Rust Associates rid nears. Surveyors. Planners. Lmdsccpe Architects. P 10212 Governor Lane ant Suite 1007 Williamsport, Maryland 21795 Phone: 301.223.4010 Fax 301 223.6831 Memorandum To: Board of Supervisors Organization/Company: Frederick County, Virginia From: Michael Glickman, PE Date: February 22, 2008 Project Name /Subject: An Addendum to: A Traffic Impact Analysis of 1-81 Distribution Center PHR +A Project Number: 14596 Patton Harris Rust Associates (PHR +A) has prepared this memorandum as an addendum to the proposed I -81 Distribution Center located along the west side of Route 11, south of Rest Church Road, in Frederick County, Virginia. In accordance with Frederick County comments relating to the PHR +A traffic impact study titled: A Traffic Impact Analysis of I -81 Distribution Center, dated May 30, 2007, this document presents revised traffic analyses to reflect modifications in background and proposed development trip generation. Accordingly, PHR +A has revised the background and build -out conditions analyses to include: The recently approved Rutherford Crossing development as a Background Development with the revised and approved TIA counts (see page 2); Use of ITE Code 150, for square footage calculation of trip generation; Limitation of development potential to 750,000 square feet of development using ITE Code 150. Office uses will be ancillary to the primary use, and is accommodated by ITE Code 150; This report constitutes a Worst Case Scenario analysis. All methodology remains consistent with the aforementioned May 30, 2007 study. PHR +A has provided analyses for 2010 background and build -out conditions. 2010 BACKGROUND CONDITIONS Using the 7 ‘Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report, PHR +A has provided Table 1 to summarize the 2010 "other developments" trip generation. Figure 1 shows the 2010 background developments AM /PM peak hour traffic volumes and ADT (Average Daily Trips) at each of the study area intersections. Figure 2 shows the corresponding background lane geometry and AM /PM peak hour levels of service. All Synchro levels of service worksheets are included in the Appendix section of this memorandum. Page 1 of9 Patton Harris Rust Associates Table 1 2010 Background Developments Trip Generation Summary AM Peak Hour In Out Total Memorandum To: VDOT Page 2 of 9 Code Land Use Amount Sempelcs Property (Partial Build -out) 130 Industrial Park 598,950 SF 820 Retail 49,000 SF Total Clearbrook Properties (Full Build -out) 120 GA Heavy Industrial 120,000 SF 932 H -T Restaurant 8,000 SF Total Rutherford's Farm Industrial Park (Full Build -out) 130 Industrial Park 215,000 SF 862 Home Impr. Superstore 117,000 SF 815 Discount Store 127,000 SF 814 Specialty Retail 187,147 SF 932 H -T Restaurant 5,000 SF 934 Fast Food w/ DT 4,500 SF 932 H -T Restaurant 4,800 SF 932 H -T Restaurant 5,500 SF 932 H -T Restaurant 7,200 SF 912 Drive -in Bank 4,100 SF Total Other Developments 730 FEMA 350 employees 812 Building/Lumber Store 15,000 SF Total Total of all Developments 336 74 409 62 40 102 398 113 511 54 7 61 48 44 92 102 52 153 152 33 186 76 65 140 73 34 107 139 89 228 30 28 58 122 117 239 29 27 55 33 30 63 43 40 83 28 22 51 725 485 1,210 North Stephenson Tract OMPS Property (Full Build out) 110 Light Industrial 800,000 SF 752 103 855 Total 752 103 855 Stephenson Village (Partial Build -out) 210 Single Family Detached 429 units 77 232 310 220 Apartment 240 units 20 103 123 230 Townhouse /Condo 390 units 26 125 150 251 Elderly Housing Detach 266 units 29 51 80 253 Elderly Housing Attach 72 units 3 2 5 Total 155 513 667 190 24 214 26 13 39 216 37 253 2,347 1,302 3,649 PM Peak Hour In Out Total 106 398 503 188 203 391 293 601 894 3 20 23 53 34 87 56 54 110 44 164 208 135 152 287 321 321 643 207 264 471 33 21 55 81 75 156 32 20 52 37 23 60 48 31 79 94 94 188 1,031 1,165 2,197 118 863 981 118 863 981 255 144 399 100 49 149 127 62 189 78 44 123 4 3 7 564 302 866 86 /91 277 33 37 70 119 228 347 2,181 3,213 5,394 ADT 3,719 4,271 7,990 180 1,017 1,197 1,814 3,581 7,115 8,044 636 2 ,233 610 699 915 1,004 26,652 5,874 5,874 4,290 1,573 3,393 1,064 251 10,570 2,713 639 3,352 55,635 Engineers Surveyors Planners Landscape Architects Patton Harris Rust Associates P Figure 1 2010 Background Traffic Conditions Memorandum Engineers Surveyors Planners Landscape Architects To: VDOT Page 3 of 9 AM Peak Hour(PM Peak Hour) Note: Alignment of Hopewell Road/Brucetown Road is assumed. \s} ragU uhal nps�.o- 9 Patton Harris Rust Associates -P r Figure 2 Memorandum To: VDOT Page 4 of 9 Signalized Intersection LOS =B {C) "Suggested Improvements" Signalization 0 4 Unsignalized _c Intersection otew Roa ('M Signalized Intersection LOS =B(B) BNCetown Road No Scale Roa Signalized Intersection LOS=C(C) Signalized "New Intersection" Intersection WB 4th Leg LOS =B(C) EB 1 Left "Suggested Improvements" SignalLSllon ER I Right WB- 1 Right Alignment of Hopewell Rd/ Brucelown Rd C(C) AM Peak Hour (PM Peak Hour) Denotes Unsignalized Critical Movement Denotes two -way left turn lane 2010 Background Lane Geometry and Levels of Service Engineers Surveyors Planners Landscape Architects Code Land Use Amount AM Peak Hour PM Peak Hour ADT In Out Total In Out Total 150 Warehousing 750,000 SF 285 63 347 80 240 320 3,110 Total 285 63 347 80 240 320 3,110 TRIP GENERATION 2010 BUILD -OUT CONDITIONS Patton Harris Rust Associates Table 2 Proposed Development: 1-81 Distribution Center Trip Generation Summary TRIP DISTRIBUTION AND TRIP ASSIGNMENT Memorandum Engineers Surveyors Planners Landscape Architects To: VDOT Page 5 of 9 Using the 7th Edition of the Institute of Transportation Engineers' (ITE) Dip Generation Report, PHR +A has prepared Table 2 to summarize the revised trip generation associated the proposed I- 81 Distribution Center. The distribution of trips remains consistent with the May 30, 2007 report. Figure 3 shows the development generated AM /PM peak hour trips and ADT assignments at each of the study area intersections. The I -81 Distribution Center assigned trips (Figure 3) were added to the 2010 background traffic volumes (Figure 1) to obtain 2010 build -out conditions. Figure 4 shows the 2010 build -out ADT and AM /PM peak hour traffic volumes at each of the study area intersections. Figure 5 shows the respective 2010 build -out lane geometry and AM /PM peak hour levels of service. All Synchro levels of service worksheets are included in the Appendix section of this memorandum. Patton Hams Rust Associates r Figure 3 Development- Generated Trip Assignments Memorandum Engineers Surveyors Planners Landscape Architects To: VDOT Page 6 of 9 even Roa Note: Alignment of Hopewell RoadBrucetown Road AM Peak Hour(PM Peak Hour) is assumed. 'lscragSlD tiiSi rilri Patton Harris Rust Associates Note: Alignment of Hopewell RoadBrucetown Road is assumed. AM Peak Hour(PM Peak Hour) P 4 2010 Build -out Traffic Conditions Memorandum Engineers Surveyors Planners Landscape Architects To: VDOT Page 7 of 9 Patton Harris Rust Associates Unsignalized Intersection e ®Y Signalized Intersection LOS=B(B) Signalized Intersection LOS =B(B) "Suggested Improvements" Signalization otewell Road S ignalized F� Intersection G .ti LOS=C(C) r` o Site Drive I SITE Sit rlve #2 Bmcetown Road Unsignalized Intersection C nic e/own *4)F o ignalized Intersection LOS=A(B) 4 No Scale Signalized New Intersection Intersection WB 4th Leg LOS =B(C) EB- I Left (Th saita 1 IL 4. a A C(D) Signalized Intersection LOS=C(C) "Suggested Improvements" Signalizalion EB- 1 Left +1 Right WB 1 Right Alignment of Hopewell Rd Bruceton Rd AM Peak Hour (PM Peak Hour) Denotes Unsignalized Critical Movement Denotes two -way left turn lane r P H RA I Figure 5 2010 Build -out Lane Geometry and Levels of Service Memorandum Engineers Surveyors Planners Landscape Architects To: VDOT Page 8 of 9 No. Intersection Direction Improvements required to maintain overall 1.0S'7" or better Revised 2o0:{Analy b, May 30.2007 Analysis Scenario A Scenario B Rest Church Rawl and 1 -81 SB ramp Eastbound Westbound Northbound Southbound -No lmpmvemenls No Improvements No Improvements 2 RRest CChurch R Church tetrad and 1 -81 NB ramp Eastbound Waetbxnd Northbound Southbound mpmv Nol Improvements Vol Improvements nrymvc Improvements -NoI mu Route 11 and RCA Church Road Eastbound Westbound Northbound Southbound -1 lefLwm lane' Fourth Leg' -1 left-turn lane Fourth leg I le(HUm Iane Fourth Leg* Route lland Silo- Drive et Fnlmand Westbound Northbound Southbound New N¢rser4un (Lndgnalrscd dg bin/right-out) New Intersection (Unsignalized right-in/right-out) New Intersection Nmlgnalieed rig biNtigM -o Route ii »Zito- Drive Fogbound Westbound Northbound Southbound New Inleoecmm Signali•alion New Intersection (Unsignallzed) New Intersection Signalisauon 6 Rome I I and Hopewell Road/Brucetown Road EwtbmW Westbound Northbound &mdROUnd -1 righteum lane' I IHrtum lane I dghl'mm lane' SignLizautn• &Alignment. I IetHme lane* 1 right-tom lave' I nghl -lum lane• I right-tuns lane' I righHUm lane' Signalization• &Alignment* -1 left-tom lane' I right -turn lane I right -mm lane' l righblum lane* I right -Wm lane* Signalizalion' &Alignment' Hopewell Road and 1-81 NB ramp Eastbound Westbound Northbound Southbound No Improvements No Improvements No lmpmvements 8 Hopewell Ram] and 1.81 SB ramp Eastbound Westbound Nonhbound Southbound Slgnalizauon• No Improvements -No Improvements Patton Harris Rust Associates CONCLUSION Improvements required during 21110 Background Conditions Table 3 1 -81 Distribution Center Comparison o Improvements Required 2010 Build out Traffic Conditions Memorandum Engineers Surveyors Planners Landscape Architects To: VDOT Page 9 of 9 Based upon the Synchro analysis results, all suggested improvements are a direct result of Background Traffic Conditions, with the exception of a single eastbound left turn lane on Brucetown Road (and the site related improvements). The Development Generated Impact to study area intersections is minimal. The reconstruction and alignment of the Hopewell /Brucetown /Route 11 intersection is an important road improvement for the corridor, because it is the only intersection in which failing movements can be identified over time. All the study area intersections will maintain the county requested level of service "C" or better during 2010 build -out conditions. Background Developments should be required to resolve the impacts generated by their respective projects. Table 3 summarizes the improvements required during 2010 build -out conditions per the revised analysis as well as per the May 30, 2007 study. iJTon Harris Ru•& Associates Engineers. Surveyors. Planners. Landscape Architects. To: Organization /Company: From: Date: Project Name/Subject: T R +A Project file Number: cc: 10212 Governor Lane Blvd., Suite 1007 Williamsport, MD 21795 T 800.616.8286 T 301.223.4010 F 301.223.6831 Lloyd Ingram VDOT Michael Glickman, P. E. May 30, 2007 Response to March 22, 2007 VDOT comments regarding the report titled: A Traffic Imbact Analysis of the 1 Distribution Center dated December 1, 2006. 14596 -1 -0 Test Short Memorandum request, PHR +A (Patton Harris Rust Associates) has prepared this memorandum to provide _uses to the March 22, 2007 VDOT comments regarding the report titled: A Traflu Inroad Analysis of the 1 Distribution Center, dated December 1, 2006: T Comment #1: The applicant used the number of employe s for the tap generation, which ..._d one employee per 5000 square feet There is no basis for this assertion_ and therefore fed that this a1 flaw. The study should use the I i L trip rate based on square footage of the proposed facility. PHR +A Response: PHR +A performed a tap generation scud; based upon three (3) comparable uses: 1) Home Depot Distribution Center (750,000 square feet); 2) Orgill, Inc Distribution Center '740,000 square feet) and 3) Target Distribution Center (1,300.0W square feet). The results of this study- (that was submitted to VDOT on April 20, 2007) revealed lower AM and PM peak hour trip generation volumes than those shown in the December 1, 2006 traffic study. However, based upon discussion between VDOT /County /PHR +A /BPG (Client) at the Apr; 24, 2007 VDOT /Engineers meeting in Edinburg, Virginia, a second scenario wr71 be contemplated that assumes the worst -case Office (I11. Code 710) use of 220,000 square feet which equals /exceeds the peak hour volumes based upon 750,000 square feet of Warehousing (Il'E Code 150) using the aforementioned square footage rate. Comment #2: Referencing Figure 2, Page 3, please explain why existing traffic volumes in this figure does not match the traffic counts in the appendix. PHR +A Response: The existing traffic volumes shown in the Figure 2 are greater than the traffic counts due to the balancing of traffic volumes between intersections. Patton Harris Rust A• ciates Memorandum Page 2 VDOT Comment #3: Referencing Figure 2, Page 3, please explain why the Average Daily Trips (ADT's) in this future are consistently higher the 2005 AADTs, based on VDOT traffic counts. PHR +A Response: The Average Daily Trips shown in Figure 2 are based upon the 2006 PHR +A peak hour traffic counts and "k" factor of 9.2%. PHR +A calculated `h" factor from 24 -hour rube counts. VDOT Comment #4: Referencing Table 1, Page 5, it states "Sempeles Property" and Stephenson Village" will be partial built -out by 2010. Please explain what "partial" means related to the amount of traffic to be generated during background conditions for the subject application. PHR +A Response: The full build -out of the deveiopmenrs of Sempeles Property and Stephenson Village will be Year 2012 and Year 2015, respectively. The study scope of the 1-81 disttibudon Center is limited to Year 2010. Therefore, PHR +A has assumed the Phase 1 completion of Stephenson Village and 50% completion of the Sempeles. VDOT Comment #5: Please provide detailed information about background conditions traffic distribution. PHR +A Response: PHR +A will provide Figures showing trip assignments for each background development in the revised TIA. VDOT Comment #6: The Rest Church Road /I -81 NB Ramps lane configtnarion in the HCS report does not match Figure 3. Please explain PHR +A Response: The HCS file contained an input inaccancv_ Revising the HCS files, per the Figure 3 lane geometry at the intersection of Rest Church Road /I -S1 NB Ramps, does not result in a Change to movement /approach /overall LOS. VDOT Comment #7: Please provide complete HCS Report for Background Conditions and 2010 Built Out conditions. PHR +A Response: Complete HCS report will be provided in the revised TIA. VDOT Comment #8: Referencing Figure 6, Page 9, the applicant has assumed 40% traffic coming from I -81N and another 40% form I -81S. Please explain why half of the vehicles from I -81N use exit 321 and the other half use exit 323. PHR+A Response: The proposed site is located approximately equidistant between Exit 321 and Exit 323 along the east side of I -81. For conservative purposes, PHR +A assumed vehicles from 1- 81 and I -81S would utilize both exits to access the property. Engineers Surveyors Planners Landscape Architects A Traffic Impact Analysis of the I -81 Distribution Center (Fotuterl_y the Clearbrook Distribution Center) Located in: Frederick County, Virginia Prepared for. Berwind Property Group, Ltd.. 1500 Market Street 3000 Center Square Street Philadelphia, PA 19102 Prepared b': Patton Harris Rust Associates, p_c Engineers. Surveyors. Planners. Lmdsccpexcr ec`s. 10212 Governor Lane Blvd, Suite 1007 Williamsport, Maryland 21795 T 301.223.4010 F 301 .223.6831 May 30, 2007 (Revised from December 1, 2006 submission) OVERVIEW Report Summary Patton Harris Rust Associates (PHR +A) has prepared this document to present the traffic impacts associated with the proposed I -81 Distribution Center (formerly submitted as the Clearbrook Distribution Center) located along the north side of Hopewell Road, west of Route 11 (Martinsburg Pike), in Frederick County, Virginia. PHR +A has provided analysis for two (2) alternate build -out conditions. Scenario A assumes that the proposed project will include 750,000 square feet of Warehouse. Scenario B assumes the proposed development of 220,000 square feet of office. Access to the site will be provided via two (2) site driveways along the west side of Route 11 (Martinsburg Pike); the northern entrance is to be "right- in/right -out" only. The project is to be built -out over a single transportation phase by the year 2010. Figure 1 is provided to illustiate the location of the proposed I -81 Distribution Center with respect to the surrounyfinu roadway network. Methodology The traffic impacts accompanying the I -81 Distribution Center were obtained through the following sequence of activities: Assessment of background traffic including other planned projects in the study area, Calculation of trip generation for the proposed I -81 Distribution Center, Distribution and assignment of the I -81 Distribution Center dw generated trips onto the completed roadway network, Analysis of capacity and level of service using the iatest version of the highway capacity software, HCS for existing and future conditions- P 1 4-i f A Traffic Impact Analysis of the I -81 Distribution Center Project Number: 14596 -1 -0 May 30, 2007 Page 1 EXISTING CONDITIONS PHR +A conducted AM and PM peak hour manual turning movement counts at the intersection of Route 11 (Martinsburg Pike) /Hopewell RoadBrucetown Road, Hopewell Road/ I -81 northbound ramps, Hopewell Road/ I -81 southbound ramps, Route 11/ Rest Church Road (Route 669), Rest Church Road/ 1 -81 northbound ramps and Rest Church Road/ I -81 southbound ramps. ADT (Average Daily Traffic) was established along each of the study area roadway links using a "k" factor (the ratio of PM peak hour traffic volumes to 24 -hour traffic volumes) of 9.2 based on the published Virginia Department of Transportation (VDOT) traffic count data Per the VDOT comments for the adjacent development of Clearbrook Properties, PHR +A has balanced the existing traffic volumes proportionately at all the study area intersections. Figure 2 shows the existing ADT (Average Daily Trips) and AMJPM peak hour traffic volumes at key locations throughout the study area Figure 3 illustrates the respective existing lane geometry and levels of service. All traffic count dzti and HCS- levels of service worksheets are included in the Appendix section of this report. P TI RA A Traffic Impact Analysis of the 7 -81 Distribution Center Project Number: 14596 -1 -0 May 30, 2007 Page 2 r 1 H Figure 1 Vicinity Map I -81 Distribution Center, Frederick County, Virginia A Traffic Impact Analysis of the I -81 Distribution Center Project Number: 14596 -1 -0 May 30, 2007 Page 3 No Scale HoDeWei Ro a T 62 (47 Ncet 39 (46) (66)68 2 5 q(s2) �I (47 )54 fir (67)52 H v C AM Peak Hour(PM Peak Hour) Ai�erage"'}DailyQT�ip`s,. P r Figure 2 P Rt i Existing Traffic Conditions A Traffic Impact Analysis of the 1-81 Distribution Center Project Number: 14596 -1 -0 May 30, 2007 Page 4 Signalized Th ti Intersection N dis LOS =B(B) r Signalized Intersection LOS—B(B) AM Peak Hour (PM Peak Hour) Denotes Unsignalized Critical Movement e Denotes two -way left turn lane _pHRA r Figure 3 Existing Lane Geometry and Levels of Service A Traffic Impact Analysis of the P-81 Distribution Center Project Number: 14596 -1 -0 May 30, 2007 Page 5 Code Land Use Amount I a A M Peak Hoar Oat To In PM Peak Hour Oat Taal ADT Sempele Property (Partial Baidout) 130 Industrial Park 598.950 SF 336 74 409 106 398 503 3319 820 Retail 49,000 SF 62 40 102 188 M3 341 4371 Total 398 113 511 2'93 till] 894 7x90 Cnrbroot Properties (Fall RaOdbvt) 120 W Heavy lodumol 120,000 SF 54 61 25 ISO 932 -1 -T Restaurant 8,000 SR 48 44 92 53 34 87 1 -017 Total 102 52 153 56 54 110 1.197 Rvtherford's Farm Industrial Park (Full Build-out) 130 Industrial Park 1,400,000 SF 1.022 224 1,246 Z70 1.018 1288 9,744 820 Retail 20,000 SF 36 23 60 104 113 216 2386 Total 1,058 247 1.306 374 1.131 1,504 12,130 North Stephenson Tract OMPS Property (Full Build-out) 110 Light Industrial 800,000 SF 752 103 855 118 863 981 5,874 Total 752 103 855 118 863 981 5,874 Stephenson Village (Partial Build-out) 210 Single- Family Detached 429 units 77 232 310 255 144 399 4,290 220 Apartment 240 units 20 103 123 100 49 149 1,573 230 Townhouse/Condo 390 units 26 125 150 127 62 189 3,393 251 Elderly Housing Detach 266 units 29 51 80 78 44 123 1.064 253 Elderly Housing. Attach 72 units 3 2 5 4 3 7 251 Total 155 513 667 564 302 866 10.570 PHR +A has provided analysis for two (2) alternate build -out conditions, Scenario A assumes that the proposed project will include 750,000 square feet of Warehouse. Scenario B assumes the proposed development of 220,000 square feet of office. 2010 BACKGROUND CONDITIONS Based upon the VDOT (Virginia Department of Transportation) historical average daily traffic data (between years 2002 and 2004) for Route 11 within the vicinity of the site, a growth rate of 3.5 was calculated and applied to the existing traffic volumes (shown in Figure 2) to obtain the 2010 base conditions. Additionally, PHR +A included specific future developments located within the vicinity of the proposed site. Using the 7th Edition of the Institute of Transportation Engineers' (ITE) Trio Generation Report, PHR +A has provided Table 1 to summarize the 2010 "other developments" trip generation. Tables A- 1 through A-6 are provided in the Appendix section of this report to show the trip assignment vo lumes for each background development. Figure 4 shows the 2010 background ADT and AM/PM peak hour traffic volumes at key locations throughout the study area network. Figure 5 shows the respective 2010 background lane geometry and AM/PM peak hour levels of service. All HCS+ levels of service worksheets are included in the Appendix section of this report. P 1-.Jl \--1 L 2010 TRAFFIC ANALYSES Table 1 2010 Background Developments Trip Generation Summary A Traffic Impact Analysis of the 1 -81 Distribution Center Project Number: 14596 -1 -0 May 30, 2007 Page 6 No Scale AM Peak Hour(PM Peak Hour) ry-�IlJ H7� A A�•erage!DailypTrips�', \1 r Figure 4 1 H 2010 Background Traffic Conditions A Traffic Impact Analysis of the 1-81 Distribution Center Project Number: 14596 -1--0 May 30, 2007 Page 7 Unsignalized Intersection Signalized Intersection LOS =B(B) No Scale HOp�vell Ro N Signalized Intersection LOS —4C) "New Intersection" EB 1 Left WB- 1 Thro Fourth Leg Signaled "Suggested Intersection Improvements" Signalbidon LOS --6(B) Intersection Al EB -1 Left +l Riht WB -1 Right NB 1 Sikh' SB -1 Right 44 ll (C IP AM Peak Hour (PM Peak Hour) Denotes Unsignalized Critical Movement L Denotes two-way left turn lane P 5 P 20] 0 Background Lane Geometry and Levels of Service A Traffic Impact Analysis of the I -8! Distribution Center Project Number: 14596 -0 May 30, 2007 Page 8 Code Land Use Amount In AM Peak Hour Out Total In PM Peak Hour Out Total ADT 150 Warehousing (750,000 SF)' 150 employees Total 79 79 31 31 110 110 44 44 81 81 124 124 756 756 Code Land Use Amount In AM Peak Hour Out Total In PM Peak Hour Out Total AD1, 710 Office 220,000 SF Total 310 310 42 42 352 352 55 55 270 270 325 325 2,448 2.448 TRIP GENERATION Using the 7th Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report, PHR +A has prepared Tables 2a and 2b to summarize the trip generation associated the proposed I -81 Distribution Center for Scenario A and Scenario B, respectively Table 2a Proposed Development: I -81 Distribution Center Scenario A: Trip Generation Summary Assumeda worst -cast of 1 employee per 5000 square fey- Table 2b Proposed Development: I-81 Distribution Center Scenario B: Trip Generation Summary TRIP DISTRIBUTION AND TRW ASSIGINMENT The distribution of trips, shown in Figure 6, was based upon local travel patterns for the roadway network surrounding the proposed I -81 Distribution Center site. Figures 7a and 7b show the respective development generated AM/PM peak hoar trips and ADT assignments for Scenario A and Scenario B, respectively. 2010 BUILD -OUT CONDITIONS The I -81 Distribution Center assigned trips (Figures 7a and To) were added to the 2010 background traffic volumes (Figure 4) to obtain 2010 build -out conditions. Figures 8a and 8b show the 2010 build -out ADT and AM/PM peak hour traffic volumes at key locations within the study area for Scenario A and Scenario B, respectively. Figures 9a and 9b show the respective 2010 build -out lane geometry and AM/PM peak hour levels of service for Scenario A and Scenario B, respectively. All HCS+ levels of service worksheets are included in the Appendix section of this report. A Traffic Impact Analysis of the I -81 Distribution Center Project Number: 14596 -1 -0 May 30, 2007 Page 9 No Scale 40% 10% I1\ Hop 40 10% _Site__ Drive I SITE si te Drj t 1 (1 Brucetown Road el] Roa e Ro -PH RA r Figure 6 Trip Distribution Percentages A Traffic Impact Analysis of the I -81 Distribution Center Project Number: 14596 -1 -0 May 30, 2007 Page 10 tr No Scale AM Peak Hour(PM Peak Hour) Average; Daily; Trips a"�,� PHI- r Figure 7a Scenario A: Development- Generated Trip Assignments A Traffic Impact Analysis oldie 1 -81 Distribution Center Project Number: 14596 -1 -0 May 30, 2007 Page 11 No Scale LP Figure 7b Hote.ell Ro Site Dr SITE Site Driven 2 ittion b ruceta n n AM Peak Hour(PM Peak Hour) �A�•erage;Diily Trips Scenario B: Development- Generated Trip Assignments A Tragic Impact Analysis of the 1-81 Distribution Center Project Number: 14596 -1 -0 May 30, 2007 Page 12 No Scale AM Peak Hour(PM Peak Hour) *,M!Aiera`ge Dailv„TripsW _PHR r Figure Sa Scenario A: 2010 Build -out Traffic Conditions A Tragic Impact Analysis of the T8/ Distribution Center Project Number: 14596 -1 -0 May 30, 2007 Page 13 Site Driv SITE Site Drive #2 AM Peak Hour(PM Peak Hour) Scenario B: 2010 Build -out Traffic Conditions A Tragic Impact Analysis of the 1 -81 Distribution Center Project Number: 14596 -1 -0 May 30, 2007 Page 14 No Scale Right in Right out 4 Unsignalized Intersection Unsignalized Intersection Signalized Intersection w LOS =B(B) O Unsignalized Intersection 1 Site 1 Dove I SITE Site D rive 2 Signalized Intersection LOS =B(B) Signalised Intersection LOS =C(C) e■ Intersection EB- I Left NB 1 Thro Fourth Le; P Brucero 1 Sgmlized Sogested mprovr Intersection Intersection Imems LOS =B(B) Intersection ,Vgrrmem EB -I Left +1 Right WS -1 Right NB 1 Right SB- I vein 4 7 cto 1 '!r AM Peak Hour (PM Peak Hour) Denotes Unsignalized Critical Movement Denotes two -way left turn lane F Figure 9a Scenario A: 2010 Build -out Lane Geometry and Levels of Service A Traffic Impact Analysis or the 1 -81 Distribution Center Project Number: 14596 -1 -0 May 30, 2007 Page 15 Brucernwn Road No Scale Right in Right ou Unsignalized Intersection Signalized Intersection LOS =B(B) 11 S"tgeahzed Intersection LoS =B(C) Signalized Intersection CJ� c: LOS=B(B) C- 0 t c Unsignalized Intersection Unsignalized Intersection Signalized intersection LOS =C(C) Nev. Interseetiou EB -1 Left wB- 1 Thre Fourth Leg Signalized Suggested Improvements" Intersection Sisealvadon WS (C) Intellection .Alt ...n EB -I Left 1 night WS atilt NB-1 Right SB -1 zeta ao AM Peak Hour (PM Peak Hour) II Denotes Unsignalized Critical Movement -1 PP R Denotes two -way left turn lane F Figure 9b Scenario B: 2010 Build -out Lane Geometry and Levels of Service A Traffic Impact Analysis of the 1 -81 Distribution Center Project Number: 14596 -1 -0 May 30, 2007 Page 16 CONCLUSION P R1. L Assuming the suggested improvements, all the study area intersections will maintain overall levels of service "C" or better during 2010 build -out conditions for both the scenarios. Based upon HCS+ analysis, the following describes the recommended roadway improvements for each of the study area intersections during each scenario: Route 11 Hopewell Road/Brucetown Road: Aligunent of the intersection, traffic signalization, one (1) eastbound left-tum and one (1) eastbound right -tum lane, one (1) northbound right -turn lane, one (1) westbound r -turn lane and one (1) southbound right -turn lane will be required to maintain levels of service "C" during_ 2010 background and build -out conditions for Scenario A and Scenario B. Route 11 Rest Church Road: Along with the additional westbound leg, this intersection would require one (1) eastbound left lane, one (11 westbound thru lane, one (I) northbound right -turn lane and one (1) southbound left-rum lane to maintain levels of service "C" during 2010 background and build-out conditions for Scenario A and Scenario B. Route 11 Site -Drive #1: This is a new right in/right out only intersection for Scenario A and Scenario B of 2010 build -out conditions- Route 11 I Site -Drive #2: This is a new intersection. It will require a southbound right -turn lane in Scenario A and traffic signalization and a southbound right -turn lane in Scenario B of 2010 build -out conditions. Pedestrian and Bike accessibility will be addressed during Site Plan time. NOTE: The aforementioned improvements have yet to be fund A Traffic bnpact Analysis of the I -8/ Distribution Center Project Number: 14596 -1 -0 May 30, 2007 Page 17 E. Sewage Conveyance and Water Supply The I -81 Distribution Center site exists within the designated SWSA of Frederick County (see Figure 5). The FCSA has confirmed that they will provide water and sewer service to the site. A newly constructed 6 -inch sanitary forcemain has been installed along the easterly side of Route 11. An on -site sanitary pumping station will be constructed for direct connection to the forcemain. There are no known limiting factors for the conveyance of sewage and sewage treatment from this property. Capacity and daily usage will be addressed at the time of site plan submission. Potable water and fire protection will be supplied via the 12 -inch water line located along the easterly side of Route 11. The impact of the additional use created by this rezoning is acceptable and manageable. Figure 6 shows the locations of utility infrastructure planned in this phase of development. TRIAD ENGINEERING, INC WINCHESTER, VIRGINIA I -81 DISTRIBUTION CENTER FREDERICK COUNTY, VIRGINIA TAS Drawn by DOH Checked by Datei10 /24/06 Cadd file no.: SWSAMARDWG Job No.07 -06 -0072 ScateiN /A FIGURE 5 F. Site Drainage Figure 7 shows the natural drainage pattern that exists on this site. The lack of concentration of the drainage allows the designer to utilize low impact type stormwater management techniques. Design criteria will protect the natural swale areas to the maximum extent possible. Disturbance will be primarily by right angle road or driveway crossings. Adequate channel, inlet, and culvert calculations will be provided during the design phase of the project to ensure direct runoff is contained within the channel and post development velocities protect the existing ditches along Route I. TRIAD ENGINEERING, INC. WINCHESTER, VIRGINIA I-81 DISTRIBUTION CENTER DUE DILIGENCE REPORT- CLEARBROOK FREDERICK COUNTY, VIRGINIA SITE DRAINAGE LAYOUT Dater07 /19/06 Job No.07 06 -0072 Rat. DOH Cadd file noa Checked by SITEDRAINAGE.DWG Scale' 1° =500' FIGURE 7 G. Solid Waste Disposal Facilities Approximate designated dumpster locations are shown on Figure 8. During the design process, appropriately screened dumpster locations will be determined. Contractual arrangements will be made with a Waste Management Service to properly dispose of the solid waste. The following table provides an estimate of increase in tonnage presented by this project at build -out. I -81 Distribution Center Rezoning Solid Waste Generation Summary Frederick County, Virginia Unit Type Amount Unit Unit Value Quantity /Sq Ft) Total Warehouse 739,000 Sq Ft 0.01 7,390 Office 11,000 Sq Ft 0.05 550 Total Waste #'s) /day 7,940 Estimated Solid Waste 3.97 (tons)/day H. Historic Sites and Structures A search for historical structures on the subject property was conducted, through the Virginia Department of Historic Resources (DHR). A maps only archives search utilizing the DHR cultural inventory for archaeological sites and architectural structures revealed one potential historical structure, identified as File No. 034 -0926 (Nathaniel Branson House), on the subject site. This property was then evaluated for its eligibility for listing in the National Register of Historic Places (NRHP). Based upon the criteria established for evaluation of the property for its potential eligibility for NRHP listing, the property was evaluated for its historic and architectural significance. Based upon the NRHP criteria and the information collected from the physical inspection and documented research on the property, the Nathaniel Branson House property is not recommended eligible for listing in the NRHP. The property is NOT: a. associated with an important event in history b. associated with a person significant in history c. reflective of a distinctive character of building type, period or method of construction d. associated with a works of a master or has high artistic value, or represents a significant and distinguishable entity, or yield important information to prehistory or history Therefore, this property is not recommended eligible for listing in the National Register of Historic Places. I. Impact on Community Facilities The Frederick County Development Impact Model (DIM) has not been run for this project as per E -mail with Ms. Susan Eddy on October 27, 2006. Proffers have been offered which will mitigate the effects of impacts on the county. Monetary contributions for fire and rescue are included in the Proffer Statement. i 'j TRIAD EN.AIEERDC, 11C. VDoCSTER, VIRGINIA s 0 7 SnreTIVE BOTeR )S INSCT c BUFFER 11 c v GN P x_v5 NO s. JOUN 5 1 -81 DISTRIBUTION CENTER FREDERICK COUNTY, VIRGINIA SITE SEWER AND WATER LAYOUT RED Drun by C e y N/ cUNE OO SOS Nlg Datei10 /24/06 fC a--SS N/F &DONALD LEE BRAGG I I Ez 539/367 rat EG 'V 1 I f I 1 I I /1" 1 Cadd file nod SITESEVERNCVATER A I H S 3 Job Nod07 -06 -0072 Scale. 1' =300' Fiat Figure 6 1N No Scale Site Dnv A SITE Sit ?3S%ot Q�Ss 7j r 6 z' N b N Y ti b AM Peak Hour(PM Peak Hour) Average!D "ailY PH RA F Figure A -1 2010 "Growth" Traffic Conditions PuR1t r Figure A -2 No Scale Hopewell Ro Site Drive d Site D rive AM Peak Hour(PM Peak Hour) "Sempeles" Traffic Conditions k No Scale SITE AM Peak Hour(PM Peak Hour) Gtrage DaiI9jiips —P A -3 "Rutherford" Traffic Conditions —PHRA r Figure tS -4 "Stephenson Village" Traffic Conditions No Scale AM Peak Hour(PM Peak Hour) Average Ilaily�Trips —P r Figure A -5 "Clearbrook Properties" Traffic Conditions No Scale AM Peak Hour(PM Peak Hour) Aierage` D'aflv�T�ips —PHRA A -6 "OMPS Property" Traffic Conditions HCS DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/30/2007 Time Period AM Peak Intersection Rest Church Rd /1 -81 NB Ramps Area Type All other areas Jurisdiction Frederick County, VA Analysis Year Existing Conditions Project ID 1 -81 Distribution Center Volume and Timing input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 2 1 1 1 Lane Group L T T R L R Volume, V (vph) 73 163 235 78 122 91 Heavy Vehicles, %HV 43 2 2 2 43 2 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, Ii 2.0 2.0 2.0 20 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 a 0 3.0 3.0 3M Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 120 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NB Only 06 07 08 Timing G= 40.0 G= G= G= G= 28.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Leng h, C 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 83 185 267 89 139 103 Lane Group Capacity, c 391 1774 1774 792 442 554 v/c Ratio, X 0.21 0.10 0.15 0.11 0.31 0.19 Total Green Ratio, g/C 0.50 0.50 0.50 0.50 0.35 0.35 Uniform Delay, d 11.2 10.6 10.8 10.6 19.0 18.1 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 Incremental Delay, d 0.3 0.0 0.0 0.1 0.4 0.2 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Detailed Report Page 1 of 2 Control Delay 11.5 10.6 10.9 10.7 19.4 18.2 Lane Group LOS B 8 8 8 8 8 Approach Delay 10 8 10.8 18.9 Approach LOS 8 8 8 Intersection Delay 13.1 X 0.25 Intersection LOS 8 Detailed Report Copyright 2005 University of Florida, All Rights Reserved HCS +T Version 5.21 Page 2 of 2 Generated: 5;30/2007 2:43 PM file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \s2k17CE.tmp 5/30/2007 HCS+'" DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/30/2007 Time Period PM Peak Intersection Rest Church Rd /I -81 NB Ramps Area Type A11 other areas Jurisdiction Frederick County, VA Analysis Year Existing Conditions Project ID 1 -81 Distribution Center Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 2 1 1 1 Lane Group L T T R L R Volume, V (vph) 129 174 198 61 115 202 Heavy Vehicles, %HV 43 2 2 2 43 2 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A' Start -up Lost Time, li 20 2.0 20 2.0 20 20 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 .3.0 3.0 3M 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 120 12.0 12.0 12.0 120 120 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NB Only 06 07 08 Timing G= 38.0 G= G= G= G= 30.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 147 198 225 69 131 230 Lane Group Capacity, c 386 1685 1685 752 473 594 v/c Ratio, X 0.38 0.12 0.13 0.09 0.28 0.39 Total Green Ratio, g/C 0.47 0.47 0.47 0.47 0.38 0.38 Uniform Delay, d 13.5 11.7 11.8 11.5 17.4 18.3 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 Incremental Delay, d 0.6 0.0 0.0 0.1 0.3 0.4 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Detailed Report Page 1 of 2 Control Delay 14.1 11.7 11.8 11.6 17.8 18.7 Lane Group LOS B B B 8 8 B Approach Delay 12 7 11.8 18.4 Approach LOS 8 B B Intersection Delay 14.5 X c 0.38 Intersection LOS 8 Detailed Report Copyright 2005 University of Florida, All Rights Reserved HCS V rsion 521 Page 2 of 2 Generated: 5)30/2007 2:44 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \s2k17E0.tmp 5/30/2007 HCS+ DETAILED REPORT General information Site Information Analyst PHRA Agency or Co. PHRA ate Performed 05/30/2007 Date Time Period AM Peak Intersection Rest Church Rd /1 -81 SB Ramps Area Type All other areas Jurisdiction Frederick County, VA Analysis Year Existing Conditions Project ID 1 -81 Distribution Center Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 1 1 2 1 1 Lane Group T R L T L R Volume, V (vph) 168 165 201 156 68 85 Heavy Vehicles, %HV 24 43 2 18 2 43 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start-up Lost Time, h 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 20 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 120 120 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 08 Timing G= 40.0 G= G= G= G= 28.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Contro Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 191 188 228 177 77 97 Lane Group Capacity, c 1459 1129 589 1533 619 395 v/c Ratio, X 0.13 0.17 0.39 0.12 0.12 0.25 Total Green Ratio, g/C 0.50 1.00 0.50 0.50 0.35 0.35 Uniform Delay, d 10.7 0.0 12.4 10.6 17.7 18.5 Progression Factor, PF 1.000 0.950 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 Incremental Delay, d 0.0 0.1 0.4 0.0 0.1 0.3 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Detailed Report Page 1 of 2 c /1 P-1(111^7 Control Delay 10.7 0.1 12.8 10.6 17.8 18.8 Lane Group LOS B A 8 8 8 8 Approach Delay 5.4 11.9 18.3 Approach LOS A 8 8 Intersection Delay 10.5 X 0.33 Intersection LOS 8 lletatlect Keport Copyright 2005 University of Flo ida, All Rights Reserved HCS +TM Version 521 _rage 2 of 2 Generated: 5/30/2007 2:44 PM file: //C:\Documents and Settings\Andurlekar \Local Settings \Temp \s2k17F2.tmp 5/30/2007 HCS DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/30/2007 Time Period PM Peak Intersection Rest Church Rd /I -81 S8 Ramps Area Type All other areas Jurisdiction Frederick County, VA Analysis Year Existing Conditions Project ID 1 -81 DistributionCenter Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 1 1 2 1 1 Lane Group T R L T L R Volume, V (vph) 256 135 85 228 47 116 To Heavy Vehicles, %HV 24 43 18 2 2 43 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 20 20 20 20 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1,000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 08 Timing G= 40.0 G= G= G= G= 28.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length,'C 80.0 Lane Group Capacity, Contro Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 291 153 97 259 53 132 Lane Group Capacity, c 1459 1129 462 1774 619 395 v/c Ratio, X 0.20 0.14 0.21 0.15 0.09 0.33 Total Green Ratio, g/C 0.50 1.00 0.50 0.50 0.35 0.35 Uniform Delay, d 11.1 0.0 11.2 10.8 17.4 19.1 Progression Factor, PF 1.000 0.950 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 Incremental Delay, d 0.1 0.1 0.2 0.0 0.1 0.5 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Detailed Report Page 1 of 2 r rs n)nnn-7 Control Delay 11.2 0.1 11.4 10.8 17.5 19.6 Lane Group LOS 8 A BB 8 8 Approach Delay 7.3 11.0 19.0 Approach LOS A 8 8 Intersection Delay 10 X 0.26 Intersection LOS 8 LCIdJICu ncpuit Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 5.21 rage L OI Generated: 5/30/2007 2:44 PM file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \s2k1804.tmp 5/30/2007 HCS+'" DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/30/2007 Time Period ,4M Peak Intersection Rest Church Rd /Rte. 11 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year Existing Conditions Project ID 1 -81 Distribution Center Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 1 1 1 1 Lane Group L R L T T R Volume, V (vph) 134 120 71 54 134 242 Heavy Vehicles, %HV 2 2 2 7 7 2 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, li 20 2.0 20 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 20 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3,0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 120 12.0 12.0 12.0 12.0 12,0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EB Only 02 03 04 NS Perm 06 07 08 Timing G= 32.0 G= G= G= G= 36.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 152 136 81 61 152 275 Lane Group Capacity, c 708 633 553 799 799 1583 v/c Ratio, X 0.21 0.21 0.15 0.08 0.19 0.17 Total Green Ratio, g/C 0.40 0.40 0.45 0.45 0.45 1.00 Uniform Delay, d 15.8 15.8 13.0 12.5 13.2 0.0 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 0.950 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 Incremental Delay, d 0.2 0.2 0.1 0.0 0.1 0.1 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 15.9 15.9 13.1 126 13.3 0.1 Detailed Report Page 1 of 2 Control Delay Lane Group LOS 8 B g B B A Approach Delay 15 9 12.9 4.8 Approach LOS B B A Intersection Delay 9.9 X 0.17 Intersection LOS A Detailed Report Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 5.21 Page 2 of 2 Generated: 5/30/2007 2:44 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \s2k1816.tmp 5/30/2007 HCS DETAILED REPORT General information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/30/2007 Time Period PM Peak Intersection Rest Church Rd /Rte. 11 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year Existing Conditions Project ID 1 -81 Distribution Center Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 1 1 1 1 Lane Group L R L T T R Volume, V (vph) 322 54 116 231 120 143 Heavy Vehicles, %HV 2 2 2 7 7 2 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, h 2.0 2.0 2.0 20 2.0 2.0 Extension of Effective Green, e 2 0 2.0 2.0 20 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 L000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N i N 0 N Parking Maneuvers, Nm Buses Stopping, Na 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EB Only 02 03 04 NS Perm 06 07 08 Timing G= 35.0 G= G= G= G= 33.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 366 61 132 263 136 163 Lane Group Capacity, c 774 693 515 733 733 1583 v/c Ratio, X 0.47 0.09 0.26 0.36 0.19 0.10 Total Green Ratio, g/C 0.44 0.44 0.41 0.41 0.41 1.00 Uniform Delay, d 16.0 13.2 15.4 16.2 15.0 0.0 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 0.950 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 Incremental Delay, d 0.5 0.1 0.3 0.3 0.1 0.0 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 16.4 13.2 15.7 16.5 15.1 0.0 Detailed Report Page 1 of 2 Control Delay I l l Lane Group LOS B B B B B A Approach Delay 16 0 16.2 6.9 Approach LOS 8 B A Intersection Delay 13.6 X 0.42 c Intersection LOS B Detailed Report Copyright 2005 University of Flo da, All Rights Reserved HCS +TM Version 521 Page 2 of 2 Generated: 5/30/2007 2:45 PM file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \s2k1828.tmp 5/30/2007 Intersection Hopewell /Brucetown Road /Route Jurisdiction Frederick County, VA Analysis Year Existing Conditions Date Performed 05/30/2007 Analysis Time Period AM Peak Analyst PHRA Agency /Co. PHRA Date Performed 05/30/2007 Analysis Time Period AM Peak Two -Way Stop Control Page 1 of 2 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Project Description 1 -81 Distribution Center East/West Street: Hopewell /Brucetown Road Intersection Orientation: North -South North /South Street: Route 11 Study Period (hrs): 0,25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Northbound 1 L 42 0.88 47 7 1 L 2 T 141 0.88 160 1 0 3 R 52 0.88 59 0 0 TR Southbound 4 L 11 0.88 12 7 1 L 5 T 208 0.88 236 1 0 6 R 120 0.88 136 Two Way Left Turn Lane 0 0 TR Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Eastbound 7 L 68 0.88 77 7 0 8 T 54 0.88 61 19 N 0 1 LTR 9 R 52 0.88 59 0 0 0 Westbound 10 L 54 0.88 61 7 0 11 T 39 0.88 44 19 N 0 1 LTR 12 R 62 0.88 70 7 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (slveh) LOS Northbound 1 L 47 1159 0.04 0.13 8.2 A Southbound 4 L 12 1321 0.01 0.03 7.8 A Westbound 7 8 LTR 175 495 0.35 1.58 16.2 C 9 Eastbound 10 11 LTR 197 477 0.41 2.00 17.8 C 12 c nnin nn^r wo -way atop uontrot Approach LOS C Approach Delay (s /veh) Copyright 2005 University of Florida, All Rights Reserved 16.2 HCS +TM Version 5.21 Page 2 oft 17.8 C Generated: 5/30/2007 3:41 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \u2k1B12 tmp 5/30/2007 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Hopewell /Brucetown Road /Route Analyst PHRA Intersection Agency /Co. PHRA Jurisdiction Frederick County, VA Date Performed 05/30/2007 Analysis Year Existing Conditions Analysis Time Period PM Peak Project Description 1 -81 Distribution Center East/West Street: Hopewell /Brucetown Road North /South Street: Route 11 Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh /h) 88 264 72 41 155 120 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR (veh /h) 100 300 81 46 176 136 Percent Heavy Vehicles 7 7 Median Type Two Way Left Tum Lane RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 68 41 67 52 46 47 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0:88 0.88 Hourly Flow Rate, HFR (veh /h) 77 46 76 59 52 53 Percent Heavy Vehicles 7 13 7 7 13 7 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v (veh /h) 100 46 164 199 C (m) (veh /h) 1221 1151 358 369 vlc 0.08 0.04 0.46 0.54 95% queue length 0.27 0.12 2.32 3.07 Control Delay (slveh) 8.2 8.3 23.3 25.6 LOS A A C D Two -Way Stop Control Page 1 of 2 Two -Way Stop Control Approach Delay (s /veh) Approach LOS C D Copyright O 2005 University of Florida, All Rights Reserved 23.3 HCS +TM Version 521 25.6 Page 2 of 2 Generated: 5/30/2007 2:46 PM f le: /C:\Documents and Sett ings\Andurlekar \Local Settings Temp \u2k1830.tmp 5/30/2007 Intersection Hopewell Rd. /I 81 NB Ramps Jurisdiction Frederick County, VA Analysis Year Existing Conditions Analysis Time Period AM Peak Analyst PHRA Agency /Co. PHRA Date Performed 05/30/2007 Analysis Time Period AM Peak Two -Way Stop Control TWO -WAY STOP CONTROL SUMMARY General Information Site Information Project Description 1 -81 Distribution Center East/West Street: Hopewell Road Intersection Orientation: East -West North /South Street: 81 NB Ramps Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Eastbound 1 L 19 0.88 21 7 0 LT 2 T 76 0.88 86 1 0 3 R 0.88 0 0 0 Westbound 4 L 0.88 0 7 0 5 T 133 0.88 151 1 0 6 R 68 0.88 77 Undivided 0 0 TR Minor Street Movement olume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration v (veh /h) C (m) (veh /h) /c 95% queue length Control Delay (slveh) LOS Northbound 7 L 24 0.88 27 7 0 0 Delay, Queue Length, and Level of Service pproach Movement Lane Configuration Eastbound 1 LT 21 1311 0.02 0.05 7.8 A 8 T 0.88 0 0 N 0 0 LR Westbound 4 9 R 98 0.88 111 7 0 0 Northbound 7 8 LR 138 879 0.16 0.56 9.9 A Southbound 10 L 0.88 0 7 0 9 11 0.88 0 0 Y 2 0 10 12 R 0.88 0 7 0 0 0 Southbound 11 12 Page 1 of 2 I wo- Way Stop Control Approach Delay (s /veh) Approach LOS A Copyright 2005 University o Florida, All Rights Reserved 9.9 HCS Version 5.21 Page 2 of 2 Generated: 5/30/2007 2:46 PM file: /C: \Documents and Settings\Andurlekar \Local Settings \Temp \u2k1837.tmp 5/30/2007 Analyst PHRA Agency /Co. PHRA Date Performed 05/30/2007 Analysis Time Period PM Peak Two -Way Stop Control Page 1 of 2 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Jurisdiction Analysis Year Hopewell Rd./1 81 NB Ramps Frederick County, VA Existing Conditions Project Description 1 -81 Distribution Center East/West Street: Hopewell Road Intersection Orientation: East -West North /South Street: 181 NB Ramps Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Eastbound 1 L 34 0.88 38 7 0 LT 2 T 74 0.88 84 1 0 3 R 0.88 0 0 Westbound 4 L 0.88 0 7 0 5 T 170 0.88 193 0 6 R 84 0.88 95 Undivided 0 0 TR Minor Street Movement olume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration pproach Movement Lane Configuration (veh /h) C (m) (veh /h) /c 95% queue length Control Delay (slveh) LOS Northbound 7 L 38 0.88 43 7 Delay, Queue Length, and Level of Service 8 T 0.88 0 0 9 R 102 0.88 115 7 0 Eastbound 1 LT 38 1246 0.03 0.09 8.0 A N 0 0 LR Westbound 4 0 0 Northbound 7 8 LR 158 815 0.19 0.72 10.5 B Southbound 10 0.88 0 7 0 0 9 11 T 0.88 0 0 Y 2 0 10 12 R 0.88 0 7 0 0 Southbound 11 12 1 WU- vvay 3tUp LU11LIU1 Approach Delay (s/veh) Approach LOS 8 Copyright 2005 University of Florida, All Rights Reserved 10.5 HCS +TM Version 5.21 rdgc L U1 L Generated: 5/30/2007 2:46 PM file: //C :\Documents and Settings\Andurlekar\Local Settings \Temp \u2k183C.tmp 5/30/2007 Two -Way Stop Control rmation Project Description 1 -81 Distribution Center East/West Street: Hopewell Road Intersection Orientation: East -West TWO -WAY STOP CONTROL SUMMARY Site Information North /South Street: 181 SB Ramps Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Eastbound 1 L 0.88 0 0 0 2 T 67 0.88 76 1 0 3 R 29 0.88 32 0 0 TR Westbound 4 L 85 0.88 96 7 0 LT 15 T 72 0.88 81 1 0 6 R 0.88 0 Undivided 0 0' Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Northbound 7 L 0.88 0 0 0 8 T 0.88 0 0 N 0 0 9 R 0.88 0 0 0 0 0 Southbound 10 L 28 0.88 31 7 11 T 0.88 0 0 Y 2 0 0 LR 12 R 17 0.88 19 7 0 0 0 Delay, Queue Length, and Level of Service pproach Movement Lane Configuration (veh /h) C (m) (veh /h) /c 95% queue length Control Delay (s /veh) LOS Eastbound 1 Westbound 4 LT 96 1452 0.07 0.21 7.7 A Northbound 7 8 9 Southbound 10 11 LR 50 942 0.05 0.17 10.5 8 12 Page 1 of 2 Intersection Hopewell Rd. /1 81 SB Fames Analyst PHRA Agency /Co. PHRA Jurisdiction Frederick County, VA Date Performed 05/30/2007 Analysis Year Existing Conditions Analysis Time Period AM Peak Two -Way Stop Control rmation Project Description 1 -81 Distribution Center East/West Street: Hopewell Road Intersection Orientation: East -West TWO -WAY STOP CONTROL SUMMARY Site Information North /South Street: 181 SB Ramps Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Eastbound 1 L 0.88 0 0 0 2 T 67 0.88 76 1 0 3 R 29 0.88 32 0 0 TR Westbound 4 L 85 0.88 96 7 0 LT 15 T 72 0.88 81 1 0 6 R 0.88 0 Undivided 0 0' Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Northbound 7 L 0.88 0 0 0 8 T 0.88 0 0 N 0 0 9 R 0.88 0 0 0 0 0 Southbound 10 L 28 0.88 31 7 11 T 0.88 0 0 Y 2 0 0 LR 12 R 17 0.88 19 7 0 0 0 Delay, Queue Length, and Level of Service pproach Movement Lane Configuration (veh /h) C (m) (veh /h) /c 95% queue length Control Delay (s /veh) LOS Eastbound 1 Westbound 4 LT 96 1452 0.07 0.21 7.7 A Northbound 7 8 9 Southbound 10 11 LR 50 942 0.05 0.17 10.5 8 12 Page 1 of 2 r wo -way top Lontroi Approach LOS 8 pproach Delay (s /veh) Copyright 2005 University of Florida, All Rights Reserved HCS Version 5.21 10.5 Page 2of2 Generated: 5/30/2007 2:47 PM file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \u2k1841.tmp 5/30/2007 Two -Way Stop Control General Information Project Description 1 -81 Distribution Center EastAVest Street: Hopewell Road Intersection Orientation: East -West TWO -WAY STOP CONTROL SUMMARY Site Information North /South Street: 81 S8 Ramps Study Period (hrs): 0.25 f11_1 n A! Page 1 of 2 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Eastbound 1 L 0.88 0 0 0 2 T 55 0.88 62 1 0 3 R 24 0.88 27 0 0 TR Westbound 4 L 87 0.88 98 7 0 LT 5 T 121 0.88 137 1 0 6 R 0.88 0 Undivided 0 0 Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Northbound 7 L 0.88 0 0 0 8 T 0.88 0 0 N 0 0 9 R 0.88 0 0 0 0 0 Southbound 10 L 53 0.88 60 7 0 11 T 0.88 0 0 Y 2 0 LR 12 R 35 0.88 39 7 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS Eastbound 1 Westbound 4 LT 98 1475 0.07 0.21 7.6 A Northbound 7 8 9 10 1 Southbound 11 LR 99 908 0.11 0.37 11.1 8 12 Intersection Hopewell Rd. /1 81 SB Ramps Analyst PHRA Agency /Co. PHRA Jurisdiction Frederick County, VA Date Performed 05/30/2007 Analysis Year Existing Conditions Analysis Time Period PM Peak Two -Way Stop Control General Information Project Description 1 -81 Distribution Center EastAVest Street: Hopewell Road Intersection Orientation: East -West TWO -WAY STOP CONTROL SUMMARY Site Information North /South Street: 81 S8 Ramps Study Period (hrs): 0.25 f11_1 n A! Page 1 of 2 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Eastbound 1 L 0.88 0 0 0 2 T 55 0.88 62 1 0 3 R 24 0.88 27 0 0 TR Westbound 4 L 87 0.88 98 7 0 LT 5 T 121 0.88 137 1 0 6 R 0.88 0 Undivided 0 0 Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Northbound 7 L 0.88 0 0 0 8 T 0.88 0 0 N 0 0 9 R 0.88 0 0 0 0 0 Southbound 10 L 53 0.88 60 7 0 11 T 0.88 0 0 Y 2 0 LR 12 R 35 0.88 39 7 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS Eastbound 1 Westbound 4 LT 98 1475 0.07 0.21 7.6 A Northbound 7 8 9 10 1 Southbound 11 LR 99 908 0.11 0.37 11.1 8 12 two -way stop Lontrol Approach Delay (s /veh) Copyright 2005 University of Florida, All Rights Reserved HCS Version 5.21 Page 2 of 2 Approach LOS B Generated: 5/30/2007 2:47 PM file: //C :\Documents and Settings\Andurlekar \Local Settings \Temp \u2k1846.tmp 5/30/2007 HCSi- DETAILED REPORT General Information Site Information Analyst PNRA Agency or Co. PHRA Date Performed 05/30/2007 Time Period AM Peak Intersection Rest Church Rd/1 -81 NB Ramps Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Conditions Project ID 1 -81 Distribution Center Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 2 1 1 1 Lane Group L T T R L R Volume, V (vph) 84 368 327 134 140 284 Heavy Vehicles, %HV 43 2 2 2 43 2 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 20 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 120 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm. Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NB Only 06 07 08 Timing G= 39.0 G= G= G= G= 29.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 95 418 372 152 159 323 Lane Group Capacity,c 344 1729 1729 772 457 574 v/c Ratio, X 0.28 0.24 0.22 0.20 0.35 0.56 Total Green Ratio, g/C 0.49 0.49 0.49 0.49 0.36 0.36 Uniform Delay, d 12.1 11.9 11.7 11.6 18.6 20.4 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.16 Incremental Delay, d 0.4 0.1 0.1 0.1 0.5 1.3 Detailed Report Page 1 of 2 c n n Innn^r Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 12.6 12.0 11.8 11.7 19.1 21.7 Lane Group LOS 8 8 B 8 8 C Approach Delay 12 1 11.8 20.8 Approach LOS 8 8 C Intersection Delay 14 X 0.40 Intersection LOS 8 Detailed Report Copyright 2005 University of Florida, All Rights Reserved HCS +T Version 5.21 Page 2 of 2 Generated: 5/30/2007 2:48 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \s2k1859.tmp 5/30/2007 HCS+Th DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/30/2007 Time Period PM Peak Intersection Rest Church Rd /I -81 NB Ramps Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Conditions Project ID 1 -81 Distribution Center Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 2 1 1 1 Lane Group L T T R L R Volume, V (vph) 148 316 489 274 132 348 Heavy Vehicles, %HV 43 2 2 2 43 2 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, li 2.0 2.0 20 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 20 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Ne 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NB Only 06 07 08 Timing G= 36.0 G= G= G= G= 37.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 85.0 Lane Group Capacity, Control Delay, and LOS Determina on EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 168 359 556 311 150 395 Lane Group Capacity, c 226 1502 1502 670 549 689 v/c Ratio, X 0.74 0.24 0.37 0.46 0.27 0.57 Total Green Ratio, g/C 0.42 0.42 0.42 0.42 0.44 0.44 Uniform Delay, d 20.6 15.7 16.7 17.6 15.4 18.1 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.30 0.11 0.11 0.11 0.11 0.17 Incremental Delay, d 12.5 0.1 0.2 0.5 0.3 1.2 Detailed Report Page 1 of 2 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 33.1 15.8 16.9 18.1 15.7 19.2 Lane Group LOS C 8 8 8 8 B Approach Delay 21 3 17.3 18.2 Approach LOS C B B Intersection Delay 18.7 X 0.66 Intersection LOS 8 Detailed Report Copyright 2005 University of Flonda, All Rights Reserved HCS +TM Version 5.21 Page 2 of 2 Generated: 5/30/2007 2:49 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \s2k186B.tmp 5/30/2007 HCS DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/30/2007 Time Period AM Peak I Rest Church Rd /I -81 SB Ramps Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Conditions Project ID 1 -81 Distribution Center Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 1 1 2 1 1 Lane Group T R LT L R Volume, V (vph) 216 189 281 185 236 98 Heavy Vehicles, %HV 24 43 2 18 2 43 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 20 20 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 08 Timing G= 40.0 G= G= G= G= 28.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 025 Cycle Length, C 80.0 Lane Group Capacity, Contro Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 245 215 319 210 268 111 Lane Group Capacity, c 1459 1129 559 1533 619 395 v/c Ratio, X 0.17 0.19 0.57 0.14 0.43 0.28 Total Green Ratio, g/C 0.50 1.00 0.50 0.50 0.35 0.35 Uniform Delay, d 10.9 0.0 14.0 10.7 19.9 18.7 Progression Factor, PF 1.000 0.950 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.17 0.11 0.11 0.11 Incremental Delay, d 0.1 0.1 1.4 0.0 0.5 0.4 Detailed Report firl ITN Page 1 of 2 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 11.0 0.1 15.4 10.8 20:4 19.1 Lane Group LOS B A B B C 8 Approach Delay 5.9 13.6 20.0 Approach LOS A B C Intersection Delay 12.8 X 0.51 c Intersection LOS B Detailed Report Copyright 2005 University of Flo ida, All Rights Reserved HCS +TM Version 5.21 Page 2 of 2 Generated: 5/30/2007 2:49 PM file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \s2k187D.tmp 5/30/2007 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 120 120 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 08 Timing G= 40.0 G= G= G= G= 28.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Contro Delay, and LOS Determination EB WB NB SB LT TH RT .LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 350 176 376 331 177 151 Lane Group Capacity, c 1459 1129 505 1533 619 395 v/c Ratio, X 0.24 0.16 0.74 0.22 0.29 0.38 Total Green Ratio, g/C 0.50 1.00 0.50 0.50 0.35 0.35 Uniform Delay, d 11.4 0.0 15.9 11.2 18.8 19.5 Detailed Report Page 1 of 2 HCS DETAILED REPORT General Information Analyst PHRA Agency or Co. PHRA Date Performed 05/30/2007 Time Period PM Peak Site Information Intersection Area Type Jurisdiction Analysis Year Project ID Rest Church Rd /1 -81 S8 Ramps All other areas Frederick County, VA 2010 Background Conditions 1 -81 Distribution Center Volume and Timing Input Number of Lanes, Ni Lane Group Volume, V (vph) Heavy Vehicles, %HV Peak -Hour Factor, PHF Pretimed (P) or Actuated (A) Start-up Lost Time, li Extension of Effective Green, e Arrival Type, AT Unit Extension, UE EB LT TH 2 T 308 24 0.88 A 2.0 2.0 3 3.0 RT 1 R 155 43 0.88 A 2.0 2.0 3 3.0 WB LT 1 L 331 2 0.88 2.0 2.0 3 3.0 TH 2 T 291 18 0.88 A 2.0 2.0 3 3.0 RT NB LT TH RT SB LT 1 L 156 2 0.88 A 2.0 2.0 3 3.0 TH RT 1 R 133 43 0.88 A 2.0 2.0 3 3.0 Filtering /Metering. I 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k Incremental Delay, d 0.11 0.1 0.11 0.1 0.30 5.9 0.11 0.1 0.11 0.3 0.11 0.6 Progression Factor, PF 1.000 0.950 1.000 1.000 1.000 1.000 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 11.4 0.1 21.9 11.3 19.0 20.1 Lane Group LOS BA CB B C Approach Delay 7.6 16.9 19.5 Approach LOS A B 8 Intersection Delay 14.3 X 0.60 Intersection LOS 8 Detailed Report Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 5.21 Page 2 of 2 Generated: 5/30/2007 2:49 PM file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \s2k188F.tmp 5/30/2007 HCS DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/30/2007 Time Period AM Peak Intersection Rest Church Rd /Route 11 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Conditions Project ID 1 -81 Distribution Center Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Nt 2 1 1 1 2 1 1 1 1 1 1 1 Lane Group LT R L T R L T R L T R Volume, V (vph) 154 268 231 10 80 10 102 182 33 33 560 278 Heavy Vehicles, %HV 2 2 2 2 2 2 2 7 2 2 7 2 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A,4 A A A A A A A Start -up Lost Time, It 2.0 2.0 2.0 2.0 20 2.0 20 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 20 20 20 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 10 10 3.0 3.0 3.0 3.0 10 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped /Bike /RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 120 12.0 12.0 12.0 12.0 120 12.0 120 12.0 12.0 12.0 120 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3. 2 3. 2 3.2 Phasing Excl. Left EB Only Thru RT 04 SB Only NS Perm 07 08 Timing G= 8.0 G= 10.0 G= 14.0 G= G= 8.0 G= 38.0 G= G= Y= 0 Y= 0 Y= 6 Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 90.0 Lane Group Capacity Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 175 305 263 11 91 11 116 207 38 38 636 316 Lane Group Capacity, c 687 497 422 157 552 246 245 750 915 641 908 1231 v/c Ratio, X 0.25 0.61 0.62 0.07 0.16 0.04 0.47 0.28 0.04 0.06 0.70 0.26 Total Green Ratio, g/C 0.20 0.27 0.27 0.09 0.16 0.16 0.42 0.42 0.58 0.58 0.51 0.78 Uniform Delay, d 30.3 28.9 29.0 37.6 32.9 32.3 18.8 17.0 8.2 8.5 16.8 2.8 Detailed Report Progression Factor, PF Page 1 of 2 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.20 0.21 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.27 0.11 Incremental Delay, d 0.2 2.3 2.9 0.2 0.1 0.1 1.4 0.2 0.0 0.0 2.4 0.1 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 30.5 31.2 31.9 37.8 33.1 32.4 20.2 17.2 8.2 8.5 19.2 2.9 Lane Group LOS C C C D C C C 8 A A B A Approach Delay 31.3 33.5 17.2 13.6 Approach LOS C C 8 8 Intersection Delay 21.2 X c 0.61 Intersection LOS C Detailed Report Copyright 2005 University of Florida, AB Rights Reserved HCS Version 5.21 Page 2 of 2 Generated: 5/30/2007 2:49 PM file: /C: \Documents and Settings\Andurlekar\Local Settings \Temp \s2k18A1.tmp 5/30/2007 HCS DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/30/2007 Time Period PM Peak Intersection Rest Church Rd /Route 11 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Conditions Project ID 1 -81 Distribution Center Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 1 1 1 2 1 1 1 1 1 1 1 Lane Group L T R L T R L T R L T R Volume, V (vph) 370 208 86 47 375 47 224 727 26 26 281 164 To Heavy Vehicles, %HV 2 2 2 2 2 2 2 7 2 2 7 2 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A A A A A A A Start -up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 20 2.0 Extension of Effective Green, e 2.0 2.0 2.0 20 2.0 2.0 20 20 20 20 2.0 20 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0' Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 120 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade l Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nrn Buses Stopping, Ns 0 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 3.2 Phasing Excl. Left EB Only Thru RT 04 NB Only NS Perm 07 08 Timing G= 6.0 G= 8.0 G= 15.0 G= G= 12.0 G= 30.0 G= G= Y= 0 Y= 0 Y= 6 Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 83.0 Lane Group Capacity Control Delay, and LOS Determina on EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 420 236 98 53 426 53 255 826 30 30 319 186 Lane Group Capacity, c 580 516 782 128 641 286 569 899 1030 105 642 954 v/c Ratio, X 0.72 0.46 0.13 0.41 0.66 0.19 0.45 0.92 0.03 0.29 0.50 0.19 Total Green Ratio, g/C 0.17 0.28 0.49 0.07 0.18 0.18 0.58 0.51 0.65 0.36 0.36 0.60 Uniform Delay, d 32.7 24.8 11.3 36.8 31.7 28.8 9.7 18.9 5.2 18.9 20.6 7.4 Detailed Report Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Page I of 2 1.000 1.000 Delay Calibration, k 0.28 0.11 0.11 0.11 0.24 0.11 0.11 0.44 0.11 0.11 0.11 0.11 Incremental Delay, d 4.5 0.6 0.1 2.2 2.6 0.3 0.6 14.2 0.0 1.5 0.6 0.1 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 37.2 25.5 11.4 39.0 34.3 29.1 10.2 33.2 5.2 20.4 21.2 7.5 Lane Group LOS DC B D C C B C A C C A Approach Delay 30.2 34.2 27.1 16.4 Approach LOS C C C B Intersection Delay 27.2 X 0.83 Intersection LOS C Detailed Report Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 5.21 Page 2 of 2 Generated: 5/30/2007 2:50 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \s2k18B3.tmp 5/30/2007 Analyst PHRA Agency /Co. PHRA Date Performed 05/30/2007 Analysis Time Period AM Peak Two -Way Stop Control Page 1 of 2 General Information TWO -WAY STOP CONTROL SUMMARY Project Description 1 -81 Distribution Center East/West Street: Hopewell /Brucetown Road Intersection Orientation: North -South Site Information Intersection Jurisdiction Analysis Year Hopewell /Brucetown Road /Route Frederick County, VA North /South Street: Route 11 Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Northbound 1 L 126 0.88 143 7 1 L 2 T 360 0.88 409 1 0 3 R 62 0.88 70 0 0 TR Southbound 4 L 13 0.88 14 7 1 L 5 T 663 0.88 753 1 0 6 R 171 0.88 194 Two Way Left Tum Lane 0 0 TR Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Eastbound 7 L 137 0.88 155 7 0 8 T 64 0.88 72 19 N 0 1 LTR 9 R 183 0.88 207 7 0 0 0 Westbound 10 L 64 0.88 72 7 0 11 T 46 0.88 52 19 0 1 LTR 12 R 74 0.88 84 7 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh/h) We 95% queue length Control Delay (s /veh) LOS Northbound 1 L 143 705 0.20 0.76 11.4 8 Southbound 4 L 14 1058 0.01 0.04 8.4 A Westbound 7 8 LTR 208 0 F 9 Eastbound 10 1 1 LTR 434 198 2.19 34.25 591.1 F 12 Two -Way Stop Control Approach LOS F Approach Delay (s /veh) Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 5.21 591.1 Page 2 of 2 Generated: 5/30/2007 2:51 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \u2k18DC.tmp 5/30/2007 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Hopewell /Brucetown Road /Route Analyst PHRA Agency /Co. PHRA Jurisdiction Frederick County, VA Date Performed 05/30/2007 Analysis Year 2010 Background Conditions Analysis Time Period PM Peak Project Description 1 -81 Distribution Center East/West Street: Hopewell /Brucetown Road North /South Street: Route 11 Intersection Orientation: North -South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh /h) 248 807 86 49 396 172 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR (veh /h) 281 917 97 55 450 195 Percent Heavy Vehicles 7 7 Median Type Two Way Left Tum Lane RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 111 49 173 62 55 56 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR (veh /h) 126 55 196 70 62 63 Percent Heavy Vehicles 7 13 7 7 13 7 Percent Grade 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v (veh /h) 281 55 195 377 C (m) (veh /h) 917 665 0 0 We 0.31 0.08 95% queue length 1.30 0.27 Control Delay (s /veh) 10.7 10.9 LOS 8 B F F Two -Way Stop Control Page 1 of 2 r nn Two -Way Stop Control pproach Delay (s /veh) Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 5.21 Page 2 of 2 A pproach LOS Generated: 5/30/2007 2:51 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \u2k18E1.tmp 5/30/2007 HCS DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 05/30/2007 Time Period AM Peak Hour I ntersection Rt. 11 Hopewell Rd /Brucetown Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 BK Conditions Project ID 1-81 Distribution•Center- Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 1 0 1 1 1 1 1 1 1 1 Lane Group L T R LT R L T R L T R Volume, V (vph) 137 64 183 64 46 74 126 360 62 13 663 171 Heavy Vehicles, %HV 7 19 7 7 19 7 7 7 7 7 7 7 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or Actuated (A) A A A AA A A A A A A A Start-up Lost Time, h 2.0 2.0 2.0 2.0 2.0 2.0 20 2.0 2.0 2.0 2.0 Extension of Effective Green, e 20 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped /Bike RTOR Volumes 0 0 60 0 0 20 0 0 0 0 0 50 Lane Width 12.0 12.0 12.0 120 12.0 12.0 12.0 12.0 120 12.0 12M Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Na 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3. 2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 30.0 G= G= G= G= 48.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 144 67 129 115 57 133 379 65 14 698 127 Lane Group Capacity, c 404 532 503 452 503 216 947 805 453 947 805 v/c Ratio, X 0.36 0.13 0.26 0.25 0.11 0.62 0.40 0.08 0.03 0.74 0.16 Total Green Ratio, g/C 0.33 0.33 0.33 0.33 0.33 0.53 0.53 0.53 0.53 0.53 0.53 Uniform Delay, d 22.7 20.9 21.9 21.9 20.8 14.6 125 10.2 10.0 16.1 10.7 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.11 0.11 0.11 0.11 0.11 0.20 0.11 0.11 0.11 0.29 0.11 Detailed Report Page 1 of 2 Delay Calibration, k Incremental Delay, d 0.5 0.1 0.3 0.3 0.1 5.2 0.3 0.0 0.0 3.1 0.1 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 23.2 21.0 22.1 22.2 20.9 19.8 12.7 10.3 10.0 19.2 10.8 Lane Group LOS C C C C C 8 8 B A B 8 Approach Delay 22.4 21.7 14.1 17.8 Approach LOS C C 8 8 Intersection Delay 17.8 X 0.59 Intersection LOS 8 Detailed Report Copyright 2005 University of Florida. All Rights Reserved HCS Version 5.21 Page 2 of 2 Generated: 5/30/2007 2:50 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \s2k18C6.tmp 5/30/2007 HCS DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 05/30/2007 Time Period PM Peak Hour I Rt. 11 Hopewell Rd /Brucetown Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 BK Conditions Project ID 1-81 Distribution Center Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 1 0 1 1 1 1 1 1 1 1 Lane Group L T R L T R L T R L T R Volume, V (vph) 111 49 173 62 55 56 248 807 86 49 396 172 %Heavy Vehicles, %HV 7 13 7 7 13 7 7 7 7 7 7 7 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or Actuated (A) A AA AA A A A A A A A Start-up Lost Time, h 2.0 2.0 2.0 20 20 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 20 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 11.000 1.000 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped /Bike /RTOR Volumes 0 0 30 0 0 10 0 0 10 0 0 30 Lane Width 12.0 120 120 12.0 12.0 12.0 120 12.0 120 120 120 Parking Grade Parking N 5 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Na 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Tuning G= 26.0 G= G= G= G= 52.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 90.0 Lane Group Capacity, Control Delay, and LOS Determina 'on EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 117 52 151 123 48 261 849 80 52 417 149 Lane Group Capacity, C 339 473 425 408 436 476 1026 872 165 1026 872 v/c Ratio, X 0.35 0.11 0.36 0.30 0.11 0.55 0.83 0.09 0.32 0.41 0.17 Total Green Ratio, g/C 0.29 0.29 0.29 0.29 0.29 0.58 0.58 0.58 0.58 0.58 0.58 Uniform Delay, d 25.3 23.5 25.4 24.9 23.5 11.7 15.4 8.5 9.8 10.5 8.9 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.11 0.11 0.11 0.11 0.11 0.15 0.37 0.11 0.11 0.11 0.11 Detailed Report r1 ilrl Page 1 oft Delay Calibration, k Incremental Delay, d 0.6 0.1 0.5 0.4 0.1 1.3 5.7 0.0 1.1 0.3 0.1 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 25.9 23.6 25.9 25.3 23.6 13.1 21.1 8.5 10.9 10.7 9.0 Lane Group LOS C C C C C 8 C A 8 8 A Approach Delay 25 5 24.9 18.5 10.3 Approach LOS C C 8 B Intersection Delay 17.8 X 0.67 Intersection LOS 8 uetanea xepon Copyright 2005 University of Florida. All Rights Reserved HCS +TM Version 5.21 rage z et L Generated: 5/30/2007 2:50. PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \s2k18D8.tmp 5/30/2007 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Hopewell Rd./ I 81 NB Ramps Analyst PHRA Agency /Co. PHRA Jurisdiction Frederick County, VA Date Performed 05/30/2007 Analysis Year 2010 Background, Conditions Analysis Time Period AM Peak Project Description 1 -81 Distribution Center East/West Street: Hopewell Road North /South Street: 81 NB Ramps Intersection Orientation: East -West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 22 219 176 159 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate HFR (veh/h) 25 248 0 0 200 180 Percent Heavy Vehicles 16 7 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0' 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 28 158 Peak -Hour Factor, PHF 0.88 0.88 0.88. 0.88 0.88 0.88 Hourly Flow Rate, HFR (veh/h) 31 0 179 0 0 0 Percent Heavy Vehicles 16 0 16 7 0 7 Percent Grade 0 0 Flared Approach N Y Storage 0 2 RT Channelized 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh /h) 25 210 C (m) (veh /h) 1106 685 v/c 0.02 0.31 95% queue length 0.07 1.30 Control Delay (s /veh) 8.3 12.6 LOS A 8 Two -Way Stop Control Page 1 of 2 lnn,nnI-1,7 Two -Way Stop Control Approach Delay (s /veh) Approach LOS 8 Copyright 2005 University of Florida, All Rights Reserved 12.6 HCS Version 5.21 Page 2 oft Generated: 5/30/2007 2:51 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \u2k18E6.tmp 5/30/2007 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Hopewell Rd. /I 81 NB Ramps Analyst PHRA Agency /Co. PHRA Jurisdiction Frederick County, VA Date Performed Analysis Year 2010 Background Conditions Analysis Time Period PM Peak Project Description 1 -81 Distribution Center East/West Street: Hopewell Road North /South Street: 1 81 NB Ramps Intersection Orientation: East -West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 39 184 219 245 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR (veh /h) 44 209 0 0 248 278 Percent Heavy Vehicles 12 7 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 44 142 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR (vehm) 50 0 161 0 0 0 Percent Heavy Vehicles 12 0 12 7 0 7 Percent Grade 0 0 Flared Approach N Y Storage 0 2 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh /h) 44 211 C (m) (veh /h) 992 638 v/c 0.04 0.33 95% queue length 0.14 1.44 Control Delay (s /veh) 8.8 13.4 LOS A B Two -Way Stop Control Page 1 of 2 Two -Way Stop Control Approach LOS 8 Approach Delay (s /veh) Copyright 2005 University of Florida, All Rights Reserved 13.4 HCS +T Version 5.21 Page 2 of 2 Generated: 5/30/2007 2:52 PM file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \u2k18EA.tmp 5/30/2007 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Hopewell Rd. /181 SB Ramps Analyst PHRA Agency /Co. PHRA Jurisdiction Frederick County, VA Date Performed Analysis Year 2010 Background Conditions Analysis Time Period AM Peak Project Description 1 -81 Distribution Center East/West Street: Hopewell Road North /South Street: 81 SB Ramps Intersection Orientation: East -West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh /h) 77 33 121 82 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Row Rate, HFR (veh /h) 0 87 37 137 93 0 Percent Heavy Vehicles 0 16 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 163 20 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR {veh/h) 0 0 0 185 0 22 Percent Heavy Vehicles 0 0 0 16 0 16 Percent Grade 0 0 Flared Approach N Y Storage 0 2 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh /h) 137 207 C (m) (veh /h) 1380 529 vie 0.10 0.39 95% queue length 0.33 1.84 Control Delay (s /veh) 7.9 16.5 LOS A C Two -Way Stop Control Page 1 of 2 Two -Way Stop Control Page 2 of 2 pproach Delay (s /veh) pproach LOS Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 5.21 16.5 C Generated: 5/30/2007 2:52 PM file: /C:\Documents and Settings \Andurlekar \Local Settings \Temp \u2k18EF.tmp 5/30/2007 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Hopewell Rd./ 181 S8 Ramps Analyst PHRA Agency /Co. PHRA Jurisdiction Frederick County, VA Date Performed Analysis Year 2010 Background Conditions Analysis Time Period PM Peak Project Description 1 -81 Distribution Center East/West Street: Hopewell Road North/South Street: 81 SB Ramps Intersection Orientation: East -West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 63 28 125 138 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate HFR (veh /h) 0 71 31 142 156 0 Percent Heavy Vehicles 0 12 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 160 40 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Hourly Flow Rate, HFR (veh /h) 0 0 0 181 0 45 Percent Heavy Vehicles 0 0 0 12 0 12 Percent Grade 0 0 Flared Approach N Y Storage 0 2 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh /h) 142 226 C (m) (veh /h) 1430 557 v/c 0.10 0.41 95% queue length 0.33 1.96 Control Delay (slveh) 7.8 16.7 LOS A C Two -Way Stop Control Page 1 of 2 Lwo -Way Stop Control A pproach Delay (s /veh) A pproach LOS Copyright 2005 University of Florida, All Rights Reserved HCS Version 5.21 16.7 Page 2 of 2 Generated: 5130/2007 2:52 PM file: /C:\Documents and Settings\Andurlekar\Local Settings Temp \u2kI8F3.tmp 5/30/2007 HCS+Th DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/30/2007 Time Period AM Peak Intersection Rest Church Rd /I -81 NB Ramps Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID 1 -81 Distribution Center Scenario A Volume and Timing Input EB WB NB SB LT .TH RT LT 11-1 RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 2 1 1 1, Lane Group L T T R L R Volume, V (vph) 84 400 333 146 140 300 Heavy Vehicles, %HV 43 2 2 2 43 2 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3. 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike /RTORVolumes 0 0 0 0 0 0 0, 0 Lane Width 120 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EW Penn 02 03 04 NB Only 06 07 08 Timing G= 38.0 G= G= G= G= 30:0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25. Cycle Length, C 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 95 455 378 166 159 341 Lane Group Capacity, c 333 1685 1685 752 473 594 v/c Ratio, X 0.29 0.27 0.22 0.22 0.34 0.57 Total Green Ratio, g/C 0.47 0.47 0.47 0.47 0.38 0.38 Uniform Delay, d 12.8 12.6 12.3 123 17.9 19.9 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.17 Incremental Delay, d 0.5 0.1 0.1 0.1 0.4 1.4 Detailed Report Page 1 of c n n 1" nnn Initial Queue Delay, d 1 0.0 0.0 I 10.0 1 0.0 0.0 I 0.0 Control Delay 1 13.2 12.7 I 1 12.4 1 12.5 18.3 I 21.3 I Lane Group LOS 1 8 B I 18 B B I C Approach Delay 12 8 12.4 20.3 Approach LOS 8 8 C Intersection Delay 15.0 X 0.41 Intersection LOS 8 lletaiiea xenon Copyright 0 2005 University of Florida, All Rights Reserved HCS Version 5.21 Page 2ot2 Generated: 5/30/2007 2:59 PM file: /C:\Documents and Settings \Andurlekar \Local Settings \Temp \s2k1915.tmp 5/30/2007 HCS+ DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/30/2007 Time Period PM Peak I Rest Church Rd/1 -81 NB Ramps Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID 1-81 Distribution Center Scenario A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 2 1 1 1 Lane Group L T T R L R Volume, V (vph) 148. 333 505 306 132 356 Heavy Vehicles, %HV 43 2 2 2 43 2 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start-up Lost Time, li 2.0 2.0 20 2.0 2.0 2.0 Extension of Effective Green, e 2.0 20 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 120 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Ne 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NB Only 06 07 08 Timing G= 35.0 G= G= G= G= 33.0 G= G= G= Y 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 168 378 574 348 150 405 Lane Group Capacity, c 231 1552 1552 693 521 653 v/c Ratio, X 0.73 0.24 0.37 0.50 0.29 0.62 Total Green Ratio, g/C 0.44 0.44 0.44 0.44 0.41 0.41 Uniform Delay, d 18.6 14.2 15.1 16.2 15.7 18.6 Progression Factor, PF 1.000 1.000 t000 1.000 1.000 1.000 Delay Calibration, k 0.29 0.11 0.11 0.11 0.11 0.20 Incremental Delay, d 11.0 0.1 0.1 0.6 0.3 1.8 Detailed Report Page 1 of 2 l Yl A 41 A A�1 Initial Queue Delay, d 10.0 0.0 0.0 0.0 0.0 I 0.0 I I I Control Delay 1 29.5 1 14.2 15.2 16.8 16.0 I 20.4 Lane Group LOS C 8 B B 8 C Approach Delay I 18.9 15.8 19.2 Approach LOS B B 8 Intersection Delay 17 X 0.67 c Intersection LOS B Detailed Report Copyright 2005 University of Florida. All Rights Reserved HCS Version 5.21 P age 7 o fd Generated: 5/30/2007 2:59 PM file: /C:'Documents and Settings \Andurlekar \Local Settings \Temp \s2k1927.tmp 5/30/2007 HCS +N DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/16/2007 Time Period AM Peak Intersection Rest Church Rd /1 -81 NB Ramps Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID 1-81 Distribution Center Scenario B Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes. Ni 1 2 2 1 1 1 Lane Group L T T R L R Volume, V (vph) 84 492 335 150 140 .346 Heavy Vehicles, %HV 43 2 2 2 43 2 Peak -Hour Factor. PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 20 2.0 2.0 20 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Red Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 120 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Na 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NB Only 06 07 08 Timing G= 41.0 G= G= G= G= 37.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 95 559 381 170 159 393 Lane Group Capacity, c 318 1616 1616 721 519 651 v/c Ratio, X 0.30 0.35 0.24 0.24 0.31 0.60 Total Green Ratio, g/C 0.46 0.46 0.46 0.46 0.41 0.41 Uniform Delay, d 15.4 15.8 14.9 14.9 17.9 20.8 Progression Factor, PP 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.19 Incremental Delay, d 0.5 0.1 0.1 0.2 0.3 1.6 Detailed Report Page 1 of 2 nn,-1 CoH:.. -n,\ A...I.,r1oL.,,. \T .....-,1 Col+:...... \T \r11 1 A 20 f..,.. cnni2nnrt Initial Queue Delay, d 1 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 16.0 16.0 15.0 15.1 18.2 22.4 Lane Group LOS 8 8 8 8 g 1 C Approach Delay I 16 0 15.0 21.2 Approach LOS I g 8 C Intersection Delay I 17.3 X 0.47 Intersection LOS 8 Petalled Report Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 5.21 Page 2 of Generated: 5/30/2007 3:09 PM file: /C:\Documents and Settings\Anduriekar \Local Settings emp \s2k1A39.tmp 5/30/2007 HCS DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/16/2007 Time Period PM Peak I Rest Church Rd /I -81 NB Ramps Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID 1 -81 Distribution Center Scenario 8 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 2 1 1 1 Lane Group L T T R L R Volume, V (vph) 148 338 543 382 132 359 Heavy Vehicles, %HV 43 2 2 2 43 2 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, 11 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 20 20 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0. Lane Width 12.0 12.0 120 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NB Only 06 07 08 Timing G= 43.0 G= G= G= G= 35.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 168 384 617 434 150 408 Lane Group Capacity, c 239 1695 1695 756 491 616 vlc Ratio, X 0.70 0.23 0.36 0.57 0.31 0.66 Total Green Ratio, g/C 0.48 0.48 0.48 0.48 0.39 0.39 Uniform Delay, d 18.5 13.8 14.9 16.9 19.1 226 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.27 0.11 all 0.17 0.11 0.24 Incremental Delay, d 9.0 0.1 0.1 1.1 0.4 2.7 Detailed Report F.1o. /r'. \Tl......... o..t.. „r,1 cot+ A.,A,,,-101...-AT Co1+ :n,.,. \To.„.. \o'll,1 A Page 1 of 2 cnnrinn'7 Initial.Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 27.4 13.8 15.0 18.0 19.4 25.3 Lane Group LOS C 8 8 8 8 C Approach Delay 18 0 16.2 23.7 Approach LOS 8 8 C Intersection Delay 18.6 X 0.69 Intersection LOS 8 LcLaucu 1\ cpuit Copyright 2005 University of Flo da, All Rights Reserved HCS+TM Version 5.21 rage L OI 2 Generated: 5/30/2007 3:09 PM file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \s2k1A4A.tmp 5/30/2007 HCS DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/30/2007 Time Period AM Peak I Rest Church Rd /I -81 SB Ramps Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build-out Conditions Project ID 1-81 Distribution Center Scenario A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 1 1 2 1 1 Lane Group T R L T L R Volume, V (vph) 216 189 288 185 268 98 Heavy Vehicles, %HV 24 43 18 2 2 43 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Tme, h 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 20 20 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 1:000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 120 120 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians, Go 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 08 Timing G= 38.0 G= G= G= G= 30.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 80.0 Lane Group Capacity, Contro Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 245 215 327 210 305 111 Lane Group Capacity, c 1386 1129 459 1685 664 423 v/c Ratio, X 0.18 0.19 0.71 0.12 0.46 0.26 Total Green Ratio, g/C 0.47 1.00 0.47 0.47 0.38 0.38 Uniform Delay, d 12.0 0.0 16.7 11.7 18.9 17.3 Progression Factor, PF 1.000 0.950 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.28 0.11 0.11 0.11 Incremental Delay, d 0.1 0.1 5.2 0.0 0.5 0.3 Detailed Report Page 1 of 2 nn cin n in nnf Initial Queue Delay, d 0.0 10.0 10.0 0.0 1 1 0.0 I 0.0 Control Deiay 12.1 0.1 21.8 11.8 I 19.4 I 1 17.7 Lane Group LOS B 1A C 8 I I 8 I B Approach Delay 6.5 17.9 18.9 Approach LOS A B B Intersection Delay 14 X 0.60 Intersection LOS 8 Detailed Report Copyright 2005 University of Florida, All Rights Reserved HCS Version 5.21 Page 2of2 Generated: 5/30/2007 2:59 PM file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \s2k1938.tmp 5/30/2007 HCS DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/30/2007 Time Period PM Peak I Rest Church Rd /I -81 SB Ramps Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID 1 -81 Distribution Center Scenario A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 1 1 2 1 1 Lane Group T R L T L R Volume, V (vph) 308 155 347 291 173 133 Heavy Vehicles, %HV 24 43 2 18 2 43 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, li 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 08 Timing G= 40.0 G= G= G= G= 28.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cyde Length, C 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 350 176 394 331 197 151 Lane Group Capacity, c 1459 1129 505 1533 619 395 v/c Ratio, X 0.24 0.16 0.78 0.22 0.32 0.38 Total Green Ratio, g/C 0.50 1.00 0.50 0.50 0.35 0.35 Uniform Delay, d 11.4 0.0 16.4 1t2 19.0 19.5 Progression Factor, PF 1.000 0.950 1.000 1.000 1.000 1,000 Delay Calibration, k 0.11 0.11 0.33 0.11 0.11 0.11 Incremental Delay, d 0.1 0.1 7.7 0.1 0.3 0.6 Detailed Report nin. /u'•\Tl........, o «h o.,A Qo■+: n «A «..7,.1 .._\r ,,,,,,t Q,.++: \T ^11 l nAn Page 1 of 2 c ioninnn -i Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 11.4 0.1 24.1 11.3 19.3 20.1 Lane Group LOS B A CB B C Approach Delay 7.6 18.3 19.7 Approach LOS A 8 B Intersection Delay 15.1 X 0.62 Intersection LOS 8 ueraniea rcepon Copyright 2005 University of Flo ida, All Rights Reserved HCS +TM Version 5.21 Page 2 of 2 Generated: 5/30/2007 2:59 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \s2k1949.tmp 5/30/2007 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped /Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 08 Timing G= 43.0 G= G= G= G= 35.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 90.0 Lane Group. Capacity, Contro Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 245 215 330 210 409 111 Lane Group Capacity, c 1394 539 462 1695 688 439 v/c Ratio, X 0.18 0.40 0.71 0.12 0.59 0.25 Total Green Ratio, g/C 0.48 0.48 0.48 0.48 0.39 0.39 Uniform Delay, d 13.4 15.2 18.6 13.0 21.9 18.6 Detailed Report Filterin a /Meterino. 1 Progression Factor, PF HCS DETAILED REPORT General information Analyst PHRA Agency or Co. PHRA Date Performed 05/16/2007 Time Period AM Peak Site Information Intersection Area Type Jurisdiction Analysis Year Project ID Rest Church Rd /t -81 SB Ramps All other areas Frederick County, VA 2010 Build -out pond Lions 1 -81 Distribution Center Scenario B Volume and Timing Input Number of Lanes, Ni Lane Group Volume, V (vph) Heavy Vehicles, %HV Peak -Hour Factor, PHF Pretimed (P) or Actuated (A) le Start-up Lost Time, li Extension of Effective reen, e Arrival Type, AT Unit Extension, UE EB LT TH 2 T 216 24 0.88 A 2.0 2.0 3 3.0 RT 1 R 189 43 0.88 A 2.0 2.0 3 3.0 WB LT 1 L 290 18 0.88 2.0 20 3 3.0 TH 2 T 185 2 0.88 A 2.0 2.0 3 3.0 RT NB LT TH RT SB LT 1 L 360 2 0.88 A 2.0 2.0 3.0 TH RT 1 R 98 43 0.88 A 2.0 2.0 3 3.0 1.000 1.000 1.000 1.000 Delay Calibration, k Incremental Delay, d 0.11 0.1 0.11 0.5 0.28 5.2 0.11 0.0 0.18 1.4 0.11 0.3 1.000 1.000 1,000 1.000 F,,o•/ /r`• \Tl..r,,...o.,rr ,..,.7 Col+:.,,...\ A „11,1 A ca 1.000 1.000 Page 1 of 2 1.000 1.000 cnn /1nnl Initial Queue Delay, d3 1 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 13.5 15.6 23.8 13.1 23.3 18.9 Lane Group LOS 1 8 B C 8 C 8 Approach Delay 1 14.5 19.6 22.3 Approach LOS I 8 8 C Intersection Delay I 19.0 X 0.66 Intersection LOS 8 uetatieu r,ecurt Copyright 2005 University of Florida, All Rights Reserved HCSiT Version 5.21 rage L Or L Generated: 5/30/2007 3:09 PM file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \s2k1A5B.tmp 5/30/2007 HCS DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/16/2007 Time Period PM Peak Intersection Rest Church Rd /I -81 SB Ramps Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID 1 -81 Distribution Center Scenario 8 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 1 1 2 1 1 Lane Group T R L T L R Volume, V (vph) 308 155 385 291 178 133 Heavy Vehicles, %HV 24 43 2 18 2 43 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, li 20 2.0 2.0 20 20 20 Extension of Effective Green, e 20 20 20 20 20 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 120 120 12.0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Na 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EW Perm 02 03 04 SB Only 06 07 GB Timing G= 48.0 G= G= G= G= 30.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 90.0 Lane Group Capacity, Contro Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 350 176 438 331 202 151 Lane Group Capacity, c 1556 602 539 1635 590 376 v/c Ratio, X 0.22 0.29 0.81 0.20 0.34 0.40 Total Green Ratio, g/C 0.53 0.53 0.53 0.53 0.33 0.33 Uniform Delay, d 11.1 11.6 17.3 11.0 226 23.1 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.11 0.35 0.11 0.11 0.11 Incremental Delay, d 0.1 0.3 9.2 0.1 0.3 0.7 Detailed Report F,lo• /r \Tl.......... o...t,. Qoeti..,...\ n ce, +:..,.r ,.11.1 A 40 Page 1 of 2 C i1 n in nn� Initial Queue Delay. d3 i 0.0 0.0 0.0 0.0 I 0.0 0.0 Control Delay 1 1 11.2 11.9 26.5 11.0 22.9 23.8 Lane Group LOS 1 1 B B C B 1 C C Approach Delay 1 11.4 19.9 23.3 Approach LOS 1 B B C Intersection Delay 17.9 X 0.65 Intersection LOS B ietanea aceport Copyright 2005 University of Florida, All Rights Reserved HCS Version 5.21 Page 2 oft Generated: 5/30/2007 3:09 PM file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \s2k1A6C.tmp 5/30/2007 HCS +N DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/30/2007 Time Period AM Peak Intersection Rest Church Rd /Route 11 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID 1-81 Distribution Center Scenario A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 1 1 1 2 1 1 1 1 1 1 1 Lane Group L T R L T R L T R L T F? Volume, V (vph) 154 268 278 10 80 10 120 185 33 33 568 278 Heavy Vehicles, %HV 2 2 2 2 2 2 2 7 2 2 7 2 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A,4 A A A A A A A Start -up Lost Time, h 20 2.0 20 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 20 2.0 20 2.0 2.0 2.0 2.0 2.0 20 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped /Bike RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 120 12.0 12.0 12.0 12.0 12.0 12.0 120 12.0 120 12.0 12.0 Parking Grade Parking N 0 NN 0 NN 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians Go 3. 2 3.2 3.2 3.2 Phasing Excl. Left EB Only Thru RT 04 SB Only NS Perm 07 08 Timing G= 8.0 G= 10.0 G= 14.0 G= G= 8.0 G= 38.0 G= G= Y= 0 Y= 0 Y= 6 Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 90.0 Lane Group Capacity Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate,v 175 305 316 11 91 11 136 210 38 38 645 316 Lane Group Capacity, c 687 497 422 157 552 246 239 750 915 639 908 1231 v/c Ratio, X 0.25 0.61 0.75 0.07 0.16 0.04 0.57 0.28 0.04 0.06 0.71 0.26 Total Green Ratio, g/C 0.20 0.27 0.27 0.09 0.16 0.16 0.42 0.42 0.58 0.58 0.51 0.78 Uniform Delay, d 30.3 28.9 30.2 37.6 32.9 32.3 19.8 17.0 8.2 8.5 16.9 2.8 Detailed Report Page 1 of 2 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 CI. Irs Delay Calibration, k 0.11 0.20 0.30 0.11 0.11 0.11 0.16 0.11 0.11 0.11 0.27 0.11 Incremental Delay, d 0.2 2.3 7.3 0.2 0.1 0.1 3.2 0.2 0.0 0.0 2.6 0.1 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 30.5 31.2 37.5 37.8 33.1 32.4 23.0 17.2 8.2 8.5 19.5 2.9 Lane Group LOS CC D D C C C B A A B A Approach Delay 33.6 33.5 18.4 13.8 Approach LOS C C B 8 Intersection Delay 22.4 X 0.66 Intersection LOS C Detailed Report Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 521 Page 2 of 2 Generated: 5/30/2007 3:00 PM file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \s2k195A tmp 5/30/2007 HCS+Th DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/30/2007 Time Period PM Peak Intersection Rest Church Rd /Route 11 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions 1-81 Distribution Center Project ID Scenario A Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 1 1 1 2 1 1 1 1 1 1 1 Lane Group L T R L T R L T R L T R Volume, V (vph) 370 208 112 47 375 47 273 735 26 26 286 164 Heavy Vehicles, %HV 2 2 2 2 2 2 2 7 2 2 7 2 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A A A A A A A Start -up Lost Time, li 20 20 2.0 2.0 2.0 20 20 2.0 2.0 2.0 20 2.0 Extension of Effective Green, e 2.0 20 2.0 2.0 2.0 2.0 2.0 20 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/Metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped /Bike /RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 120 120 12.0 12.0 120 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 NN 0 N Parking Maneuvers, Nm Buses Stopping, Ne 0 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 3.2 Phasing Excl. Left EB Only Thru RT 04 NB Only NS Perm 07 08 Timing G= 6.0 G= 7.5 G= 18.5 G= G= 19.0 G= 27.0 G= G= Y= 0 Y= 0 Y= 6 Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 90.0 Lane Group Capacity Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 420 236 127 53 426 53 310 835 30 30 325 186 Lane Group Capacity, c 516 538 897 118 729 325 597 908 1020 101 533 818 v/c Ratio, X 0.81 0.44 0.14 0.45 0.58 0.16 0.52 0.92 0.03 0.30 0.61 0.23 Total Green Ratio, g!C 0.15 0.29 0,57 0.07 0.21 0.21 0.58 0.51 0.64 0.30 0.30 0.52 Uniform Delay, d 37.0 26.1 9.2 40.4 323 29.4 11.2 20.3 5.8 24.2 27.0 11.9 Detailed Report Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Page 1 of 2 1.000 1.000 1.000 1.000 Delay Calibration, k 0.35 0.11 0.11 0.11 0.18 0.11 0.13 0.44 0.11 0.11 0.20 0.11 Incremental Delay, d 9.7 0.6 0.1 2.7 1.2 0.2 0.8 14.2 0.0 1.6 2.0 0.1 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 46.7 26.6 9.3 43.1 33.5 29.6 12.1 34.5 5.8 25.9 29.0 12.1 Lane Group LOS D C A D C C 8 C A C C 8 Approach Delay 34.6 34.1 27.9 23.0 Approach LOS C C C C Intersection Delay 29.8 X c 0.82 Intersection LOS C Detailed Report Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 521 Page 2 of 2 Generated: 5/30/2007 3:00 PM file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \s2k196C.tmp 5/30/2007 HCS DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/16/2007 Time Period AM Peak Intersection Rest Church Rd /Route 11 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID 1 -81 Distribution Center Scenario B Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 1 1 1 2 1 1 1 1 1 1 1 Lane Group L T R L T R L T R L T R Volume, V (vph) 154 268 417 10 80 10 127 186 33 33 591 278 Heavy Vehicles, %HV 2 2 2 2 2 2 2 7 2 2 7 2 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A A,4 A A A A Start-up Lost Time, It 20 2.0 2.0 2.0 20 20 20 2.0 20 2.0 20 a 0 Extension of Effective Green, e 20 20 2.0 20 2.0 2.0 2.0 2.0 2.0 20 20 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped /Bike RTOR Volumes 0 0 125 0 0 0 0 0 0 0 0 0 Lane Width 12.0 120 12.0 12.0 120 120 120 120 12.0 120 12.0 120 Parking Grade Parking N 0 NN 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Na 0 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 32 3.2 3.2 Phasing Excl. Left EB Only Thru RT 04 NB Only NS Perm 07 08 Timing G= 8.0 G= 5.5 G= 14.0 G= G= 5.5 G= 39.0 G= G= Y= 6 Y= 0 Y= 6 Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 90.0 Lane Group Capacity Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 175 305 332 11 91 11 144 211 38 38 672 316 Lane Group Capacity, c 745 404 545 157 552 246 232 878 1029 505 770 1134 v/c Ratio, X 0.23 0.75 0.61 0.07 0.16 0.04 0.62 0.24 0.04 0.08 0.87 0.28 Total Green Ratio, g/C 0.22 0.22 0.34 0.09 0.16 0.16 0.56 0.49 0.65 0.43 0.43 0.72 Uniform Delay, d 29.1 33.0 24.5 37.6 329 323 15.8 13.1 5.6 14.9 23.2 4.5 Detailed Report Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Page 1 of 2 1.000 1.000 1.000 1.000 1.000 C. i... /h. \Tl .a.. O,.u:- n... a,._l ,.t... _fir ......1 c -,.\m .Y.-\ n1 1 A in a- cnn� lnn7 Delay Calibration, k 0.11 0.31 0.20 0.11 0.11 0.11 0.20 0.11 0.11 0.11 0.40 0.11 Incremental Delay, d 0.2 7.9 2.0 0.2 0.1 0.1 5.0 0.1 0.0 0.1 10.8 0.1 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 29.3 40.9 26.5 37.8 33.1 32.4 20.8 13.2 5.7 15.0 34.0 4.6 Lane Group LOS C D C D C C C 8 A 8 C A Approach Delay 325 33.5 15.3 24,3 Approach LOS C C 8 C Intersection Delay 26.1 ?C 0.83 Intersection LOS C Detailed _Report Copyright 2005 University of Florida, AU Rights Reserved HCS Version 5.21 Yage2ot2 Generated: 5/30/2007 3:09 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \s2k1A7D.tmp 5/30/2007 HCS DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/16/2007 Time Period PM Peak Intersection Rest Church Rd /Route 11 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID 1-81 Distribution Center Scenario B Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 1 1 1 2 1 1 1 1 1 1 1 Lane Group L T R L T R L T R L T R Volume, V (vph) 370 207 119 47 375 47 386 754 26 26 287 164 Heavy Vehicles, %HV 2 2 2 2 2 2 2 7 2 2 7 2 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A A A A A A A Start -up Lost Time, li 20 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 20 2.0 2.0 Extension of Effective Green, e 2.0 20 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped /Bike RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 NN 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3. 2 3.2 3.2 3. 2 Phasing Excl. Left EB Only Thru RT 04 NB Only NS Perm 07 08 Timing G= 4.5 G= 5.0 G= 14.0 G= G= 22.0 G= 26.5 G= G= Y= 6 Y= 0 Y= 6 Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 90.0 Lane Group Capacity Control Delay, and LOS Determina 'on EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 420 235 135 53 426 53 439 857 30 30 326 186 Lane Group Capacity, c 592 393 827 89 552 246 648 957 1038 120 523 844 v/c Ratio, X 0.71 0.60 0.16 0.60 0.77 0.22 0.68 0.90 0.03 0.25 0.62 0.22 Total Green Ratio, g/C 0.17 0.21 0.52 0.05 0.16 0.16 0.61 0.54 0.66 0.29 0.29 0.53 Uniform Delay, d 35.1 32.1 11.2 41.9 36.5 33.2 11.2 18.5 5.4 24.2 27.4 11.1 Detailed Report Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Page 1 of 2 1.000 1.000 1.000 1.000 1.000 In •iir•\n,,,.,,m..nte °„a Carr;r,.rc\ AnA.,r1PL0r \T nr al CAH;n..c \Tnn,.. \o')trl ARP tn,.. snnrffInv Delay Calibration, k 0.27 0.19 0.11 0.18 0.32 0.11 0.25 0.42 0.11 0.11 0.21 0.11 Incremental Delay, d 3.9 2.5 0.1 10.4 6.7 0.4 2.8 10.9 0.0 1.1 2.3 0.1 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 39.1 34.6 11.3 52.3 43.1 33.6 14.0 29.4 5.5 25.3 29.8 11.2 Lane Group LOS DC 8 D D C 8 C A C C B Approach Delay 33.0 43.1 23.8 23.2 Approach LOS C D C C Intersection Delay 29.2 X 0.84 c Intersection LOS C Detailed. Keport Copyright 2005 University of Florida, All Rights Reserved HCS Version 5.21 Page 2 of 2 Generated: 5/30/2007 3:10 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \s2k1A8E.tmp 5/30/2007 Two -Way Stop Control General Information Proiect Description 1 -81 Distribution Center East/West Street: Hopewell /Brucetown Road Intersection Orientation: North -South Scenario A TWO -WAY STOP CONTROL SUMMARY Site Information Page 1 of 2 North /South Street: Route 11 Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR veh/h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Northbound 1 L 126 0.88 143 7 1 L 2 T 368 0.88 418 1 0 3 R 62 0.88 70 0 0 TR Southbound 4 L 13 0.88 14 7 1 5 T 666 0.88 756 1 0 6 R 177 0.88 201 Two Way Left Tum Lane 0 0 TR Minor Street Movement Volume (veh/h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR veh/h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Eastbound 7 L 153 0.88 173 7 0 8 T 64 0.88 72 19 0 1 LTR R 183 0.88 207 7 0 0 Westbound 10 L 64 0.88 72 7 0 11 T 46 0.88 52 19 N 0 1 LTR 12 R 74 0.88 84 7 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v veh/h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS Northbound 1 L 143 699 0.20 0.76 11.5 8 Southbound 4 L 14 1050 0.01 0.04 8.5 A Westbound 7 8 LTR 208 0 F 9 Eastbound 10 11 LTR 452 191 2.37 37.18 669.8 F 12 C /nn Intersection HopewellfBrucetown Road /Route Analyst PHRA Agency /Co. PHRA Jurisdiction Frederick County, VA Date Performed 05/30/2007 Analysis Year 2010'Buildout Conditions Analysis Time Period AM Peak Two -Way Stop Control General Information Proiect Description 1 -81 Distribution Center East/West Street: Hopewell /Brucetown Road Intersection Orientation: North -South Scenario A TWO -WAY STOP CONTROL SUMMARY Site Information Page 1 of 2 North /South Street: Route 11 Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR veh/h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Northbound 1 L 126 0.88 143 7 1 L 2 T 368 0.88 418 1 0 3 R 62 0.88 70 0 0 TR Southbound 4 L 13 0.88 14 7 1 5 T 666 0.88 756 1 0 6 R 177 0.88 201 Two Way Left Tum Lane 0 0 TR Minor Street Movement Volume (veh/h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR veh/h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Eastbound 7 L 153 0.88 173 7 0 8 T 64 0.88 72 19 0 1 LTR R 183 0.88 207 7 0 0 Westbound 10 L 64 0.88 72 7 0 11 T 46 0.88 52 19 N 0 1 LTR 12 R 74 0.88 84 7 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v veh/h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS Northbound 1 L 143 699 0.20 0.76 11.5 8 Southbound 4 L 14 1050 0.01 0.04 8.5 A Westbound 7 8 LTR 208 0 F 9 Eastbound 10 11 LTR 452 191 2.37 37.18 669.8 F 12 C /nn 1 wU rr ay Uwll ULit1vl Approach LOS F Approach Delay (s /veh) Copyright 2005 University of Florida. All Rights Reserved HCS Version 5.21 669.8 rage L Ul L Generated: 5/30/2007 3:01 PM file: /C:'Documents and Settings\Andurlekar \Local Settings \Temp \u2k1991.tmp 5/30/2007 Intersection Hopewell /Brucetown Road /Route Jurisdiction Frederick County, VA Analysis Year 2010 8uildout Conditions Analysis Time Period PM Peak Analyst PHRA Agency /Co. PHRA Date Performed Analysis Time Period PM Peak Two -Way Stop Control Page 1 of 2 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Project Description 1 -81 Distribution Center Scenario A East/West Street: HopewelUBrucetown Road Intersection Orientation: North -South North /South Street: Route 11 Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Northbound 1 L 248 0.88 281 7 1 L 2 T 812 0.88 922 1 0 3 R 86 0.88 97 0 0 TR Southbound L 49 0.8E 55 7 1 L T 404 0.88 459 1 0 6 R 188 0.88 213 Two Way Left Turn Lane 0 0 TR Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Eastbound 7 L 120 a 88 136 7 0 8 T 49 0.88 55 13 N 0 1 LTR 9 R 173 0.88 196 7 0 0 0 Westbound 10 L 62 0.88 70 7 0 11 T 55 0.88 62 13 N 0 LTR 12 R 56 0.88 63 7 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS Northbound 1 L 281 896 0.31 1.35 10.8 8 Southbound 4 L 55 662 0.08 0.27 10.9 8 Westbound 7 8 LTR 195 0 F 9 Eastbound 10 11 LTR 387 0 F 12 C ifl n innn7 Two -Way Stop Control Approach LOS Approach Delay (s /veh) Copyright 2005 University o&Florida, All Rights Reserved HCS +TM Version 5.21 Page 2 of 2 Generated: 5/30/2007 3:02 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \u2k19A8.tmp 5/30/2007 HCS DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 05/30/2007 Time Period AM Peak Hour Intersection Rt. 11 Hopewell Rd /Brucetown Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions 1 -81 Distribution Center Project ID Scenario A Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 1 0 1 1 1 1 1 1 1 1 Lane Group L T R LT R L T R L T R Volume, V (vph) 153 64 183 64 46 74 126 368 62 13 666 177 Heavy Vehicles, %HV 7 19 7 7 19 7 7 7 7 7 7 7 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or Actuated (A) A A A A A A A A A A A A Start-up Lost Time, It 2.0 2.0 20 2.0 2.0 2.0 2.0 20 2.0 2.0 2.0 Extension of Effective Green, e 20 20 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 '3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 J1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0:0' 0.0 0.0 0.0 Ped /Bike RTOR Volumes 0 0 20 0 0 20 0 0 0 0 0 0 Lane Width 12.0 120 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N O N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04' SB Only NS Perm 07 08 Timing G= 27.0 G= G= G= G= 15.0- G= 41.0 G= G= Y= 6 Y= Y= Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 95.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 161 67 172 115 57 133 387 65 14 701 186 Lane Group Capacity, c 345 454 429 382 429 277 766 651 587 1047 890 v/c Ratio, X 0.47 0.15 0.40 0.30 0.13 0.48 0.51 0.10 0.02 0.67 0.21 Total Green Ratio, g/C 0.28 0.28 0.28 0.28 0.28 0.43 0.43 0.43 0.65 0.59 0.59 Uniform Delay, d 28.1 25.4 27.5 26.6 25.3 19.4 19.6 16.0 6.9 13.2 9.1 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Detailed Report Page 1 of 2 c nn in -r Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.24 0.11 Incremental Delay, d 1.0 0.2 0.6 0.4 0.1 1.3 0.5 0.1 0.0 1.7 0.1 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 29.1 25.6 28.1 27.1 25.4 20.7 20.2 16.1 7.0 14.9 9.2 Lane Group LOS C C C C C C C B A B A Approach Delay 28 1 26.5 19.8 13.6 Approach LOS C C B B Intersection Delay 19.3 X c 0.60 Intersection LOS 8 1Jetaitea tcepon Copyright O 2005 University of Florida, All Rights Reserved HCS Version 521 Page 2 oft Generated: 5(30/2007 3:01 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \s2k19A4.tmp 5/30/2007 HCS DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 05/30/2007 Time Period PM Peak Hour Intersection Rt. 11 Hopewell Rd /Brucetown Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions 1 -81 Distribution Center Project ID Scenario A Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 1 0 1 1 1 1 1 1 1 1 Lane Group L T R L T R L T R L T R Volume, V (vph) 120 49 173 62 55 56 248 812 86 49 404 188 Heavy Vehicles, %HV 7 13 7 7 13 7 7 7 7 7 7 7 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 D.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or Actuated (A) A A A AA A A A A A A A Start -up Lost Time, It 20 20 2.0 2.0 2.0 2.0 20 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 20 2.0 2.0 2.0 2.0 2.0 2.0 2.0 20 20 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 )1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking Grade Parking N 5 N N 0 N N 0 N N 0 N Parking Maneuvers, Nrn Buses Stopping, Ns 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians Gp 12 3.2 3.2 3. 2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 28.0 G= G= G= G= 50.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 90.0 Lane Group Capacity, Control Delay, and LOS Determine on EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 126 52 182 123 59 261 855 91 52 425 198 Lane Group Capacity, c 365 510 458 442 469 443 987 838 135 987 838 v/c Ratio, X 0.35 0.10 0.40 0.28 0.13 0.59 0.87 0.11 0.39 0.43 0.24 Total Green Ratio, g/C 0.31 0.31 0.31 0.31 0.31 0.56 0.56 0.56 0.56 0.56 0.56 Uniform Delay, d 23.9 22.1 24.4 23.4 22.2 13.2 17.1 9.5 11.3 11.7 10.2 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 I Detailed Report ce..:. .,.,,�me.,....� Page 1 of 2 cnni2nn7 Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.18 0.40 0.11 0.11 0.11 0.11 Incremental Delay, d 0.6 0.1 0.6 0.3 0.1 2.1 8.2 0.1 1.8 0.3 0.1 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 24.5 22.1 24.9 23.7 22.3 15.3 25.4 9.5 13.1 120 10.4 Lane Group LOS C C C C C B C A B B 8 Approach Delay 24 4 23.3 22.0 11.6 Approach LOS C C C B Intersection Delay 19 X 0.70 c Intersection LOS 8 >Jetauea Kepon Copyright t 2005 University of Florida, AN Rights Reserved HCS Version 5.21 Page 2 of 2 Generated: 5/30/2007 3:02 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \s2k19BC.tmp 5/30/2007 Analyst PHRA Intersection Hopewell /Brucetown Road /Route Agency /Co. PHRA Jurisdiction Frederick County, VA Analysis Year 2010 Buildout Conditions Analysis Time Period AM Peak Analyst PHRA Agency /Co. PHRA Date Performed 05/16/2007 Analysis Time Period AM Peak Two -Way Stop Control Page I of 2 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Project Description 1 -81 Distribution Center Scenario B East/West Street: Hopewell/Brucetown Road Intersection Orientation: North -South North/South Street: Route 11 Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate HFR (veh/h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Northbound 1 L 126 0.88 143 7 1 L 2 T 391 0.88 444 1 0 3 R 62 0.88 70 0 TR Southbound 4 L 13 0.88 14 7 1 L 5 T 667 0.88 757 1 0 6 R 179 a 88 203 Two Way Left Tum Lane 0 0 TR Minor Street Movement Volume veh/h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR veh/h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Eastbound L 199 0.88 226 7 0 T 64 0.88 72 19 0 1 LTR 9 183 0.88 207 7 0 0 0 Westbound 10 64 0.88 72 7 0 11 T 46 0.88 52 19 N 0 1 LTR 12 R 74 0.88 84 7 0 0 0 Delay, Queue Length. and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS Northbound L 143 697 0.21 0.77 11.5 8 Southbound 4 L. 14 1026 0.01 0.04 8.6 A Westbound 7 8 LTR 208 0 F 9 Eastbound 10 11 LTR 505 176 2.87 45.31 897.0 F 12 Fto iir•�rr,.,.,,..,o.,r� co.+:.,...a A m 1 A nc c nn nnm Iwo -way top Lontrof pproach Delay (s /veh) Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 5.21 ?age 2 of 2 Approach LOS F 897.0 Generated: 5/30/2007 3:11 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \u2k1AD5.tmp 5/30/2007 Analyst PHRA Agency /Co. PHRA Date Performed 05/16/2007 Analysis Time Period PM Peak Two -Way Stop Control 1 General Information TWO -WAY STOP CONTROL SUMMARY Project Description 1 -81 Distribution Center- Scenario B East/West Street: Hopewell Brucetown Road Intersection Orientation: North -South Site Information Intersection Jurisdiction Analysis Year Hopewell /Brucetown Road /Route Frederick County, VA 2010 Buildout Conditions North /South Street: Route 11 Study Period (hrs): 0.25 r L.. /r.\Tl ......1 0..44. A..A.. ..1..1 \T __l c_u:_ \T_ \..n1_1 A77A Page 1 of 2 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Northbound 1 L 248 0.88 281 7 L 2 T 813 0.88 923 1 0 3 R 86 0.88 97 0 0 TR Southbound 4 L 49 0.88 55 7 1 L 5 T 423 0.88 480 1 0 6 R 226 0.88 256 Two Way Left Tum Lane 0 0 TR Minor Street Movement Volume (veh/h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Eastbound 7 L 122 0.88 138 7 0 8 T 49 0.88 55 13 N 0 1 LTR R 173 0.88 196 7 0 0 Westbound 10 L 62 0.88 70 7 0 11 T 55 0.88 62 13. N 0 1 LTR 12 R 56 0.88 63 7 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS Northbound 1 L 281 847 0.33 1.46 11.3 B Southbound 4 L 55 661 0.08 0.27 10.9 8 Westbound 7 8 LTR 195 0 F 9 Eastbound 10 11 LTR 389 0 F 12 cn n,n nn r wo -way a top Lorin-or 1 Approach LOS Approach Delay (s /veh) Copyright 2005 University of Florida, All Rights Reserved HCS Version 5.21 Page 2ot Generated: 5/30/2007 3:36 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \u2k1AFA.tmp 5/30/2007 HCS DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 05/16/2007 Time Period AM Peak Hour Intersection Rt. 11 Hopewell Rd /8rucetown Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions 1 -81 Distribution Center Project ID Scenario 8 Suggested Improvement Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 1 0 1 1 1 1 1 1 1 1 Lane Group L T R LT R L T R L T R Volume, V (vph) 199 64 183 64 46 74 126 391 62 13 667 179 Heavy Vehicles. q%HV 7 19 7 7 19 7 7 7 7 7 7 7 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Pretimed (P) or Actuated (A) A A A AA A A A A A A A Start -up Lost Time, li 2.0 2.0 20 2.0 2.0 20 20 2.0 20 20 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 20 2.0 2.0 2.0 20 20 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qt, 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped /Bike RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 120 120 12.0 120 120 120 12.0 120 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3.2 3. 2 3. 2 32 Phasing EW Perm 02 03 04 SB Only NS Perm 07 08 Timing G= 27.0 G= G= G= G= 15.0 G= 41.0 G= G= Y= 6 Y= Y= Y= Y= 0 Y= 6 Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 95.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 226 73 208 125 84 143 444 70 15 758 203 Lane Group Capacity, c 342 454 429 378 429 237 766 651 543 1047 890 v/c Ratio, X 0.66 0.16 0.48 0.33 0.20 0.60 0.58 0.11 0.03 0.72 0.23 Total Green Ratio, g/C 0.28 0.28 0.28 0.28 0.28 0.43 0.43 0.43 0.65 0.59 0.59 Uniform Delay, d 30.0 25.5 28:2 26.9 25.8 20.8 20.5 16.1 7.5 14.0 9.2 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Detailed Report Page 1 of 2 fn,. /r•\f„r,,n,P„rc n„rt c „oi cntf: \Ta,„ \crnr1 A r„,., cnni2nm Delay Calibration, k 0.24 0.11 0.11 0.11 0.11 0.19 0.17 0.11 0.11 0.28 0.11 Incremental Delay, d 4.7 0.2 0.9 0.5 0.2 4.3 1.1 0.1 0.0 2.5 0.1 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 34.6 25.7 29.1 27.4 26.0 25.1 21.6 16.2 7.5 16.5 9.4 Lane Group LOS C C C C C C C 8 A B A Approach Delay 31 1 26.8 21.8 14.9 Approach LOS C C C B Intersection Delay 21.4 X 0.70 Intersection LOS C Lclu&JeU mcpui Copyright 2005 University of Florida, AJI Rights Reserved HCS +TM Version 5.21 rage 2 01 2 Generated: 5/30/2007 3:10 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \s2k1A9F.tmp 5/30/2007 HCS+ DETAILED. REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 05/16/2007 Time Period PM Peak Hour Intersection Rt. 11 Hopewell Rd /Brucetown Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions 1 -81 Distribution Center Project ID Scenario B Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 1 1 0 1 1 1 1 1 1 1 1 Lane Group L T R LT R L T R L T R Volume, V (vph) 122 49 173 62 55 56 248 813 86 49 423 226 Heavy Vehicles, °/01-IV 7 13 7 7 13 7 7 7 7 7 7 7 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0"88 Pretimed (P) or Actuated (A) A A A AA A A. A A A A A Start -up Lost Time, li 2.0 2.0 2.0 20 2.0 2.0 2.0 20 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 20 20 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 10 10 3.0 10 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 120 12.0 12.0 12.0 12.0 12.0 12.0 120 12.0 12.0 Parking Grade Parking N 5 N N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 0 0 0 0 0 0 Min. Time for Pedestrians Gp 3. 2 3. 2 3.2 3.2 Phasing EW Perm 02" 03 04 NS Perm 06 07 08 Timing G= 28.0 G= G= G= G= 50.0 G= G= G= Y= 6' Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 90.0 Lane Group Capacity, Control Delay, and LOS Determina 'on EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 139 56 197 133 64 282 924 98 56. 481 257 Lane Group Capacity, c 362 510 458 439 469 399 987 838 88 987 838 v/c Ratio, X 0.38 0.11 0.43 0.30 0.14 0.71 0.94 0.12 0.64 0.49 0.31 Total Green Ratio, g/C 0.31 0.31 0.31 0.31 0.31 0.56 0.56 0.56 0.56 0.56 0.56 Uniform Delay, d 24.3 22.1 24.7 216 223 14.6 18.5 9.5 13.7 122 10.7 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 I Detailed Report files• //CAUlnrn.nnnto anti Cattinnc \dnAnrinlrar \T nral Cntf:n nc \Tnrn, \0.11,1 ABM +n,,, Page 1 of 2 c to n i2 nn iwo -way stop Lontrot General Information Site Information Project Description 1 -81 Distribution Cen East/West Street: Hopewell Road Intersection Orientation: East West TWO -WAY STOP CONTROL SUMMARY er Scenario A North /South Street: 181 NB Ramps Study Period (hrs): 0.25 0 Page 1 of 2 ehicle Volumes and Adjustments iIMajor Street Eastbound Movement 1 Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream. Signal L 22 0.88 0.88 25 I 248 16 Undivided 0 LT 2 3 T 219 R 0.88 0 0 1 0 0 Westbound 4 L 0.88 0 7 0 5 T 182 0.88 206 1 6 R 159 0.88 180 0 0 TR Minor Street Movement 7 L 8 T Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Northbound 28 0.88 31 16 0 0.88 0 0 0 0 LR 9 R 174 0.88 197 16 0 0 0 Southbound 0.88 0.88 0 0 7 0 0 y 2 0 WWI 1 0 L 11 T 12 R 0.88 0 7 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS Eastbound 1 LT 25 1100 0.02 0.07 8.3 A Westbound 4 Northbound 7 8 LR 228 688 0.33 1.45 12.8 8 9 Southbound 1 0 11 12 file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \u2k19C1.tmp 5/30/2007 Hopewell Rd. /I 81 NB Ramps Analyst PHRA Intersection Agency /Co. PHRA Jurisdiction Frederick County, VA Date Performed Analysis Year 2010 Build Out Conditions Analysis is Time Period AM Peak iwo -way stop Lontrot General Information Site Information Project Description 1 -81 Distribution Cen East/West Street: Hopewell Road Intersection Orientation: East West TWO -WAY STOP CONTROL SUMMARY er Scenario A North /South Street: 181 NB Ramps Study Period (hrs): 0.25 0 Page 1 of 2 ehicle Volumes and Adjustments iIMajor Street Eastbound Movement 1 Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream. Signal L 22 0.88 0.88 25 I 248 16 Undivided 0 LT 2 3 T 219 R 0.88 0 0 1 0 0 Westbound 4 L 0.88 0 7 0 5 T 182 0.88 206 1 6 R 159 0.88 180 0 0 TR Minor Street Movement 7 L 8 T Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Northbound 28 0.88 31 16 0 0.88 0 0 0 0 LR 9 R 174 0.88 197 16 0 0 0 Southbound 0.88 0.88 0 0 7 0 0 y 2 0 WWI 1 0 L 11 T 12 R 0.88 0 7 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS Eastbound 1 LT 25 1100 0.02 0.07 8.3 A Westbound 4 Northbound 7 8 LR 228 688 0.33 1.45 12.8 8 9 Southbound 1 0 11 12 file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \u2k19C1.tmp 5/30/2007 two -way stop Uontrot General Information Project Description t -81 Distribution Center Scenario A East/West Street: Hopewell Road Intersection Orientation: East -West Site Information TWO -WAY STOP CONTROL SUMMARY Page 1 oft North /South Street: 181 NB Ramps Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Eastbound 1 L 39 0.88 44 12 0 LT 2 T 184 0.88 209 1 0 3 R 0.88 0 0 0 Westbound 4 0.88 0 7 0 5 T 235 0.88 267 1 0 6 R 245 0.88 278 Undivided 0 TR Minor Street Movement olume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration pproach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS Northbound 7 L 44 0.88 50 12 Delay, Queue Length, and Level of Service 8 T 0.88 0 0 9 151 0.88 171 12 0 0 Eastbound 1 LT 44 976 0.05 0.14 8.9 A 0 0 LR Westbound 4 0 0 Northbound 7 8 LR 221 637 0.35 1.55 13.6 8 Southbound 10 L 0.88 0 7 0 0 9 11 T 0.88 0 0 Y 2 0 10 12 R 0.88 0 7 0 0 Southbound 11 12 file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \u2k19C5.tmp 5/30/2007 Hopewell Rd. /I 81 N8 Ramps Analyst PHRA Intersection Agency /Co. PHRA Jurisdiction Frederick County, VA Date Performed Analysis Year 2010 Build Out Conditions Analysis Time Period PM Peak two -way stop Uontrot General Information Project Description t -81 Distribution Center Scenario A East/West Street: Hopewell Road Intersection Orientation: East -West Site Information TWO -WAY STOP CONTROL SUMMARY Page 1 oft North /South Street: 181 NB Ramps Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Eastbound 1 L 39 0.88 44 12 0 LT 2 T 184 0.88 209 1 0 3 R 0.88 0 0 0 Westbound 4 0.88 0 7 0 5 T 235 0.88 267 1 0 6 R 245 0.88 278 Undivided 0 TR Minor Street Movement olume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration pproach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS Northbound 7 L 44 0.88 50 12 Delay, Queue Length, and Level of Service 8 T 0.88 0 0 9 151 0.88 171 12 0 0 Eastbound 1 LT 44 976 0.05 0.14 8.9 A 0 0 LR Westbound 4 0 0 Northbound 7 8 LR 221 637 0.35 1.55 13.6 8 Southbound 10 L 0.88 0 7 0 0 9 11 T 0.88 0 0 Y 2 0 10 12 R 0.88 0 7 0 0 Southbound 11 12 file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \u2k19C5.tmp 5/30/2007 Two -Way Stop Control Approach LOS B Approach Delay (s /veh) Copyright 2005 University of Florida, All Rights Reserved 12.8 HCS +TM Version 5.21 Page 2 of 2 Generated: 5/30/2007 3:02 PM ffln•/ /C•\flnn ,.,,a.nrc onA ca+n:,n.. A.,A,n.- lcL..r \T ,.,...1 ..11,111C1 Cnnnnni Intersection Hopewell Rd. /181 NB Ramps Jurisdiction Frederick County, VA Analysis Year 2010 Build Out Conditions Analysis Time Period AM Peak Analyst PHRA Agency /Co. PHRA Date Performed 05/16/2007 Analysis Time Period AM Peak 1 VV V YV ay LJwy wuuv1 rage 1 01 z TWO -WAY STOP CONTROL SUMMARY General Information Site Information Project Description 1 -81 Distribution Center Scenario 8 East/West Street: Hopewell Road Intersection Orientation: East -West North /South Street: 181 NB Ramps Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Eastbound 1 L 22 0.88 25 16 2 T 219 0.88 248 3 R 0.88 0 Undivided 0 0 0 0 LT Northbound 7 L 28 0.88 31 16 0 8 T 0.88 0 0 0 N 0 0 LR 9 R 0 0.88 0 16 0 0 Westbound 4 L 0.88 0 7 Southbound 10 L 0.88 0 0 5 T 185 0.88 210 1 0 11 T 0.88 0 0 0 Y 2 6 R 159 0.88 180 0 0 TR 12 R 0.88 0 7 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS Eastbound 1 LT 25 1096 0.02 0.07 8.4 A Westbound 4 Northbound 7 8 LR 31 433 0.07 0.23 14.0 8 9 Southbound 10 11 12 file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \u2k1AEO.tmp 5/30/2007 Two -Way Stop Control pproach Delay (s /veh) Copyright 2005 University of Florida, All Rights Reserved 13.6 HCS +TM Version 5.21 Page 2 of 2 A pproach LOS 8 Generated: 5/30/2007 3:03 PM filo• //l \Tlr\rllmonfo onti Cottlnnc\ 0 rich lrlolrnr \T nrnl Coffinnc \Tnm..\..l1710CIC f,nn C /2f1 /7!1(17 Analyst PHRA Intersection Hopewell Rd./ 1 81 NB Ramps Agency /Co. PHRA Jurisdiction Frederick County, VA Analysis Year 2010 Build Out Conditions Analyst PHRA Agency /Co. PHRA Date Performed 05/16/2007 Analysis Time Period PM Peak rwo way J Lop l,orllrol General Information Project Description East/West Street: Hopewell Road Intersection Orientation: East -West ehicle Volumes and Adjustments Major Street Movement olume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal TWO -WAY STOP CONTROL SUMMARY Eastbound 1 L 39 0.88 44 12 0 LT 2 T 184 0.88 209 1 0 Site Information North /South Street: 1 NB Ramps Study Period (hrs): 0.25 3 R 0.88 0 0 0 Westbound 4 5 L 0.88 0 7 0 T 273 0.88 310 1 0 6 R 245 0.88 278 Undivided 0 0 TR Minor Street Movement olume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration 7 L 44 0.88 50 12 0 Delay, Queue Length, and Level of Service pproach Movement Lane Configuration (veh /h) C (m) (veh /h) /c 95% queue length Control Delay (s /veh) LOS Northbound Eastbound 1 LT 44 940 0.05 0.15 9.0 A 8 T 0.88 0 0 0 N 0 0 LR Westbound 4 9 R 153 0.88 173 12 0 0 Northbound 7 8 LR 223 624 0.36 1.62 13.9 B Southbound 10 L 0.88 7 0 9 11 T 0.88 0 0 0 Y 2 0 12 R 0.88 0 7 0 0 Southbound 10 11 12 file: /CXDocuments and Settings\Andurlekar\Local Settings \Temp \u2k1AE3.tmp rage 1 o1 L 5/30/2007 Two -Way Stop Control Approach Delay (s /veh) Copyright 2005 University o Florida, All Rights Reserved HCS Version 5.21 Page 2 of 2 14.0 J 8 Approach LOS Generated: 5/30/2007 3:12 PM f:lo•//!` \Tlnn,,,,,A„ +o 'mrH Coft:,,.,r\ A.,A,,rinLnr \T nnni Co4+4.-me\To.nn 11,1 A L'n t.«« C /']f Mn11 1wo Way Stop Control General Information TWO -WAY STOP CONTROL SUMMARY Project Description 1 -81 Distribution Center Scenario A East/West Street: Hopewell Road Intersection Orientation: East -West Site Information North /South Street: 1 SB Ramps Study Period (hrs): 0.25 file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \u2k19CB.tmp Page 1 of 2 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Eastbound L 0.88 0 0 0 2 T 77 0.88 87 1 3 R 33 0.88 37 0 0 TR Westbound 4 L 127 0.88 144 16 0 LT 5 T 82 0.88 93 1 0 6 R 0.88 0 Undivided 0 0 Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Northbound 7 L 0.88 0 0 0 8 T 0.88 0 0 0 N 0 0 9 R 0.88 0 0 0 0 Southbound 10 L 163 0.88 185 16 0 11 T 0.88 0 0 0 2 0 LR 12 R 20 0.88 22 16 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) vlc 95% queue length Control Delay (s /veh) LOS Eastbound 1 Westbound 4 LT 144 1380 0.10 0.35 7.9 A Northbound 7 8 9 Southbound 10 11 LR 207 516 0.40 1.91 17.0 C 12 5/30/2007 Intersection Hopewell Rd. /I 81 SB Ramps Analyst PHRA Agency /Co. PHRA Jurisdiction Frederick County, VA Date Performed Analysis Year 2010 Build Out Conditions Analysis Time Period AM Peak 1wo Way Stop Control General Information TWO -WAY STOP CONTROL SUMMARY Project Description 1 -81 Distribution Center Scenario A East/West Street: Hopewell Road Intersection Orientation: East -West Site Information North /South Street: 1 SB Ramps Study Period (hrs): 0.25 file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \u2k19CB.tmp Page 1 of 2 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Eastbound L 0.88 0 0 0 2 T 77 0.88 87 1 3 R 33 0.88 37 0 0 TR Westbound 4 L 127 0.88 144 16 0 LT 5 T 82 0.88 93 1 0 6 R 0.88 0 Undivided 0 0 Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Northbound 7 L 0.88 0 0 0 8 T 0.88 0 0 0 N 0 0 9 R 0.88 0 0 0 0 Southbound 10 L 163 0.88 185 16 0 11 T 0.88 0 0 0 2 0 LR 12 R 20 0.88 22 16 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) vlc 95% queue length Control Delay (s /veh) LOS Eastbound 1 Westbound 4 LT 144 1380 0.10 0.35 7.9 A Northbound 7 8 9 Southbound 10 11 LR 207 516 0.40 1.91 17.0 C 12 5/30/2007 Two -Way Stop Control pproach Delay (s /veh) Copyright 2005 University of Florida, All Rights Reserved 13.9 HCS +TM Version 5.21 Page 2 of 2 A pproach LOS B Generated: 5/30/2007 3:12 PM mn rnnnr7 Intersection Hopewell Rd./ 181 SB Ramps Jurisdiction Frederick County, VA Analysis Year 2010 Build Out Conditions Analysis Time Period AM Peak Analyst PHRA Agency /Co. PHRA Date Performed 05/16/2007 Analysis Time Period AM Peak TWO -WAY STOP CONTROL SUMMARY General Information Project Description 1 -81 Distribution Center Scenario B East/West Street: Hopewell Road Intersection Orientation: East -West Site Information North /South Street: 1 SB Ramps Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal 1 L 0.88 0 0 0 Eastbound 2 T 77 0.88 87 1 0 3 R 33 0.88 37 0 0 TR Westbound 4 L 129 0.88 0 LT 5 T 82 0.88 93 1 0 6 R 0.88 146 16 0 Undivided 0 0 Minor Street Movement olume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration pproach Movement Lane Configuration (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (slveh) LOS Northbound 7 L 0,88 0 0 0 Delay, Queue Length, and Level of Service Eastbound 1 8 T 0.88 0 0 0 N 0 0 Westbound 4 LT 146 1380 0.11 0.35 7.9 A 9 R 0.88 0 0 0 Northbound 7 8 Southbound 10 L 163 0.88 185 16 0 9 11 T 0.88 0 0 0 Y 1 0 LR 10 12 R 20 0.88 22 16 0 0 Southbound 11 LR 207 498 0.42 2.02 17.3 C 12 file: /C:\Documents and Settings\Andurlekar'\Local Settings \Temp \u2k1AE6.tmp 5/30/2007 Two -Way Stop Control Approach Delay (s /veh Approach LOS Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 5.21 Page 2 of 2 17.9 c 1 Generated: 5/30/2007 3:03 PM file: /C:\Documents and Settings\Andurlekar\Local Settinas \Tema \u2k19CF.tmn 5/30/2007 Analyst PHRA Intersection Site Dr 1 /Route 11 Agency /Co. PHRA Jurisdiction Frederick County, VA Date Performed Analysis Year 2010 Build Out Conditions Analysis Time Period PM Peak i wL. V Y ay L+ ay '.v 1uv 1abc 1 V1 L TWO -WAY STOP CONTROL SUMMARY General Information Site Information Project Description 1 -81 Distribution Center Scenario A East/West Street: Site Driveway 1 Intersection Orientation: North -South North /South Street: Route 11 Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Northbound 1 L 0.88 0 0 0 2 T 971 0.88 1103 1 T 0 3 R 0.88 0 0 0 Southbound 4 L 0. 88 0 7 0 5 T 583 0.88 662 1 0 6 R 9 0.88 10 Undivided 0 0 TR Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Eastbound 7 L 0.88 0 0 8 T 0.88 0 0 0 N 0 0 9 R 12 0.88 13 25 0 1 Westbound 10 L 0.88 0 7 0 11 T 0.88 0 0 0 0 12 R 0.88 0 0 0 N 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS Northbound 1 Southbound 4 Westbound 7 8 9 Eastbound 10 11 12 R 13 421 0.03 0.10 13.8 8 Approach Delay file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \u2k19D9.tmp 13.8 5/30/2007 Two -Way Stop Control (s ppro) Approach LOS Copyright 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 C Page 2 of 2 Generated: 5/30/2007 3:03 PM fllp.•//l \Tlnr.nmentc anti Rettinoc \Anrinrlpkar\i. cettinoc \Temn \n7k1 Qfl twin 5/lfl/7f1(17 Analyst PHRA Intersection Site Dr 1 /Route 11 Agency /Co. PHRA Jurisdiction Frederick County, VA Date Performed Analysis Year 2010 Build Out Conditions Analysis Time Period AM Peak 1 VVv ry ay JLU \.vuu v1 rage 1 01 L TWO -WAY STOP CONTROL SUMMARY General Information Project Description 1 -81 Distribution Center Scenario A Site Information. East/West Street: Site Driveway 1 Intersection Orientation: North -South North /South Street: Route 11 Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Northbound 1 L 0.88 0 0 0 2 T 495 0.88 562 1 T 0 3 R 0.88 0 0 0 Southbound 4 L 0.88 0 7 0 5 T 836 0.88 950 1 0 6 R 16 0.88 18 Undivided 0 0 TR Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Eastbound 7 L 0.88 0 0 0 8 T 0.88 0 0 N 0 0 9 R 5 0.88 5 25 0 0 1 R Westbound 10 L 0.88 0 7 0 11 T 0.88 0 0 N 0 0 12 R 0.88 0 0 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS A Northbound 1 Southbound 4 Westbound 7 8 9 Eastbound 10 11 12 R 5 282 0.02 0.05 18.0 C pproach Delay 18.0 file: /C:\Documents and Settings\Andurlekar \Local Settings \Temp \u2k19D4.tmp 5/30/2007 Two -Way Stop Control pproach Delay (s /veh) pproach LOS C Copyright 2005 University of Florida, All Rights Reserved 22:4 HCS +TM Version 5.21 Page 2 of 2 Generated: 5/30/2007 3:12 PM f la.' /C• \Tlnrnme.ntc and Crttinoc\ Andnrlekar \T nral Fe]tinoc \Temn \1171r1 APO trim S /4n /71187 1 WU NY ay Jwtl lAJIM 1 ai�'G 1 V1 L TWO -WAY STOP CONTROL SUMMARY General Information Analyst Agency /Co. Date Performed Analysis Time Period PHRA PHRA 05/16/2007 PM Peak Site Information Project Description 1 -81 Distribution Center Scenario B East/West Street: Hopewell Road Intersection Orientation: East -West North /South Street: 81 SB Ramps Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Eastbound 1 L 0.88 0 0 0 2 T 63 0.88 71 1 0 3 R 28 0.88 31 0 0 TR Westbound 4 L 179 0.88 203 12 LT 5 T 138 0.88 156 1 0 6 R 0.88 0 Undivided 0 0 Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Northbound 7 L 0.88 0 0 0 8 T 0.88 0 0 N 0 0 9 R 0.88 0 0 0 0 0 Southbound 10 L 160 0.88 181 12 0 11 T 0.88 0 0 Y 1 0 LR 12 R 40 0.88 45 12 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS Eastbound 1 Westbound 4 LT 203 1430 0.14 0.49 7.9 A Northbound 7 8 9 Southbound 1 11 LR 226 428 0.53 3.00 22.4 C 12 file: /C:"Documents and Settings\Andurlekar\Local Sett ings \Temp \u2k1AE9.tmp 5/30/2007 Intersection Hopewell Rd. /181 SB Ramps Jurisdiction Frederick County, VA Analysis Year 2010 Build Out Conditions 1 WU NY ay Jwtl lAJIM 1 ai�'G 1 V1 L TWO -WAY STOP CONTROL SUMMARY General Information Analyst Agency /Co. Date Performed Analysis Time Period PHRA PHRA 05/16/2007 PM Peak Site Information Project Description 1 -81 Distribution Center Scenario B East/West Street: Hopewell Road Intersection Orientation: East -West North /South Street: 81 SB Ramps Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Eastbound 1 L 0.88 0 0 0 2 T 63 0.88 71 1 0 3 R 28 0.88 31 0 0 TR Westbound 4 L 179 0.88 203 12 LT 5 T 138 0.88 156 1 0 6 R 0.88 0 Undivided 0 0 Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Northbound 7 L 0.88 0 0 0 8 T 0.88 0 0 N 0 0 9 R 0.88 0 0 0 0 0 Southbound 10 L 160 0.88 181 12 0 11 T 0.88 0 0 Y 1 0 LR 12 R 40 0.88 45 12 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS Eastbound 1 Westbound 4 LT 203 1430 0.14 0.49 7.9 A Northbound 7 8 9 Southbound 1 11 LR 226 428 0.53 3.00 22.4 C 12 file: /C:"Documents and Settings\Andurlekar\Local Sett ings \Temp \u2k1AE9.tmp 5/30/2007 Two -Way Stop Control Approach LOS C Approach Delay (s /veh Copyright 2005 University 0 Florida, All Rights Reserved I 17.3 HCS +TM Version 5.21 Page 2 of 2 Generated: 5130/2007 3:12 PM fi1P' /IC \flnc 11T1ients and Settinoc \Andd11r1P.1c it \T.nr.nl Settino¢ \Temn \1171,1 AP6 tmn snnnnm Analyst PHRA Intersection Site Dr 1 /Route 11 Agency /Co. PHRA Jurisdiction Frederick County, VA Date Performed 05/16/2007 Analysis Year 2010 Build Out Conditions Analysis Time Period AM Peak TWO -WAY STOP CONTROL SUMMARY General Information Site Information Project Description 1 -81 Distribution Center- Scenario B East/West Street: Site Driveway 1 Intersection Orientation: North -South North /South Street: Route 11 Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Northbound 1 L 0.88 0 0 0 2 T 514 0.88 584 1 T 0 3 R 0.88 0 0 0 Southbound 4 L 0.88 0 7 0 5 T 0 0.88 0 1 0 6 R 62 0.88 70 Undivided 0 0 TR Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Eastbound 7 L 0.88 0 0 0 8 T 0.88 0 0 N 0 0 9 R 6 0.88 6 3 0 0 1 R Westbound 10 L 0.88 0 7 0 11 T 0.88 0 0 N 0 0 12 R 0.88 0 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS Northbound 1 Southbound 4 Westbound 7 8 9 Eastbound 10 11 12 R 6 1035 0.01 0.02 8.5 A Approach Delay 8.5 file: //C :\Documents and Settings\Andurlekar\Local Settings \Temp \u2k1AEC.tmp 5/30/2007 Two -Way Stop Control fr I I pproach LOS Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 5.21 8 Page 2 of 2 Generated: 5(30/2007 3:04 PM file /f \Tlne..nmentc and Settinac \4nrdnrlekar \T.nral Settinac \Trmn \1171r1 QTIQ turn 5 /111/7nf17 Analyst PHRA Intersection Site Or 1 /Route 11 Agency /Co. PHRA Jurisdiction Frederick County, VA Date Performed 05/16/2007 Analysis Year 2010 Build Out Conditions Analysis Time Period PM Peak 1 WV VV ay J WI/ LA/HUM rage 1U1 L General Information Project Description 1 -81 Distribution Center Scenario B East/West Street: Site Driveway 1 Intersection Orientation: North -South Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration TWO -WAY STOP CONTROL SUMMARY Northbound 1 L 0.88 0 0 0 7 L 0.88 0 0 0 2 T 1119 0.88 1271 1 T 0 Eastbound 8 T 0.88 0 0 N 0 0 Site Information North /South Street: Route 11 Study Period (hrs): 0.25 3 R 0.88 0 Undivided 0 0 9 R 40 0.88 45 0 0 0 1 R Southbound 4 L 0.88 0 7 0 10 L 0.88 0 7 0 5 T 602 0.88 684 1 0 1 1 T 0.88 0 0 N 0 0 6 R 11 0.88 12 0 0 TR Westbound 12 R 0.88 0 0 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS A Northbound 1 Southbound 4 Westbound 7 8 9 Eastbound 10 11 12 R 45 449 0.10 0.33 13.9 8 pproach Delay file: /C: \Documents and Settings\kndurlekar \Local Settings \Temp \u2k1AEF.tmp 13.9 5/30/2007 Two -Way Stop Control (s /veh) pproach LOS Copyright 2005 University of Florida, All Rights Reserved HCS Version 5.21 Page 2 of 2 A Generated: 5/30/2007 3:13 PM AIP• \Tlnrnrnantc and Qattinnc \A mil r1,1rar \T nr• ai Cccttinrrc \Tcnnr. \n'/lr1 APO t..... C/9!1 /7Mi Analyst PHRA Intersection Site Dr 2/Route 11 Agency /Co. PHRA Jurisdiction Frederick County, VA Date Performed 05/30/2007 Analysis Year 2010 Build Out Conditions Analysis Time Period AM Peak i WO- way 3 rop uonuui rage 1 01 L TWO -WAY STOP CONTROL SUMMARY General Information Site Information Project Description 1 -81 Distribution Center- Scenario A East/West Street: Site Driveway 2 Intersection Orientation: North -South North /South Street: Route 11 Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Northbound 1 L 24 0.88 27 25 1 L 2 T 473 0.88 537 1 T 0 3 R 0.88 0 0 0 Southbound 4 L 0.88 0 7 0 5 T 801 0.88 910 1 0 6 R 40 0.88 45 Two Way Left Tum Lane 0 1 R Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Eastbound 7 L 22 0.88 25 25 0 8 T 0.88 0 0 N 0 0 LR 9 R 5 0.88 5 25 0 0 0 Westbound 10 L 0.88 0 7 0 11 T 0.88 0 0 N 0 0 12 R 0.88 0 0 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS Northbound 1 L 27 635 0.04 0.13 10.9 B Southbound 4 Westbound 7 8 9 Eastbound 10 11 LR 30 248 0.12 0.41 21.5 C 12 Approach Delay 21.5 file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \u2k19DE.tmp 5/30/2007 Two -Way Stop Control (s Approach LOS Copyright 2005 University of Florida, All Rights Reserved HCS Version 5.21 8 Page 2 of 2 Generated: 5/30/2007 3:13 PM Flr•/ /C• \Tlnrmmiantc ant-1 Qnitinae\ A nclrnrlrbar \T nral Qrt+inrrc \T>mn „'TT -1 a Pi A PP 1nnn G /znnnm Analyst PHRA Intersection Site Dr 2/Route 11 Agency /Co. PHRA Jurisdiction Frederick County, VA Date Performed 05/30/2007 Analysis Year 2010 Build Out Conditions Analysis Time Period PM Peak TWO -WAY STOP CONTROL SUMMARY General Information Site Information Project Description 1 -81 Distribution Center Scenario A East/West Street: Site Driveway 2 Intersection Orientation: North -South North /South Street: Route 11 Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Northbound 1 L 13 0.88 14 25 1 L 2 T 914 0.88 1038 1 T 0 3 R 0.88 0 0 0 Southbound 4 L 0.88 0 7 0 5 T 573 0.88 651 1 T 0 6 R 22 0.88 25 Two Way Left Tum Lane 0 1 R Minor Street Movement Volume (veh /h) Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh /h) Percent Heavy Vehicles Percent Grade Flared Approach Storage RT Channelized Lanes Configuration Eastbound 7 L 57 0.88 64 25 0 8 T 0.88 0 0 2 0 LR 9 R 12 0.88 13 25 0 0 0 Westbound 10 L 0.88 0 7 0 11 T 0.88 0 0 N 0 0 12 R 0.88 0 0 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (veh /h) C (m) (veh /h) v/c 95% queue length Control Delay (s /veh) LOS A Northbound 1 L 14 817 0.02 0.05 9.5 A Southbound 4 Westbound 7 8 9 Eastbound 10 11 LR 77 324 0.24 0.91 21.0 C 12 pproach Delay file: /C: \Documents and Settings\Andurlekar\Local Settings \Temp \u2k19E2.tmp 21.0 5/30/2007 Two -Way Stop Control Page 2 of 2 (s /veh) pproach LOS Copyright m 2005 University of Florida. All Rights Reserved HCS Version 521 C Generated: 5/30/2007 3:04 PM file: /C: \Documents and Settines\Andurlekar\Local Settines \Tema \u2k19DE.tmn 5/30/2007 NCS DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/16/2007 Time Period AM Peak Intersection Rt 11 Site -Drive #2 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID I -81 Distribution Center Scenario B Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 0 0 1 1 1 1 Lane Group LR L T T R Volume, V (vph) 30 6 93 484 817 155 To Heavy Vehicles, %HV 3 3 3 3 3 3 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.90 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, h 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0. 0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 120 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Ns 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EB Only 02 03 04 NS Perm 06 07 08 Timing G= 21.0 G= G= G= G= 57.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 41 106 538 928 176 Lane Group Capacity,c 404 184 1168 1168 1568 v/c Ratio, X 0.10 0.58 0.46 0.79 0.11 Total Green Ratio, g/C 0.23 0.63 0.63 0.63 1.00 Uniform Delay, d 27.1 9.5 8.5 12.2 0.0 Progression Factor, PF 1.000 1.000 1.000 1.000 0.950 Delay Calibration, k all 0.17 0.11 0.34 0.11 Incremental Delay, d 0.1 4.4 0.3 3.9 0.0 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 t. Lfl. 114LL 1 \1/4itlViL file: /C:\Documents and Sett ings\Andurlekar\Local Settings \Temp \s2k1AC1.tmp 1 a6L 1 Vl L 5/30/2007 Two -Way Stop Control (s/veh) jAppr ach LOS ppro Copyright ei 2005 University of Florida, All Rights Reserved HCS Version 5.21 C Page 2 of 2 Generated: 5/30 /2007 3:04 PM file•/ /C:• \llncnmente and Settinec \Anrinrlekar \T.neal Settino.c \Temn \n2k19P..7. tmn SRO/7007 HCS DETAILED REPORT General Information Site Information Analyst PHRA Agency or Co. PHRA Date Performed 05/16/2007 Time Period PM Peak Intersection Rt 11 Site -Drive #2 Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID 1-81 Distribution Center Scenario 8 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 0 0 1 1 1 1 Lane Group LR L T T R Volume, V (vph) 189 40 17 930 614 28 Heavy Vehicles, %HV 3 3 3 3 3 3 Peak -Hour Factor, PHF 0.88 0.88 0.88 0.90 0.88 0.88 Pretimed (P) or Actuated (A) A A A A A A Start -up Lost Time, 11 20 2.0 2.0 2.0 2.0 Extension of Effective Green, e 20 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 0.0 Ped Bike RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 120 12.0 12.0 12.0 12.0 Parking Grade Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing EB Only 02 03 04 NS Perm 06 07 08 Timing G= 25.0 G= G= G= G= 53.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T 0.25 Cycle Length, C 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 260 19 1033 698 32 Lane Group Capacity, c 481 291 1086 1086 1568 v/c Ratio, X 0.54 0.07 0.95 0.64 0.02 Total Green Ratio, g/C 0.28 0.59 0.59 0.59 1.00 Uniform Delay, d 27.6 7.9 17.3 12.2 0.0 Progression Factor, PF 1.000 1.000 1.000 1.000 0.950 Delay Calibration, k 0.14 0.11 0.46 0.22 0.11 Incremental Delay, d 1.2 0.1 16.9 1.3 0.0 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 LIAUl II.LL iwyviI. asts vi file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \s2k1AD2.tmp 5/30/2007 Detailed Report Copyright O 2005 University of Florida, All Rights Reserved HCS +TM Version 5.21 Page 2 of 2 Generated: 5/30/2007 3:10 PM \Tlnnnmente and .Settinoe \Andnrlpkar \T nr.21 Rettinac \Temn \c7k1 A('1 torn t /zn /7nm 2 18.1 Lane LOS C 8.9 A 8 A I A .O Approach Delay 27.2 9 7 13.5 Approach LOS C A 8 Intersection Delay 12.4 X 0.61 Intersection LOS 8 Detailed Report Copyright O 2005 University of Florida, All Rights Reserved HCS +TM Version 5.21 Page 2 of 2 Generated: 5/30/2007 3:10 PM \Tlnnnmente and .Settinoe \Andnrlpkar \T nr.21 Rettinac \Temn \c7k1 A('1 torn t /zn /7nm Delay Calibration, k 0.11 0.11 0.11 0.11 0.11 0.27 0.45 0.11 0.22 0.11 0.11 Incremental Delay, d 0.7 0.1 0.7 0.4 0.1 5.7 15.6 0.1 14.2 0.4 0.2 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 24.9 22.2 25.3 24.0 22.4 20.3 34.1 9.6 28.0 12.6 10.9 Lane Group LOS C C C C C C C A C B 8 Approach Delay 24 7 23.5 29.3 13.1 Approach LOS C C C 8 Intersection Delay 23.4 X 0.75 c Intersection LOS C Copyright 2005 University of Florida, All Rights Reserved HCS Version 5.21 Generated: 5/30/2007 3:10 PM file: /C:\Documents and Settings\Andurlekar\Local Settings \Temp \s2k1ABO.tmp 5/30/2007 Control 9 .0 34.2 13.5 0.0 LOS C AA Approach Delay 28.9 33.7 13.0 Approach LOS C C B Intersection Delay 25.7 X 0.82 Intersection LOS C Detailed Report Copyright 0 2005 University of Florida, All Rights Reserved Page 2 of 2 HCS Version 5.21 Generated: 5/30/2007 3:11 PM file: /C:\Documents and Settin2s\Andurlekar\Local Settines \Temn \s2k1AD2.tmn 5/30/2007 Intersection: E -W: REST CHURCH Weather DRY Fil 1 Nane N -S: 1 -81 RAMP Count By 1JP put By 11P Location VA Count Date 522006 15 Minute EB: REST CHURCH WB: REST CHURCH NB: 1 -81 RAMP SB: 15 Min. Period N,S, Period Begining Left Thnt Right Total Left Thru Right Total Left Thru Right Total Left Thu Right Total E& W Begining 7:00 14 33 0 47 49 18 67 21 19 40 0 0 0 0 154 7:00 7:15 16 38 0 54 57 18 75 26 21 47 0 0 0 0 176 7:15 7:30 18 41 0 59 63 21 84 33 23 56 0 0 0 0 199 7:30 7:45 22 40 0 62 60 17 77 34 21 55 0 0 0 0 194 7:45 8:U0 17 44 0 61 55 22 77 29 26 55 0 0 0 0 193 8:00 8:15 19 37 0 56 49 17 66 21 21 42 0 U 0 0 164 8:15 8:30 15 34 U 49 44 12 56 23 24 47 0 0 0 0 152 8:30 8:45 16 31 0 47 41 14 55 24 19 43 0 0 0 0 145 8:45 A.M. Total 137 298 0 435 0 418 139 557 211 0 174 385 0 0 0 0 1377 A.M. Total 16:00 28 22 0 50 0 35 7 52 20 0 27 47 0 0 0 0 149 16:00 16:15 33 22 U 55 0 35 4 49 19 U 32 51 0 0 0 U 155 16:15 16:30 30 21 U 51 0 37 8 55 23 0 26 49 0 0 U 0 155 16:30 16:45 34 30 U 64 0 40 5 55 22 0 30 52 0 U 0 0 171 16:45 17:00 35 27 0 62 0 45 6 61 28 0 32 60 0 U 0 0 183 17:00 17:15 30 28 0 58 U 40 2 52 21 0 35 56 0 0 0 U 166 17:15 17:30 25 22 0 47 U 34 8 42 18 0 31 49 0 0 0 0 138 17:30 17:45 21 18 0 39 0 29 U 39 17 0 26 43 0 U 0 0 121 17:45 P.M. Total 236 190 0 426 0 295 810 405 168 0 239 407 0 0 0 0 1238 P.M. Total I Hour EB: REST CHURCH WB: REST CHURCH NB: 1 -81 RAMP SB: 1 Hour Period N,S, Period Begining Left Thru Right Total Left Thm Right Total Left That Right Total Left That Right Total E W Begining 7:00 70 152 0 222 0 229 74 303 114 0 84 198 0 0 U 0 723 7:00 7:15 73 163 0 236 0 235 78 313 122 0 91 213 0 U 0 0 762 7:15 7:30 76 162 U 238 0 227 77 304 117 0 91 208 0 0 U U 750 7:30 7:45 73 155 0 228 0 208 68 276 107 0 92 199 0 U 0 0 703 7:45 8:00 67 146 0 213 0 189 65 254 97 0 9U 187 0 0 0 0 654 8:00 16:00 125 95 0 220 0 147 64 211 84 0 115 199 0 0 0 0 630 16:00 16:15 132 100 0 232 0 157 63 220 92 0 120 212 0 0 0 0 664 16:15 16:30 129 106 0 235 0 162 61 223 94 0 123 217 0 U 0 0 675 16:30 16:45 124 107 0 231 0 159 51 210 89 U 128 217 0 U 0 0 658 16:45 17:00 111 95 0 206 0 148 46 194 84 0 124 208 0 0 0 0 608 17:00 1 Hour EB: REST CHURCH WB: REST CHURCH NB: 1-81 RAM!' 5B: 1 Hour Period N,S. Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left That Right Total E& W Begining 7:15 73 163 0 236 0 235 78 313 122 0 91 213 0 0 0 0 762 7:15 A.M. Peak PHF 0.95 PHF 0.93 PHF 0.95 PHF 0.96 A.M. Peak 16:30 129 106 0 235 u 162 61 223 94 0 123 217 U 0 U 0 675 16:30 P.M. Peak PHF 0.92 PHF 0.91 PHF 0.90 PHF 0.92 P.M. Peak Inersoction: E -W: HOPEWELL RD Weather Dry File Input Namel N -S: 1 -81 RAMP Count By DP By 11P Location CLEAR BROOK,VA Count Date 5/42036 15 Minute 83: HOPEWELL RD WB: HOPEWELL RD NB: 1 -81 RAMP SB: 15 Min. Period N,S. Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E& W Begining 7:00 5 8 0 13 0 9 6 15 2 0 10 12 0 0 0 40 7:00 7:15 4 12 0 16 0 13 8 21 4 0 13 17 0 0 0 54 7:15 7:30 4 11 0 15 0 12 8 20 3 0 12 15 0 0 0 50 7:30 7:45 3 12 0 15 0 15 9 24 4 0 16 20 0 0 0 59 7:45 8:00 5 13 0 18 0 17 12 29 4 0 18 22 0 0 0 69 8:00 8:15 6 12 0 18 0 19 8 27 6 U 17 23 0 0 0 68 8:15 8:30 4 14 0 18 0 14 6 20 8 0 16 24 0 U 0 62 8:30 8:45 4 15 0 19 0 17 8 25 6 0 18 24 0 0 0 68 8:45 A.M. Total 35 97 0 132 0 116 65 181 37 0 120 157 0 0 0 0 470 A.M. Total 16'AO 4 16 0 20 0 33 18 51 8 0 24 32 0 0 0 103 16:00 16:15 5 16 0 21 0 31 16 47 7 '0 24 31'.. 0 0 0 99 16:15 16:30 7 14 0 21 0 34 16 50 II 0 29 40 0 0 0 111 16:30 16:45 11 13 0 24 0 33 15 48 12 0 25 37 0 0 0 109 16:45 17:00 9 12 0 21 0 34 12 46 12 0 24 36 0 0 0 103 17:00 17:15 10 9 0 19 0 29 10 39 15 0 23 38 0 0 0 96 17:15 17:30 9 7 0 16 0 23 9 32 14 0 19 33 0 0 0 81 17:30 17:45 8 8 U 16 0 25 6 31 12 0 17 29 0 0 0 76 17:45 P.M. Total 63 95 0 158 0 242 102 344 91' 0 185 276 0 0 0 0 778 P.M. Total 1 Hour BB: HOPEWELL RD WB: HOPEWELL RD NB: 1 -81 RAMP 38: 1 Hour Period N,S, Period Begining l Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thin Right Total E W Begining 7:00 16 43 0 59 0 49 31 80 13 0 -51 64 0 0 0 0 203 7:00 7:15 16 48 0 64 0 57 37 94 15 0. 59 74 0 0 0 0 232 7:15 7:30 18 48 0 66 0 63 37 100 17 0 63 80 0 0 0 0 246 7:30 7:45 18 51 0 69 0 65 35 100 22 0 67 89 0 0 0 0 258 7:45 8:00 19 54 0 73 0 67 34 101 24 0 69 93 U 0 0 0 267 8:00 16:00 27 59 0 86 0 131 65 196 38 0 102 140 0 0 U 0 422 16:00 16:15 32 55 0 87 0 132 59 191 42 0 102 144 0 0 0 0 422 16:15 16:30 37 48 0 85 0 130 53 183 50 0 101 151 0 0 0 0 419 16:30 16:45 39 41 0 80 0 119 46 165 53 0 91 144 0 0 0 0 389 16:45 17:00 36 36 0 72 0 III 37 148 53 0 83 136 0 0 0 0 356 17:00 1 Hour EB: HOPEWELL RD WB: HOPEWELL RD NB: I -81 RAMP SB: 1 Hour Period N,S, Period Begining Left Thru Right Total Left Tian Right Total Left Thru Right Total Left Thru Right Total E W Begining 8'A0 19 54 0 73 0 67 34 101 24 U 69 93 0 0 0 0 267 8:00 A.M. Peak PHF 0.96 PHF 0.87 PHF 0.97 PHF 0.97 A.M. Peak 16:00 27 59 0 86 0 131 65 196 38 0 102 140 0 0 0 0 422 16:00 P.M. Peak PHF 0.90 PHF 0.96 PHF 0.88 PHF 0.95 P.M. Peak Intersection: E -W: HOPEWELL RD Weather Dry File Input Namel N -S: 1 -81 -RAMP Count By 11P By 11P Location CLEAR BROOK, VA Count Data 5/5/2006 15 Minute EB: HOPEWELL RD WB: HOPEWELL RD NB: SB: 1 -81 -RAMP 15 Min. Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thnt Right Total Let Thm Right Total E W Begining 7:00 0 9 6 15 12 5 0 17 0 0 0 0 3 0 3 6 38 7:00 7:15 0 8 4 12 10 6 0 16 0 0 0 U 5 0 4 9 37 7 :15 7:30 0 10 7 17 9 6 U 15 0 0 0 0 4 0 2 6 38 7:31/ 7:45 0 14 6 20 14 9 U 23 0 0 0 0 6 0 4 10 '53 7:45 8:00 0 13 8 21 14 8 0 22 0 0 0 U 6 0 3 9 52 8:00 8:15 0 12 9 21 11 12 0 23 U 0 0 0 6 0 6 12 56 8:15 8:30 0 14 6 20 12 14 0 26 0 0 U U 4 0 4 8 54 8:30 8:45 U 12 7 19 10 10 0 20 0 0 0 U 7 0 4 11 50 8:45 A.M. Total U 92 53 145 92 70 0 162 0 0 0 0 41 0 30 71 378 A.M. Total 16:00 0 1 5 16 16 19 0 35 0 0 0 0 14 0 6 20 71 16:00 16:15 0 9 3 12 15 22 0 37 0 0 U 0 12 0 5 17 66 16:15 16:30 0 3 6 19 13 25 0 38 0 0 0 0 15 0 8 23 80 16:30 16:45 U 4 6 20 18 25 0 43 0 0 0 0 17 0 6 23 86 16:45 17:00 0 6 5 21 22 27 0 49 0 0 0 0 12 0 10 22 92 17:00 17:15 0 2 7 19 18 21 U 39 U 0 0 0 9 0 11 20 78 17:15 17:30 0 1 4 15 14 17 0 31 0 U 0 0 11 0 9 20 66 17:31/ 17:45 0 2 4 16 12 14 0 26 0 U U 0 7 0 5 12 54 17:45 P.M. Total 0 98 40 138 128 170 0 298 U 0 0 0 97 0 60 157 593 P.M. Total 1 Hour EB: HOPEWELL RD WB: HOPEWELL RD NB: SB: I -81 -RAMP 1 Hour Period N,S. Period Begining Left Thor Right Total Left Thru Right Total Left Thm Right Total Left Thm Right Total E W Begining 7:00 0 41 23 64 45 26 0 71 0 0 0 0 18 0 13 31 166 7:00 7:15 U 45 25 70 47 29 0 76 0 0 0 0 21 0 13 34 180 7:15 7:30 U 49 30 79 48 35 0 83 0 0 0 0 22 0 15 37 199 7:30 7:45 0 53 29 82 51 43 0 94 0 0 0 0 22 0 17 39 215 7:45 8:00 0 51 30 81 47 44 0 91 0 0 0 0 23 0 17 40 212 8:00 16:00 U 47 20 67 62 91 0 153 U 0 0 0 58 0 25 83 303 16:00 16:15 0 52 20 72 68 99 0 167 0 0 0 0 55 0 29 85 324 16:15 16:30 0 55 24 79 71 98 U 169 0 0 0 0 53 0 35 88 336 16:30 16:45 0 53 22 75 72 90 U 162 0 0 0 0 49 0 36 85 322 16:45 17:00 0 51 20 71 66 79 0 145 0 0 0 0 39 0 35 74 290 17:00 1 Hour EB: HOPEWELL RD WB: HOPEWELL RD NB: SB: 1 -81 -RAMP 1 Hour Period N,S, Period Begining Left Thru Right Total Leh Thru Right Total Left Thru Right Total Left Thm Right Total E W Begining 7:45 0 53 29 82 51 43 0 94 0 0 0 0 22 0 17 39 215 7:45 A.M. Peak Pf1F 0.98 PHF 0.90 PHF PHF 0.81 U.96 A.M. Peak 16:311 0 55 24 79 71 98 0 169 0 0 0 0 53 0 35 88 336 16:30 P.M. Peak PHF 0.94 PHF 0.86 PHF PHF 0.96 0.91 P.M. Peak Intersection: E -W: REST CHURCH Weather DRY File 1 Name N -S: -Si 1 RAMP Count By JJP put By 11P Location VA Count Date 5/32006 15 Minute EB: REST CHURCH WB: REST CHURCH NB: 58: 1 -81 RAMP 15 Min. Period N.S, Period Begining Left Thor Right Total Left Thor Right Total Leh Thru Right Total Left Thor Right Total E& W Begining 7:00 0 23 29 52 43 30 U 73 U U 0 0 7 0 17 24 149 7:00 7:15 0 26 34 60 48 29 0 77 0 0 0 0 12 U 19 31 168 7:15 7:30 0 33 40 73 45 33 0 78 U 0 0 0 9 U 21 30 181 7:30 7:45 0 27 44 71 44 34 U 78 U U 0 U 11 U 20 31 180 7:45 8:00 U 29 42 71 46 35 0 81 U 0 0 0 14 0 23 37 189 8:00 8:15 0 34 39 73 36 31 0 67 U 0 0 0 16 0 21 37 177 8:15 8:30 0 36 44 80 32 27 0 59 U U 0 0 12 U 18 30 169 8:30 8:45 0 34 37 71 29 28 U 57 0 U U 0 14 0 19 33 161 8:45 A.M. Total 0 242 309 551 323 247 0 570 0 0 0 0 95 U 158 253 1374 A.M. Total 6:00 0 44 30 74 14 56 0 70 0 0 0 0 9 0 24 33 177 .16:00 6:15 0 41 33 74 14 58 0 72 U 0 0 0 7 0 20 27 173 16:15 6:30 0 42 31 73 17 63 U 80 0 0 U 0 9 0 26 35 188 16:30 6:45 0 49 34 83 23 69 0 92 0 0 U 0 8 0 29 37 212 16:45 7:00 U 51 38 89 21 54 0 75 0 0 0 U I1 0 34 45 209 17:00 7:15 0 44 32 76' 24 42 0 66 U U 0 0 6 U 27 33 175 17:15 7:30 U 35 26 61 20 31 0 51 U U 0 0 7 U 21 28 140 17:30 7:45 0 32 27 59 18 27 0 45 0 0 U U 5 0 22 27 131 17:45 P.M. Total 0 338 251 589 151 400 0 551 U 0 0 0 62 0 203 265 1405 P.M. Total 1 Hour EB: REST CHURCH WB: REST CHURCH NB: 5B: 1 -81 RAMP 1 Hour Period N,S, Period Begining Left Thor Right Total Left Thru Right Total Leh Thru Right Tout: Left Thru Right Total E W Begining 7:00 0 109 147 256 180 126 U 306 0 0 0 0 39 0 77 116 678 7:00 7:15 0 115 160 275 183 131 0 314 0 U U 0 46 0 83 129 718 7:15 7:30 0 123 165 288 171 133 U 304 U 0 U 0 50 0 85 135 727 7:30 7:45 U 126 169 295 158 127 0 285 0 0 0 0 53 0 82 135 715 7:45 8:00 U 133 162 295 143 121 0 264 U 0 0 0 56 U 81 137 696 84X1 16:00 0 176 128 304 68 246 0 314 0 0 0 0 33 U 99 132 750 16:00 16:15 0 183 136 319 75 244 0 319. 0 0 0 0 35 0 109 144 782 16:15 16:30 0 186 135 321 85 228 0 313 0 0 0 0 34 U 116 150 784 16:30 16:45 0 179 130 309 88 196 0 284 0 0 0 0 32 0 111 143 736 16:45 17:00 U 162 123 285 83 154 0 237 0 0 0 0 29 0 104 133 655 17:00 1 Hour EB: REST CHURCH WB: REST CHURCH NB: SB: 1 -81 RAMP 1 Hour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thin Right Total E W Begining 7:30 0 123 165 288 171 133 0 304 0 0 0 0 50 U 85 135 727 7:30 A.M. Peak PHF 0.99 PHF 0.94 PHF PHF 0.91 0.96 A.M. Peak 16:30 0 186 135 321 85 228 0 313 0 0 0 0 34 0 116 150 784 16:30 P.M. Peak PHF 0.90 PHF 0.85 PHF P116 0.83 0.92 P.M. Peak Intersection: E-W: REST CHURCH Weather RAIN File Input Namel N -S: ROUTE 11 Count By 11P By 11.1P Location VA Count Date 5/8/2006 15 Minute EB: REST CHURCH WB: NB: ROUTE I1 SB: ROUTE I1 15 Min. Period N.S, Period Begining Left Thru Right Total Left Thor Right Total Leh Thai Right Total Left Thm Right Total E W Begining 7:00 8 0 11 19 0 0 0 6 10 0 16 0 29 35 64 99 7:00 7:15 10 0 11 21 0 0 0 8 9 0 17 0 33 40 73 111 7:15 7:30 14 0 13 27 0 0 0 9 13 0 22 0 39 47 86 135 7:30 7:45 15 0 14 29 0 0 0 12 15 0 27 0 35 44 79 135 7:45 8:00 15 0 11 26 0 0 0 14 15 U 29 U 32 41 73 128 8:00 8:15 13 0 13 26 0 0 0 15 11 0 26 0 28 39 67 119 8:15 8:30 14 0 14 28 0 0 0 12 12 0 24 0 19 32 51 103 8:30 8:45 16 U 12 28 0 0 0 9 11 0 20 0 22 33 55 103 8:45 A.M. Total 105 0 99 204 0 0 0 0 85 96 0 181 0 237 311 548 933 A.M. Total 16:00 56 U 7 63 0 0 0 0 14 45 0 59 0 23 19 42 164 16:00 16:15 64 0 11 75 0 0 0 0 12 49 0 61 0 24 23 47 183 16:15 16:30 77 0 14 91 0 0 0 0 17 54 0 71 U 27 22 49 211 16:30 16:45 85 0 12 97 0 U 0 U 21 59 0 80 U 31 26 57 234 16:45 17:00 88 0 15 103 0 0 0 0 22 63 0 85 0 29 21 50 238 17:00 17:15 72 0 13 85 0 0 0 0 15 55 U 70 0 33 23 56 211 17:15 17:30 67 U 16 83 0 U 0 0 16 47 U 63 0 26 19 45 191 17:30 17:45 60 0 12 72 0 0 0 0 12 44 0 56 0 21 21 42 170 17:45 P.M. Total 569 0 100 669 0 0 0 0 129 416 0 545 0 214 174 388 1602 P.M. Total 1 Hour EB: REST CHURCH WB: NB: ROUTE 11 58: ROUTE 11 1 Hour Period N,S, Period Begining Left Thor Right Total Left Thu Right Total Left Thru Right Total Left Thor Right Total E W Begining 7:00 47 0 49 96 0 0 U 0 35 47 0 82 0 136 166 302 480 7:00 7:15 54 0 49 103 0 0 0 0 43 52 0 95 0 139 172 311 509 7:15 7:30 57 0 51 108 0 0 0 0 50 54 0 104 0 134 171 305 517 7:30 7:45 57 0 52 109 0 0 0 0 53 53 0 106 0 114 156 270 485 7:45 8:00 58 0 50 108 0 0 0 U 50 49 0 99 0 WI 145 246 453 8:00 16:00 282 0 44 326 0 0 0 0 64 207 0 271 0 105 90 195 792 16:00 16:15 314 0 52 366 0 0 0 0 72 225 0 297 U 111 92 203 866 16:15 16:30 322 0 54 376 0 0 0 0 75 231 0 306 0 120 92 212 894 16:30 16:45 312 0 56 368 0 0 0 0 74 224 0 298 0 119 89 208 874 16:45 17:00 287 0 56 343 0 0 0 0 65 209 0 274 0 109 84 193 810 17:00 I Hour EB: REST CHURCH WB: NB: ROUTE I I SB: ROUTE 11 1 Hour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total left Thru Right Total Left Thru Right Total E W Begining 7:30 57 0 51 108 U 0 0 0 50 54 0 104 U 134 171 305 517 7:30 A.M. Peak PHF 0.93 PHF PHF 0.90 PHF 0.89 0.96 A.M. Peak 16:30 322 0- 54 376 0 0 0 0 75 231 0 306 0 120 92 212 894 16:311 P.M. Peak PHF 0.91 PHF PHF 0.90 PHF 0.93 0.94 P.M. Peak Intersection: E -W: Hopewell Road/Bucetown Road Weather Dry File Input Name N -S: Route 11 Count By 5D By 513 Location Clearbrook, VA Count Date 8292005 15 Minute EB: Hopewell Road WB: Bmcetown Road NB: Route 11 50: Route 11 15 Min. Period N.S. Period Begining Left Thm Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E W Begining 7:00 23 18 17 58 22 13 1 54 12 41 16 69' 5 59 38 102 283 7:00 715 16 15 22 53 14 8 1 38 17 39 15 71 I 53 27 81 243 7:15 7:30 16 II 8 35 6 11 1 31 5 3U 9 44 3 55 31 89 199 7:30 7:45 13 10 5 28 12 7 1 32 8 31 12 51 2 41 24 67 178 7:45 8:00 11 8 4 23 15 8 1 41 13 29 17 59 6 42 32 80 203 8:00 8:15 9 12 10 31 9 5 I 25 11 26 13 50 6 33 25 64 170 8:15 8:30 14 9 22 45 7 11 24 12 29 9 50 4 40 15 59 178 8:30 8:45 IU 7 18 35 5 8 16 15 34 12. 61 5 37 17 59 171 8:45 9:00 0 U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 9:15 0 0 0 0 0 U U 0 0 0 U 0 0 0 0 U 9:15 9:30 0 0 0 0 0 U 0 0 0 0 0 0 0 0 0 0 9:30 9:45 0 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 9:45 A.M. Total 112 90 106 308 90 71 100 261' 93 259 103 455 32 360 209 601 1625 A.M. Total 6:00 18 11 5 34 12 9 13 34 17 58 16 91 6 32 12 50 209 16:00 6:15 17 II 12 40 14 10 17 41 21 61 14 96 8 39 21 68 245 16:15 6:30 14 8 12 34 14 11 8 33 19 76 17 112 9 34 37 80 259 16:30 6:45 10 6 16 32 8 11 9 28 26 69 19 114 -14 37 33 84 258 16:45 7:00 13 8 13 34 16 14' 13 43 22 58 22 102 10 45 29 84 263 17:011 7:15 11 7 9 27 10 9 10 29 25 53 26 104 8 36 30 74 234 17:15 7:30 14 8 14 36 8 7 6 21 19 57 21 97 8 32 23 63 217 17:30 7:45 13 8 IU 31 7 5 5 17 22 52 23 97 10 35 26 71 216 17:45 8:00 0 0 0 0 0 U 0 U 0 0 0 U 0 0 0 0 0 18:00 8:15 0 0 U 0 0 U 0 0 0 0 0 0 U 0 0 0 0 18:15 8:30 0 0 U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18:30 8:45 0 U 0 0 0 0 0 0 0 0 0 U 0 U 0 0 0 18:45 P.M. Total 110 67 91 268 89 76 81 246 171 484 .158 813 73 290 211 574 1901 P.M. Total 1 Hour EB: Hopewell Road WB: Bmcetown Road NB: Route II SB: Route 11 1 Hour Period N Period Begining Left Thor Right Total Left Thu Right Total Left Thru Right Total Left Thor Right Total 5 W Begining 7:00 68 54 52 174 54 39 62 155 42 141 52 235 11 208 120 339 903 7:00 7:15 56 44 39 139 47 34 61 142 43 129 53 225 12 191 114 317 823 7:15 7:30 49 41 27 117 42 31 56 129 37 116 51 204 17 171 112 300 750 7:30 7:45 47 39 41 127 43 31 48 122 44 115 51 210 18 156 96 270 729 7:45 8:00 44 36 54 134 36 32 38 106 51 118 51 220 21 152 89 262 722 8:00 8:15 33 28 50 111 21 24 20 65 38 89 34 161 15 110 57 182 519 8:15 1:30 24 16 40 80 12 19 9 40 27 63 21 111 9 77 32 118 349 8:30 8:45 10 7 18 35 5 8 3 16 15 34 12 61 5 37 17 59 171 8:45 9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 16:00 59 36 45 140 48 41 47 136 83 264 66 413 37 142 103 282 971 6:00 16:15 54 33 53 140 52 46 47 845 88 264 72 424 41 155 120 316 1025 6:15 16:30 48 29 50 127 48 45 40 133 92 256 84 432 41 152 129 322 1014 6:30 16:45 48 29 52 129 42 41 38 121 92 237 88 417 40 150 115 305 972 6:45 17:00 51 31 46 128 41 35 34 110 88 220 92 400 36 148 108 292 930 7:00 17:15 38 23 33 94 25 21 21 67 66 162 70 298 26 103 79 208 667 7:15 17:30 27 16 24 67 15 12 II '38 41 109 44 194 18 67 49 134 433 7:30 17:45 13 8 10 31 7 5 5 17 22 52 23 97 10 35 26 71 216 7:45 18:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 1 Hour EB: Hopewell Road WB: Bmcetown Road NB: Route 11 SB: Route I I I Hour Period N,5, Period Begining Left Thu Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E W Begining 7:00 68 54 52 174 54 39 62 155 42 141 52 235 11 208 120 339 903 7:00 A.M. Peak PHF 0.75 PHF 0.72 PHF 0.83 PHF 0.83 0.80 A.M. Peak 16:15 54 33 53 140 52 46 47 145 88 264 72 424 41 155 120 316 1025 16 :15 P.M. Peak PHF 0.88 PHF 0.84 PHP 0.93 PHF 0.94 097 P.M. Peak 1 -81 Distribution Center 2010 Background Conditions 5: Hopewell Road AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations c 1 1 I I Volume (vph) 137 64 171 64 46 74 153 387 62 13 651 171 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 0 150 150 0 150 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.938 0.946 0.979 0.969 Flt Protected 0.982 0.983 0.950 0.950 Satd. Flow (prot) 0 1620 0 0 1628 0 1687 1738 0 1687 1721 0 Flt Permitted 0.982 0.983 0.950 0.950 Satd. Flow (perm) 0 1620 0 0 1628 0 1687 1738 0 1687 1721 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1057 2114 861 8898 Travel Time (s) 24.0 48.0 19.6 202.2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 7% 13% 7% 7% 13% 7% 7% 7% 7% 7% 7% 7% Adj. Flow (vph) 152 71 190 71 51 82 170 430 69 14 723 190 Shared Lane Traffic Lane Group Flow (vph) 0 413 0 0 204 0 170 499 0 14 913 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 91.2% ICU Level of Service F Analysis Period (min) 15 2/22/2008 PHR +A Synchro 7 Report Page 1 Control Type: Unsignalized Intersection Capacity Utilization 34.0% Analysis Period (min) 15 2/22/2008 PHR +A 1 -81 Distribution Center 2010 Background Conditions 8: SB ON Ramp AM Peak Hour -I► N t I .t- 4.,, I p 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T-) 4 Volume (vph) 0 77 33 121 83 0 0 0 0 152 0 20 IdealFlow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.959 0.984 Flt Protected 0.971 0.958 Satd. Flow (prof) 0 1703 0 0 1678 0 0 0 0 0 1599 0 Flt Permitted 0.971 0.958 Satd. Flow (perm) 0 1703 0 0 1678 0 0 0 0 0 1599 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1449 670 714 736 Travel Time (s) 32.9 15.2 16.2 16.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 7% 7% 7% 12% 7% 7% 7% 7% 7% 12% 7% 12% Adj. Flow (vph) 0 86 37 134 92 0 0 0 0 169 0 22 Shared Lane Traffic Lane Group Flow (vph) 0 123 0 0 226 0 0 0 0 0 191 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other ICU Level of Service A Synchro 7 Report Page 2 1 1 -81 Distribution Center 2010 Background Conditions 10: Hopewell Road NB Off Ramp AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, Volume (vph) 22 207 0 0 176 187 28 0 158 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.930 0.885 Flt Protected 0.995 0.993 Satd. Flow (prot) 0 1759 0 0 1651 0 0 1491 0 0 0 0 Flt Permitted 0.995 0.993 Satd. Flow (perm) 0 1759 0 0 1651 0 0 1491 0 0 0 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 670 1057 730 697 Travel Time (s) 15.2 24.0 16.6 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 12% 7% 7% 7% 7% 7% 12% 7% 12% 7% 7% 7% Adj. Flow (vph) 24 230 0 0 196 208 31 0 176 0 0 0 Shared Lane Traffic Lane Group Flow (vph) 0 254 0 0 404 0 0 207 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 47.2% Analysis Period (min) 15 2/22/2008 PHR +A 4- t 4/ ICU Level of Service A Synchro 7 Report Page 3 1 -81 Distribution Center 2010 Background Conditions 14: Route 11 AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 191 t r vi r 19 r 'I r Volume (vph) 154 268 231 10 80 10 102 209 33 33 548 278 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 150 300 150 150 180 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 0,97 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 1770 3539 1583 1770 1776 1583 1770 1776 1583 Flt Permitted 0.950 0.950 0.302 0.613 Satd. Flow (perm) 3433 1863 1583 1770 3539 1583 563 1776 1583 1142 1776 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 257 11 37 309 Link Speed (mph) 30 30 30 30 Link Distance (ft) 284 334 4320 539 Travel Time (s) 6.5 7.6 98.2 12.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0,90 0.90 0.90 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 7% Adj. Flow (vph) 171 298 257 11 89 11 113 232 Shared Lane Traffic Lane Group Flow (vph) 171 298 257 11 89 11 113 232 37 37 609 309 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 20 Detector 1 Type CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex Cl +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot Prot Perm Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 2 6 6 2/22/2008 PHR +A 1.00 1.00 CI +Ex CI +Ex CI +Ex Cl+Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Perm Perm Perm 2% 2% 7% 2% 37 37 609 309 2 Thru 100 0 0 6 Synchro 7 Report Page 4 1 -81 Distribution Center 2010 Background Conditions 14: Route 11 AM Peak Hour 2/22/2008 PHR +A t IT Lane Group Detector Phase EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 7 4 4 3 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 12.0 20.0 20.0 17.0 25.0 25.0 53.0 53.0 53.0 53.0 53.0 53.0 Total Split 13.3% 22.2% 22.2% 18.9% 27.8% 27.8% 58.9% 58.9% 58.9% 58.9% 58.9% 58.9% Maximum Green (s) 6.0 14.0 14.0 11.0 19.0 19.0 47.0 47.0 47.0 47.0 47.0 47.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C -Max C -Max C -Max C -Max C -Max C -Max Act Effct Green (s) 9.0 21.5 21.5 6.4 11.5 11.5 53.9 53.9 53.9 53.9 53.9 53.9 Actuated g/C Ratio 0.10 0.24 0.24 0.07 0.13 0.13 0.60 0.60 0.60 0.60 0.60 0.60 v/c Ratio 0.50 0.67 0.45 0.09 0.20 0.05 0.34 0.22 0.04 0.05 0.57 0.29 Control Delay 41.2 37.8 8.6 40.4 34.3 16.5 13.8 9.7 3.5 9.0 14.6 2.0 Queue Delay 0.0 2.7 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.2 40.5 8.8 40.4 34.3 16.5 13.8 9.7 3.5 9.0 14.6 2.0 LOS DD A DC BB A A A B A Approach Delay 29.4 33.2 10.3 10.3 Approach LOS C C B B 90th %ile Green (s) 6.0 17.7 17.7 7.3 19.0 19.0 47.0 47.0 47.0 47.0 47.0 47.0 90th %ile Term Code Max Max Max Gap Hold Hold Coord Coord Coord Coord Coord Coord 70th %ile Green (s) 6.0 24.1 24.1 0.0 12.1 12.1 53.9 53.9 53.9 53.9 53.9 53.9 70th %ile Term Code Max Gap Gap Skip Hold Hold Coord Coord Coord Coord Coord Coord 50th %ile Green (s) 6.0 22.5 22.5 0.0 10.5 10.5 55.5 55.5 55.5 55.5 55.5 55.5 50th %ile Term Code Max Gap Gap Skip Hold Hold Coord Coord Coord Coord Coord Coord 30th %ile Green (s) 6.0 21.9 21.9 0.0 9.9 9.9 56.1 56.1 56.1 56.1 56.1 56.1 30th %ile Term Code Max Gap Gap Skip Hold Hold Coord Coord Coord Coord Coord Coord 10th %ile Green (s) 21.1 21.1 21.1 0.0 0.0 0.0 56.9 56.9 56.9 56.9 56.9 56.9 10th %ile Term Code Hold Gap Gap Skip Skip Skip Coord Coord Coord Coord Coord Coord Queue Length 50th (ft) 53 157 9 6 24 0 28 53 0 8 184 0 Queue Length 95th (ft) #102 #231 80 22 42 14 81 112 14 25 357 38 Internal Link Dist (ft) 204 254 4240 459 Turn Bay Length (ft) 150 150 150 300 150 150 180 Base Capacity (vph) 344 444 573 216 747 343 337 1063 962 684 1063 1072 Starvation Cap Reductn 0 67 51 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.50 0.79 0.49 0.05 0.12 0.03 0.34 0.22 0.04 0.05 0.57 0.29 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0 Referenced to phase 2:NBTL and 6:SBTL, Start of Green Synchro 7 Report Page 5 t 02 i o3 m4 53s 1 17s 1 20s 1 1 06 07 08 53s 1 i'. _12s 1 1 25s 1 I 1 -81 Distribution Center 14: Route 11 AM Peak Hour Natural Cycle: 60 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 17.9 Intersection Capacity Utilization 63.6% Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 14: Route 11 2/22/2008 PHR +A Intersection LOS: B ICU Level of Service B 2010 Background Conditions Synchro 7 Report Page 6 1 -81 Distribution Center 2010 Background Conditions 17: Rest Church Road SB Off Ramp AM Peak Hour Lane Group Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) 2/22/2008 PHR+A f 4_ k 4 t 1 EBL EBT EBR WBL WBT WBR NBL NBT NBR, SBL SBT SBR 0 1900 0 189 1900 150 216 1900 282 1900 150 185 0 0 0 0 236 1900 1900 1900 1900 1900 1900 0 0 0 0 1900 4 r 0 98 1900 0 Storage Lanes 0 1 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 2911 1129 1770 3059 0 0 0 0 0 1770 1129 Fit Permitted 0.511 0.950 Satd. Flow (perm) 0 2911 1129 952 3059 0 0 0 0 0 1770 1129 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 210 109 Link Speed (mph) 30 30 30 30 Link Distance (ft) 927 724 541 527 Travel Time (s) 21.1 16.5 12.3 12.0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 2% 24% 43% 2% 18% 2% 2% 2% 2% 2% 2% 43% Adj. Flow (vph) 0 240 210 313 206 0 0 0 0 262 0 109 Shared Lane Traffic Lane Group Flow (vph) 0 240 210 313 206 0 0 0 0 0 262 109 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 1 2 1 2 1 Detector Template Thru Right Left Thru Left Thru Right Leading Detector (ft) 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 6 20 Detector 1 Type CI +Ex CI +Ex Cl +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm pm +pt Perm Perm Protected Phases 2 1 Permitted Phases 2 6 4 4 Synchro 7 Report Page 7 1 1 -81 Distribution Center 2010 Background Conditions 17: Rest Church Road SB Off Ramp AM Peak Hour Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 2/22/2008 PHR +A Cycle Length: 90 Actuated Cycle Length: 90 Offset: 63 (70 Referenced to phase 2:EBT and 6:WBTL, Start of Green Lane Group Detector Phase EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBf 2 2 1 6 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 0.0 27.0 27.0 32.0 59.0 0.0 0.0 0.0 0.0 31.0 31.0 31.0 Total Split 0.0% 30.0% 30.0% 35.6% 65.6% 0.0% 0.0% 0.0% 0.0% 34.4% 34.4% 34.4% Maximum Green (s) 21.0 21.0 26.0 53.0 25.0 25.0 25.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 4.0 6.0 6.0 6.0 Lead /Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C -Max C -Max None C -Max Max Max Max Act Effct Green (s) 33.4 33.4 53.0 53.0 25.0 25.0 Actuated g/C Ratio 0.37 0.37 0.59 0.59 0.28 0.28 v/c Ratio 0.22 0.38 0.46 0.11 0.53 0.28 Control Delay 21.0 5.6 17.1 8.7 32.3 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.0 5.6 17.1 8.7 32.3 7.3 LOS C A B A C A Approach Delay 13.8 13.7 24.9 Approach LOS B B C 90th %ife Green (s) 28.7 28.7 18.3 53.0 25.0 25.0 25.0 90th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 70th %ile Green (s) 31.7 31.7 15.3 53.0 25.0 25.0 25.0 70th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 50th %Ile Green (s) 33.6 33.6 13.4 53.0 25.0 25.0 25.0 50th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 30th %ile Green (s) 35.4 35.4 11.6 53.0 25.0 25.0 25.0 30th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 10th %Ile Green (s) 37.6 37.6 9.4 53.0 25.0 25.0 25.0 10th %Ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR Queue Length 50th (ft) 48 0 89 30 126 0 Queue Length 95th (ft) 83 50 177 38 203 39 Internal Link Dist (ft) 847 644 447 461 150 150 1080 551 797 1801 492 392 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.22 0.38 0.39 0.11 0.53 0.28 Intersection Summary Area Type: Other Synchro 7 Report Page 8 i 01 02 04 32s 1 1 27s 1 131 s 1 1 4--- 06 59 s 1 I I -81 Distribution Center 17: Rest Church Road SB Off Ramp Natural Cycle: 50 Control Type: Actuated Coordinated Maximum vlc Ratio: 0.53 Intersection Signal Delay: 16.9 Intersection Capacity Utilization 55.4% Analysis Period (min) 15 Splits and Phases: 17: Rest Church Road SB Off Ramp 2/2212008 PHR +A Intersection LOS: B ICU Level of Service B 2010 Background Conditions AM Peak Hour Synchro 7 Report Page 9 1 -81 Distribution Center 20: NB Off Ramp 2/22/2008 PHR +A 1 2010 Background Conditions AM Peak Hour EBL EBT EBR WBL WBT WBR NBL NBT NBR, SBL SBT SBR Lane Configurations r 4 r Volume (vph) 84 368 0 0 327 134 140 0 284 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 150 0 0 0 0 Storage Lanes 1 0 0 1 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1262 3539 0 0 3539 1583 0 1262 1583 0 0 0 Flt Permitted 0.451 0.950 Satd. Flow (perm) 599 3539 0 0 3539 1583 0 1262 1583 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 149 316 Link Speed (mph) 30 30 30 30 Link Distance (ft) 724 284 615 464 Travel Time (s) 16.5 6.5 14.0 10.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 43% 2% 2% 2% 2% 2% 43% 2% 2% 2% 2% 2% Adj. Flow (vph) 93 409 0 0 363 149 156 0 316 0 0 0 Shared Lane Traffic Lane Group Flow (vph) 93 409 0 0 363 149 0 156 316 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 1 2 1 Detector Template Left Thru Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 6 20 Detector 1 Type Cl+Ex CI +Ex CI +Ex CI +Ex CI +Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI +Ex CI +Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm +pt Perm Perm Perm Protected Phases 5 2 6 8 Permitted Phases 2 6 8 8 Synchro 7 Report Page 10 2/2212008 PHR +A 1 -81 Distribution Center 2010 Background Conditions 20: NB Off Ramp AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 6 6 8 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 23.0 55.0 0.0 0.0 32.0 32.0 35.0 35.0 35.0 0.0 0.0 0.0 Total Split 25.6% 61,1% 0.0% 0.0% 35.6% 35.6% 38.9% 38.9% 38.9% 0.0% 0.0% 0.0% Maximum Green (s) 17.0 49.0 26.0 26.0 29.0 29.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 NI-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C -Max C -Max C -Max Max Max Max Act Effct Green (s) 49.0 49.0 36.6 36.6 29.0 29.0 Actuated g/C Ratio 0.54 0.54 0.41 0.41 0.32 0.32 v/c Ratio 0.24 0.21 0.25 0.20 0.38 0.44 Control Delay 11.1 10.6 20.8 6.3 27.0 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.1 10.7 20.8 6.3 27.0 4.9 LOS B B C A C A Approach Delay 10.7 16.6 12.2 Approach LOS B B B 90th %Ile Green (s) 11.9 49.0 31.1 31.1 29.0 29.0 29.0 90th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 70th %ile Green (s) 10.0 49.0 33.0 33.0 29.0 29.0 29.0 70th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 50th %iie Green (s) 8.7 49.0 34.3 34.3 29.0 29.0 29.0 50th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 30th %ile Green (s) 7.5 49.0 35.5 35.5 29.0 29.0 29.0 30th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 10th %ile Green (s) 0.0 49.0 49.0 49.0 29.0 29.0 29.0 10th %ile Term Code Skip Coord Coord Coord MaxR MaxR MaxR Queue Length 50th (ft) 33 76 69 2 68 0 Queue Length 95th (ft) 63 107 117 48 123 56 Internal Link Dist (ft) 644 204 535 Turn Bay Length (ft) 150 150 Base Capacity (vph) 451 1927 1439 732 407 724 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 140 0 0 0 12 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.23 0.25 0.20 0.38 0.44 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 58 (64 Referenced to phase 2:EBTL and 6:WBT, Start of Green 384 Synchro 7 Report Page 11 o2 1 o8 55 s 1 .,d` ®5 06 4 23s 1 1 32s 1 f 35s 1 1 -81 Distribution Center 20: NB Off Ramp Natural Cycle: 40 Control Type: Actuated Coordinated Maximum v/c Rato: 0.44 Intersection Signal Delay: 13.2 Intersection Capacity Utilization 55.4% Analysis Period (min) 15 Splits and Phases: 20: NB Off Ramp 2/22/2008 PHR +A Intersection LOS: B ICU Level of Service B 2010 Background Conditions AM Peak Hour Synchro 7 Report Page 12 1 -81 Distribution Center 2010 Background Condiitons 5: Hopewell Road PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 1 '1 i Volume (vph) 112 49 251 62 55 56 274 834 86 49 474 172 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 0 150 150 0 150 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.918 0.956 0.986 0.960 Flt Protected 0.987 0.982 0.950 0.950 Satd. Flow (prat) 0 1598 0 0 1638 0 1687 1751 0 1687 1705 0 Flt Permitted 0.987 0.982 0.950 0.950 Satd. Flow (perm) 0 1598 0 0 1638 0 1687 1751 0 1687 1705 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1057 2114 861 8898 Travel Time (s) 24.0 48.0 19.6 202.2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 7% 13% 7% 7% 13% 7% 7% 7% 7% 7% 7% 7% Adj. Flow (vph) 124 54 279 69 61 62 304 927 96 54 527 191 Shared Lane Traffic Lane Group Flow (vph) 0 457 0 0 192 0 304 1023 0 54 718 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 91.5% ICU Level of Service F Analysis Period (min) 15 2/22/2008 PHR +A Synchro 7 Report Page 1 1 -81 Distribution Center 2010 Background Condiitons 8: SB ON Ramp PM Peak Hour Lane Group Lane Configurations Volume (vph) Ideal Flow (vphpl) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Heavy Vehicles Ad). Flow (vph) Shared Lane Traffic Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(tt) Two way Left Turn Lane Headway Factor Turning Speed (mph) Sign Control IntersectionSummary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 43.1% Analysis Period (min) 15 2/22/2008 PHR +A EBL EBT EBR WBL I 0 63 28 124 1900 1900 1900 1900 1.00 1.00 1.00 1.00 0.959 0 1703 0 0 0 1703 0 0 30 1449 32.9 0.90 0.90 0.90 0.90 7% 7% 7% 12% 0 70 31 138 0 101 0 0 No No No No Left Left Right Left 0 0 16 WBT WBR NBL NBT NBR SBL 4 139 0 0 0 0 238 1900 1900 1900 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 15 9 15 9 15 9 15 Free 0.977 1697 0.977 1697 30 670 15.2 0.90 7% 154 292 0 0 0 No No No No Left Right Left Left 0 0 0 0 16 16 Free ICU Level of Service A 0 0 0 0 0 0 0 0 0 0 30 714 16.2 0.90 0.90 0.90 7% 7% 7% 0 0 0 Stop 0.90 0.90 7% 12% 0 264 0 0 No No Right Left 1 4/ SBT SBR 4 0 40 1900 1900 1.00 1.00 0.981 0.959 1596 0 0.959 1596 0 30 736 16.7 0.90 0.90 7% 12% 0 44 308 0 No No Left Right 0 0 16 1.00 1.00 9 Stop Synchro 7 Report Page 2 Control Type: Unsignalized Intersection Capacity Utilization 64.6% Analysis Period (min) 15 2/22/2008 PHR +A 1 -81 Distribution Center 2010 Background Condiitons 10: Hopewell Road NB Off Ramp PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 "a, 4, Volume (vph) 39 262 0 0 219 271 44 0 142 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 Frt 0.925 0.897 Flt Protected 0,994 0.988 Satd. Flow (prot) 0 1754 0 0 1643 0 0 1503 0 0 0 0 Flt Permitted 0.994 0.988 Satd. Flow (perm) 0 1754 0 0 1643 0 0 1503 0 0 0 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 670 1057 730 697 Travel Time (s) 15.2 24.0 16.6 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 12% 7% 7% 7% 7% 7% 12% 7% 12% 7% 7% 7% Adj. Flow (vph) 43 291 0 0 243 301 49 0 158 0 0 0 Shared Lane Traffic Lane Group Flow (vph) 0 334 0 0 544 0 0 207 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other ICU Level of Service C Synchro 7 Report Page 3 1 -81 Distribution Center 2010 Background Condiitons 14: Route 11 PM Peak Hour 2122/2008 PHR +A Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBF Lane Configurations 1919 d* vi tt rf r Volume (vph) 370 208 86 47 375 47 224 753 26 26 359 164 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 150 300 150 150 180 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 0.97 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 1770 3539 1583 1770 1776 1583 1770 1776 1583 Flt Permitted 0.950 0.950 0.445 0.090 Satd. Flow (perm) 3433 1863 1583 1770 3539 1583 829 1776 1583 168 1776 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 96 52 20 182 Link Speed (mph) 30 30 30 30 Link Distance (ft) 284 334 4320 539 Travel Time (s) 6.5 7.6 98.2 12.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 7 °l° 2% 2% 7% 2% Adj. Flow (vph) 411 231 96 52 417 52 249 837 29 29 399 182 Shared Lane Traffic Lane Group Flow (vph) 411 231 96 52 417 52 249 837 29 29 399 182 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type CI +Ex CI +Ex Cl+Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot Perm Perm Perm Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 2 6 6 Synchro 7 Report Page 4 1 -81 Distribution Center 2010 Background Condiitons 14: Route 11 PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 4 3 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 19.0 20.0 20.0 17.0 18.0 18.0 53.0 53.0 53.0 53.0 53.0 53.0 Total Split 21.1% 22.2% 22.2% 18.9% 20.0% 20.0% 58.9% 58.9% 58.9% 58.9% 58.9% 58.9% Maximum Green (s) 13.0 14.0 14.0 11.0 12.0 12.0 47.0 47.0 47.0 47.0 47.0 47.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C -Max C -Max C -Max C -Max C -Max C -Max Act Effct Green (s) 12.8 21.8 21.8 8.2 12.1 12.1 47.0 47.0 47.0 47.0 47.0 47.0 Actuated g/C Ratio 0.14 0.24 0.24 0.09 0.13 0.13 0.52 0.52 0.52 0.52 0.52 0.52 vlc Ratio 0.84 0.51 0.21 0.32 0.87 0.20 0.58 0.90 0.03 0.33 0.43 0.20 Control Delay 55.9 35.0 11.2 43.0 58.9 12.5 21.3 34.6 5.9 25.2 15.1 2.3 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.9 35.1 11.2 43.0 58.9 12.5 21.3 34.6 5.9 25.2 15.1 2.3 LOS E D B D E B C C A C B A Approach Delay 43.6 52.7 30.9 11.8 Approach LOS D D C B 90th %ile Green (s) 13.0 14.1 14.1 10.9 12.0 12.0 47.0 47.0 47.0 47.0 47.0 47.0 90th %ile Term Code Max Max Max Gap Max Max Coord Coord Coord Coord Coord Coord 70th %ile Green (s) 13.0 15.8 15.8 9.2 12.0 12.0 47.0 47.0 47.0 47.0 47.0 47.0 70th %ile Term Code Max Max Max Gap Max Max Coord Coord Coord Coord Coord Coord 50th %ile Green (s) 13.0 17.0 17.0 8.0 12.0 12.0 47.0 47.0 47.0 47.0 47.0 47.0 50th %ile Term Code Max Max Max Gap Max Max Coord Coord Coord Coord Coord Coord 30th %ile Green (s) 13.0 31.0 31.0 0.0 12.0 12.0 47.0 47.0 47.0 47.0 47.0 47.0 30th %ile Term Code Max Hold Hold Skip Max Max Coord Coord Coord Coord Coord Coord 10th %ile Green (s) 12.2 30.9 30.9 0.0 12.7 12.7 47.1 47.1 47.1 47.1 47.1 47.1 10th %ile Term Code Gap Hold Hold Skip Gap Gap Coord Coord Coord Coord Coord Coord Queue Length 50th (ft) 125 97 0 28 124 0 92 407 2 9 132 0 Queue Length 95th (ft) #197 #238 27 62 #207 32 174 #670 15 36 203 30 Internal Link Dist (ft) 204 254 4240 459 Turn Bay Length (ft) 150 150 150 300 150 150 180 Base Capacity(vph) 496 451 456 216 477 258 433 927 836 88 927 914 Starvation Cap Reductn 0 14 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.83 0.53 0.21 0.24 0.87 0.20 0.58 0.90 0.03 0.33 0.43 0.20 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0 Referenced to phase 2:NBTL and 6:SBTL, Start of Green 2/22/2008 PHR +A Synchro 7 Report Page 5 t 02 C 03 I* 04 53s 1 1 17s 1 20s 1 i 06 07 08 53s" 1 1 '19s 1 1 18s 1 1 1 -81 Distribution Center 14: Route 11 PM Peak Hour Natural Cycle: 80 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 33.9 Intersection Capacity Utilization 85.6% Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 14: Route 11 2/22/2008 PHR +A Intersection LOS: C ICU Level of Service E 2010 Background Condiitons Synchro 7 Report Page 6 1 -81 Distribution Center 2010 Background Condiitons 17: Rest Church Road SB Off Ramp PM Peak Hour `'t c t 1, Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR. SBL SBT SBR Lane Configurations fat r '9 1+ 4 r Volume (vph) 0 308 155 331 291 0 0 0 0 156 0 133 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 150 150 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 2911 1129 1770 3059 0 0 0 0 0 1770 1129 Flt Permitted 0.452 0.950 Satd. Flow (perm) 0 2911 1129 842 3059 0 0 0 0 0 1770 1129 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 172 148 Link Speed (mph) 30 30 30 30 Link Distance (ft) 927 724 541 527 Travel Time (s) 21.1 16.5 12.3 12.0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 2% 24 °k 43% 2% 18% 2% 2% 2% 2% 2% 2% 43% Adj. Flow (vph) 0 342 172 368 323 0 0 0 0 173 0 148 Shared Lane Traffic Lane Group Flow (vph) 0 342 172 368 323 0 0 0 0 0 173 148 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 1 2 1 2 1 Detector Template Thru Right Left Thru Left Thru Right Leading Detector (ft) 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 6 20 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Cl+Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm pm +pt Perm Perm Protected Phases 2 1 6 4 Permitted Phases 2 6 4 4 2/22/2008 PHR +A Synchro 7 Report Page 7 1 -81 Distribution Center 2010 Background Condiitons 17: Rest Church Road SB Off Ramp PM Peak Hour ,1" --0. C k- I p 1 d Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 2 2 1 6 4 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 0.0 27.0 27.0 32.0 59.0 0,0 0.0 0.0 0.0 31.0 31.0 31.0 Total Split 0.0% 30.0% 34.4% 35.6% 65.6% 0.0% 0.0% 0.0% 0.0% 34.4% 34.4% 34.4% Maximum Green (s) 21.0 21.0 26.0 53.0 25.0 25.0 25.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 4.0 6.0 6.0 6.0 Lead /Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C -Max C -Max None C -Max Max Max Max Act Effct Green (s) 31.6 31.6 53.0 53.0 25.0 25.0 Actuated g/C Ratio 0.35 0.35 0.59 0.59 0.28 0.28 v/c Ratio 0.33 0.34 0.56 0.18 0.35 0.35 Control Delay 23.7 6.0 25.6 10.5 28.5 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.7 6.0 25.6 10.5 28.5 7.1 LOS C A CB C A Approach Delay 17.8 18.5 18.7 Approach LOS B B B 90th %ile Green (s) 26.0 26.0 21.0 53.0 25.0 25.0 25.0 90th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 70th %ile Green (s) 29.6 29.6 17.4 53.0 25.0 25.0 25.0 70th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 50th %ile Green (s) 31.8 31.8 15.2 53.0 25.0 25.0 25.0 50th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 30th %ile Green (s) 33.9 33.9 13.1 53.0 25.0 25.0 25.0 30th %Ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 10th %ile Green (s) 36.5 36.5 10.5 53.0 25.0 25.0 25.0 10th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR Queue Length 50th (ft) 74 0 138 43 79 0 Queue Length 95th (ft) 122 47 261 82 136 45 Internal Link Dist (ft) 847 644 461 447 Turn Bay Length (ft) 150 150 Base Capacity (vph) 1021 507 764 1801 492 421 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.34 0.48 0.18 0.35 0.35 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 63 (70 Referenced to phase 2:EBT and 6:WBTL, Start of Green 2/22/2008 PHR +A Synchro 7 Report Page 8 ir 01 04 02 32s S 1.:..2 31 s 4-- 06 59s 1 -81 Distribution Center 17: Rest Church Road SB Off Ramp Natural Cycle: 50 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.56 Intersection Signal Delay: 18.3 Intersection Capacity Utilization 51.6% Analysis Period (min) 15 Splits and Phases: 17: Rest Church Road SB Off Ramp 2/22/2008 PHR +A Intersection LOS: B ICU Level of Service A 2010 Background Condiitons PM Peak Hour Synchro 7 Report Page 9 1 -81 Distribution Center 2010 Background Condiitons 20: NB Off Ramp PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations '9 ft tt r 4 r Volume (vph) 148 316 0 0 489 274 132 0 348 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 150 0 0 0 0 Storage Lanes 1 0 0 1 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1262 3539 0 0 3539 1583 0 1262 1583 0 0 0 Flt Permitted 0.315 0.950 Satd. Flow (perm) 419 3539 0 0 3539 1583 0 1262 1583 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 304 387 Link Speed (mph) 30 30 30 30 Link Distance (ft) 724 284 615 464 Travel Time (s) 16.5 6.5 14.0 10.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 43% 2% 2% 2% 2% 2% 43% 2% 2% 2% 2% 2% Adj. Flow (vph) 164 351 0 0 543 304 147 0 387 0 0 0 Shared Lane Traffic Lane Group Flow (vph) 164 351 0 0 543 304 0 147 387 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Headway Factor 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 1 2 1 Detector Template Left Thru Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 6 20 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI +Ex Cl+Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0,0 0.0 0.0 Turn Type pm +pt Perm Perm Perm Protected Phases 5 2 6 8 Permitted Phases 2 6 8 8 2122/2008 PHR +A Synchro 7 Report Page 10 1 -81 Distribution Center 2010 Background Condiitons 20: NB Off Ramp PM Peak Hour 2/22/2008 PHR +A Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 6 6 8 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 23.0 55.0 0.0 0.0 32.0 32.0 35.0 35.0 35.0 0.0 0.0 0.0 Total Split 25.6% 61.1% 0.0% 0.0% 35.6% 35.6% 38.9% 38.9% 38.9% 0.0% 0.0% 0.0% Maximum Green (s) 17.0 49.0 26.0 26,0 29.0 29.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C -Max C -Max C -Max Max Max Max Act Effct Green (s) 49.0 49.0 31.2 31.2 29.0 29.0 Actuated g/C Ratio 0.54 0.54 0.35 0.35 0.32 0.32 v/c Ratio 0.48 0.18 0.44 0.41 0.36 0.50 Control Delay 26.4 10.9 30.2 11.1 26.6 5.0 Queue Delay 0.0 0.0 0.8 0.4 0.0 0.0 Total Delay 26.4 11.0 31.0 11.5 26.6 5.0 LOS C B C B C A Approach Delay 15.9 24.0 11.0 Approach LOS B C B 90th %ile Green (s) 16.5 49.0 26.5 26.5 29.0 29.0 29.0 90th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 70th %Ile Green (s) 13.5 49.0 29.5 29.5 29.0 29.0 29.0 70th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 50th %ile Green (s) 11.6 49.0 31.4 31.4 29.0 29.0 29.0 50th %Ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 30th %ile Green (s) 9.8 49.0 33.2 33.2 29.0 29.0 29.0 30th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 10th %ile Green (s) 7.5 49.0 35.5 35.5 29.0 29.0 29.0 10th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR Queue Length 50th (ft) 56 49 121 25 64 0 Queue Length 95th (ft) 139 91 m162 m61 117 62 Internal Link Dist (ft) 644 204 535 384 Turn Bay Length (ft) 150 150 Base Capacity (vph) 387 1927 1228 748 407 772 Starvation Cap Reductn 0 0 386 143 0 0 Spillback Cap Reductn 0 42 0 0 0 4 Storage Cap Reductn 0 0 0 0 0 0 Reduced v!c Ratio 0.42 0.19 0.64 0.50 0.36 0.50 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 58 (64 Referenced to phase 2:EBTL and 6:WBT, Start of Green Synchro 7 Report Page 11 1 -81 Distribution Center 20: NB Off Ramp Natural Cycle: 45 Control Type: Actuated Coordinated Maximum vlc Ratio: 0.50 Intersection Signal Delay: 18.1 Intersection Capacity Utilization 51.6% Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 20: NB Off Ramp 2/22/2008 PHR +A Intersection LOS: B ICU Level of Service A 2010 Background Condiitons PM Peak Hour Synchro 7 Report Page 12 1 O8 55s 1 1 f o5 14-- 0E 23 s 1 i 132 s j 35 s 1 I 1 -81 Distribution Center 20: NB Off Ramp Natural Cycle: 45 Control Type: Actuated Coordinated Maximum vlc Ratio: 0.50 Intersection Signal Delay: 18.1 Intersection Capacity Utilization 51.6% Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 20: NB Off Ramp 2/22/2008 PHR +A Intersection LOS: B ICU Level of Service A 2010 Background Condiitons PM Peak Hour Synchro 7 Report Page 12 2/22/2008 PHR +A 1 -81 Distribution Center 2010 Background Conditions 5: Hopewell Road AM Peak Hour_w/ improvements 4\ Lane Group Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 4 r 4 r II 1 'I 137 64 171 64 46 74 153 387 62 13 651 171 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 150 150 0 150 150 0 150 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.979 0.969 Flt Protected 0.967 0.972 0.950 0.950 Satd. Flow (prot) 0 1687 1509 0 1686 1509 1687 1738 0 1687 1721 0 Flt Permitted 0.722 0.576 0.170 0.428 Satd. Flow (perm) 0 1260 1509 0 999 1509 302 1738 0 760 1721 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 190 82 16 26 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1057 2114 861 8898 Travel Time (s) 24.0 48,0 19.6 202.2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0,90 0.90 0.90 Heavy Vehicles 7% 13% 7% 7% 13% 7% 7% 7% 7% 7% 7% 7% Adj. Flow (vph) 152 71 190 71 51 82 170 430 69 14 723 190 Shared Lane Traffic Lane Group Flow (vph) 0 223 190 0 122 82 170 499 0 14 913 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 Detector 1 Type Cl+Ex CI +Ex CI +Ex Cl +Ex CI +Ex CI +Ex CI +Ex CI +Ex Cl+Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 6 Synchro 7 Report Page 1 5: Hopewell Road Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 85.3 Natural Cycle: 90 2/22/2008 PHR +A 1 -81 Distribution Center 2010 Background Conditions AM Peak Hour_w/ improvements t 4, Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBF Detector Phase 4 4 4 8 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 30.0 30.0 30.0 30.0 30.0 30.0 60.0 60.0 0.0 60.0 60.0 0.0 Total Split 33.3% 33.3% 33.3% 33.3% 33.3% 33.3% 66.7% 66.7% 0.0% 66.7% 66.7% 0.0% Maximum Green (s) 24.0 24.0 24.0 24.0 24.0 24.0 54.0 54.0 54.0 54.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4,0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Min Min Min Min Act Effct Green (s) 19.1 19.1 19.1 19.1 54.2 54.2 54.2 54.2 Actuated g/C Ratio 0.22 0.22 0.22 0.22 0.64 0.64 0.64 0.64 v/c Ratio 0.79 0.39 0.55 0.20 0.89 0.45 0.03 0.83 Control Delay 51.5 6.7 38.7 7.6 61.9 10.0 7.4 21.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.5 6.7 38.7 7.6 61.9 10.0 7.4 21.3 LOS D A D A E B A C Approach Delay 30.9 26.2 23.2 21.1 Approach LOS C C C C 90th %ile Green (s) 24.0 24.0 24.0 24.0 24.0 24.0 54.0 54.0 54.0 54.0 90th %ile Term Code Max Max Max Hold Hold Hold Max Max Max Max 70th %ile Green (s) 24.0 24.0 24.0 24.0 24.0 24.0 54.0 54.0 54.0 54.0 70th %ile Term Code Max Max Max Hold Hold Hold Max Max Max Max 50th %ile Green (s) 20.4 20.4 20.4 20.4 20.4 20.4 54.0 54.0 54.0 54.0 50th %ile Term Code Gap Gap Gap Hold Hold Hold Max Max Hold Hold 30th %ile Green (s) 16.5 16.5 16.5 16.5 16.5 16.5 54.0 54.0 54.0 54.0 30th %ile Term Code Gap Gap Gap Hold Hold Hold Max Max Hold Hold 10th %Ile Green (s) 11.6 11.6 11.6 11.6 11.6 11.6 54.0 54.0 54.0 54.0 10th %ile Term Code Gap Gap Gap Hold Hold Hold Max Max Hold Hold Queue Length 50th (ft) 113 0 58 0 72 123 3 345 Queue Length 95th (ft) #197 50 113 33 #220 215 11 #691 Internal Link Dist (ft) 977 2034 781 8818 Turn Bay Length (ft) 150 150 150 150 Base Capacity (vph) 356 562 282 485 192 1109 483 1102 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.63 0.34 0.43 0.17 0.89 0.45 0.03 0.83 Synchro 7 Report Page 2 t 02 04 60s f 30s 1 1 06 08 60s 1 1 30s 1 1' Splits and Phases: 5: Hopewell Road 2/22/2008 PHR +A 1 -81 Distribution Center 5: Hopewell Road Control Type: Actuated- Uncoordinated Maximum vlc Ratio: 0.89 Intersection Signal Delay: 24.0 Intersection LOS: C Intersection Capacity Utilization 85.8% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 90 70th %ile Actuated Cycle: 90 50th %Ile Actuated Cycle: 86.4 30th %Ile Actuated Cycle: 82.5 10th %Ile Actuated Cycle: 77.6 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 2010 Background Conditions AM Peak Hour_w/ improvements Synchro 7 Report Page 3 2/22/2008 PHR +A 1 -81 Distribution Center 2010 Background Conditions 8: SB ON Ramp AM Peak Hour_w/ improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ii 4 44 Volume (vph) 0 77 33 121 83 0 0 0 0 152 0 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.959 0.984 Flt Protected 0.971 0.958 Satd. Flow (prot) 0 1703 0 0 1678 0 0 0 0 0 1599 0 Flt Permitted 0.748 0.958 Satd. Flow (perm) 0 1703 0 0 1292 0 0 0 0 0 1599 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 37 7 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1449 670 714 736 Travel Time (s) 32.9 15.2 16.2 16.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 7% 7% 7% 12% 7% 7% 7% 7% 7% 12% 7% 12% Adj. Flow (vph) 0 86 37 134 92 0 0 0 0 169 0 22 Shared Lane Traffic Lane Group Flow (vph) 0 123 0 0 226 0 0 0 0 0 191 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 2 1 2 Detector Template Thru Left Thru Left Thru Leading Detector (ft) 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 6 20 6 20 6 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) Turn Type Perm Perm Protected Phases Permitted Phases 6 4 Detector Phase 2 6 6 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 Synchro 7 Report Page 4 1 -81 Distribution Center 2010 Background Conditions 8: SB ON Ramp AM Peak Hour_w/ improvements ow N t c t I' 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 0.0 63.0 0.0 63.0 63.0 0.0 0.0 0.0 0.0 27.0 27.0 0.0 Total Split 0.0% 70.0% 0.0% 70.0% 70.0% 0.0% 0.0% 0.0% 0.0% 30.0% 30.0% 0.0% Maximum Green (s) 57.0 57.0 57.0 21.0 21.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 4.0 6.0 6.0 4.0 4.0 4.0 4.0 6.0 6.0 4.0 Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Min Min Act Effct Green (s) 12.0 12.0 10.4 Actuated g/C Ratio 0.35 0.35 0.30 v/c Ratio 0.20 0.50 0.40 Control Delay 6.6 13.2 13.2 Queue Delay 0.0 0.0 0.0 Total Delay 6.6 13.2 13.2 LOS A B B Approach Delay 6.6 13.2 13.2 Approach LOS A B B 90th %ile Green (s) 18.2 18.2 18.2 12.9 12.9 90th %ile Term Code Hold Gap Gap Gap Gap 70th %ile Green (s) 13.9 13.9 13.9 10.4 10.4 70th %ile Term Code Hold Gap Gap Gap Gap 50th %ile Green (s) 11.5 11.5 11.5 9.0 9.0 50th %ile Term Code Hold Gap Gap Gap Gap 30th %ile Green (s) 9.6 9.6 9.6 7.9 7.9 30th %ile Term Code Hold Gap Gap Gap Gap 10th %ile Green (s) 7.9 7.9 7.9 11.5 11.5 10th %ile Term Code Hold Gap Gap Dwell Dwell Queue Length 50th (ft) 10 29 25 Queue Length 95th (ft) 34 78 76 Internal Link Dist (ft) 1369 590 634 656 Turn Bay Length (ft) Base Capacity (vph) 1703 1292 992 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.07 0.17 0.19 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 34.6 Natural Cycle: 40 Control Type: Actuated Uncoordinated Maximum v/c Ratio: 0.50 Intersection Signal Delay: 11.7 2/22/2008 PHR +A Intersection LOS: B Synchro 7 Report Page 5 1 -81 Distribution Center 8: SB ON Ramp Intersection Capacity Utilization 37.4% Analysis Period (min) 15 90th %He Actuated Cycle: 43.1 70th %ile Actuated Cycle: 36.3 50th %ile Actuated Cycle: 32.5 30th %ile Actuated Cycle: 29.5 10th %Ile Actuated Cycle: 31.4 Splits and Phases: 8: SB ON Ramp 2122/2008 PHR +A ICU Level of Service A 2010 Background Conditions AM Peak Hour_w/ improvements Synchro 7 Report Page 6 04 II' 02 63s 1 1 27s 06 63 s 1 1 1 -81 Distribution Center 8: SB ON Ramp Intersection Capacity Utilization 37.4% Analysis Period (min) 15 90th %He Actuated Cycle: 43.1 70th %ile Actuated Cycle: 36.3 50th %ile Actuated Cycle: 32.5 30th %ile Actuated Cycle: 29.5 10th %Ile Actuated Cycle: 31.4 Splits and Phases: 8: SB ON Ramp 2122/2008 PHR +A ICU Level of Service A 2010 Background Conditions AM Peak Hour_w/ improvements Synchro 7 Report Page 6 2/2212008 PHR +A 1 -81 Distribution Center 10: Hopewell Road NB Off Ramp f 4\ 2010 Background Conditions AM Peak Hour_w/ improvements Lane Configurations 4 4+ Volume (vph) 22 207 0 0 176 187 28 0 158 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.930 0.885 Flt Protected 0.995 0.993 Satd. Flow (prot) 0 1759 0 0 1651 0 0 1491 0 0 0 0 Flt Permitted 0.995 0.993 Satd. Flow (perm) 0 1759 0 0 1651 0 0 1491 0 0 0 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 670 1057 730 697 Travei Time (s) 15.2 24.0 16.6 15.8 Peak Hour Factor 0,90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 12% 7% 7% 7% 7% 7% 12% 7% 12% 7% 7% 7% Adj. Flow (vph) 24 230 0 0 196 208 31 0 176 0 0 0 Shared Lane Traffic Lane Group Flow (vph) 0 254 0 0 404 0 0 207 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 47.2% ICU Level of Service A Analysis Period (min) 15 Synchro 7 Report Page 7 1 -81 Distribution Center 2010 Background Conditions 14: Route 11 AM Peak Hour_w/ improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1` r r vi r Volume (vph) 154 268 231 10 80 10 102 209 33 33 548 278 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 150 300 150 150 180 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 0.97 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 1770 3539 1583 1770 1776 1583 1770 1776 1583 Flt Permitted 0.950 0.950 0.302 0.613 Satd. Flow (perm) 3433 1863 1583 1770 3539 1583 563 1776 1583 1142 1776 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 257 11 37 309 Link Speed (mph) 30 30 30 30 Link Distance (ft) 284 334 4320 539 Travel Time (s) 6.5 7.6 98.2 12.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2% Adj. Flow (vph) 171 298 257 11 89 11 113 232 37 37 609 309 Shared Lane Traffic Lane Group Flow (vph) 171 298 257 11 89 11 113 232 37 37 609 309 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Cl+Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot Perm Perm Perm Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 2 6 6 2/22/2008 Synchro 7 Report PHR +A Page 8 1 -81 Distribution Center 2010 Background Conditions 14: Route 11 AM Peak Hour_w/ improvements -tt► f 44-- Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0 Referenced to phase 2:NBTL and 6:SBTL, Start of Green 2/22/2008 PHR +A Lane Group Detector Phase EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 7 4 4 3 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 12,0 20.0 20,0 17.0 25.0 25.0 53.0 53.0 53.0 53.0 53.0 53.0 Total Split 13.3% 22.2% 22.2% 18.9% 27.8% 27.8% 58.9% 58.9% 58.9% 58.9% 58.9% 58.9% Maximum Green (s) 6.0 14.0 14.0 11.0 19.0 19.0 47.0 47.0 47.0 47.0 47.0 47.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 AR-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C -Max C -Max C -Max C -Max C -Max C -Max Act Effct Green (s) 9.0 21.5 21.5 6.4 11.5 11.5 53.9 53.9 53.9 53.9 53.9 53.9 Actuated g/C Ratio 0.10 0.24 0.24 0.07 0.13 0.13 0.60 0.60 0.60 0.60 0.60 0.60 v/c Ratio 0.50 0.67 0.45 0.09 0.20 0.05 0.34 0.22 0.04 0.05 0.57 0.29 Control Delay 41.2 37.8 8.6 40.4 34.3 16.5 13.8 9.7 3.5 9.0 14.6 2.0 Queue Delay 0.0 2.7 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.2 40.5 8.8 40.4 34.3 16.5 13.8 9.7 3.5 9.0 14.6 2.0 LOS DD A DC BB A A A B A Approach Delay 29.4 33.2 10.3 10.3 Approach LOS C C B B 90th %ile Green (s) 6.0 17.7 17.7 7.3 19.0 19.0 47.0 47.0 47.0 47.0 47.0 47.0 90th %ile Term Code Max Max Max Gap Hold Hold Coord Coord Coord Coord Coord Coord 70th %Ile Green (s) 6.0 24.1 24.1 0.0 12.1 12.1 53.9 53.9 53.9 53.9 53.9 53.9 70th %ile Term Code Max Gap Gap Skip Hold Hold Coord Coord Coord Coord Coord Coord 50th %ile Green (s) 6.0 22,5 22.5 0.0 10.5 10.5 55.5 55.5 55.5 55.5 55.5 55.5 50th %Ile Term Code Max Gap Gap Skip Hold Hold Coord Coord Coord Coord Coord Coord 30th %Ile Green (s) 6.0 21.9 21.9 0.0 9.9 9.9 56.1 56.1 56.1 56.1 56.1 56.1 30th %ile Term Code Max Gap Gap Skip Hold Hold Coord Coord Coord Coord Coord Coord 10th %ile Green (s) 21.1 21.1 21.1 0.0 0.0 0.0 56.9 56.9 56.9 56.9 56.9 56.9 10th %ile Term Code Hold Gap Gap Skip Skip Skip Coord Coord Coord Coord Coord Coord Queue Length 50th (ft) 53 157 9 6 24 0 28 53 0 8 184 0 Queue Length 95th (ft) #102 #281 80 22 42 14 81 112 14 25 357 38 Internal Link Dist (ft) 204 254 4240 459 Turn Bay Length (ft) 150 150 150 300 150 150 180 Base Capacity(vph) 344 444 573 216 747 343 337 1063 962 684 1063 1072 Starvation Cap Reductn 0 67 51 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.50 0.79 0.49 0.05 0.12 0.03 0.34 0.22 0.04 0.05 0.57 0.29 Synchro 7 Report Page 9 t m2 1r 03 —0 o4 53s 1 I 17s I 1 20s 1 1`r' i r 0e ar 4— 08 53s 1 1 12s 1 1 25s 1 1 1 -81 Distribution Center 14: Route 11 Splits and Phases: 14: Route 11 2122/2008 PHR +A Natural Cycle: 60 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.67 Intersection Signal Delay: 17.9 Intersection Capacity Utilization 63.6% Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Intersection LOS: B ICU Level of Service B 2010 Background Conditions AM Peak Hour_w/ improvements Synchro 7 Report Page 10 1 -81 Distribution Center 2010 Background Conditions 17: Rest Church Road SB Off Ramp AM Peak Hour_w/ improvements Lane G roup EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r vi t 4 r Volume (vph) 0 216 189 282 185 0 0 0 0 236 0 98 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 150 150 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 2911 1129 1770 3059 0 0 0 0 0 1770 1129 Flt Permitted 0.511 0.950 Satd. Flow (perm) 0 2911 1129 952 3059 0 0 0 0 0 1770 1129 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 210 109 Link Speed (mph) 30 30 30 30 Link Distance (ft) 927 724 541 527 Travel Time (s) 21.1 16.5 12.3 12.0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 2% 24% 43% 2% 18% 2% 2% 2% 2% 2% 2% 43% Ad;,. Ftow (vph) 0 240 210 313 206 0 0 0 0 262 0 109 Shared Lane Traffic Lane Group Flow (vph) 0 240 210 313 206 0 0 0 0 0 262 109 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 1 2 1 2 1 Detector Template Thru Right Left Thru Left Thru Right Leading Detector (ft) 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex CI +Ex Cl+Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI +Ex Cl+Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm pm +pt Perm Perm Protected Phases 2 1 6 4 Permitted Phases 2 6 4 4 2/22/2008 PHR +A Synchro 7 Report Page 11 2/22/2008 PHR +A 1 -81 Distribution Center 2010 Background Conditions 17: Rest Church Road SB Off Ramp AM Peak Hour_wl improvements 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 2 2 1 6 4 4 4 Switch Phase Minimum Initial (s) 6,0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 0.0 27.0 27.0 32.0 59.0 0.0 0.0 0.0 0.0 31.0 31.0 31.0 Total Split 0.0% 30.0% 30.0% 35.6% 65.6% 0.0% 0.0% 0.0% D.0% 34.4% 34.4% 34.4% Maximum Green (s) 21.0 21.0 26.0 53.0 25.0 25.0 25.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 4.0 6.0 6.0 6.0 Lead /Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C -Max C -Max None C -Max Max Max Max Act Effct Green (s) 33.4 33.4 53.0 53.0 25.0 25.0 Actuated g/C Ratio 0.37 0.37 0.59 0.59 0.28 0.28 v/c Ratio 0.22 0.38 0.46 0.11 0.53 0.28 Control Delay 21.0 5.6 17.1 8.7 32.3 7.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.0 5.6 17.1 8.7 32.3 7.3 LOS C A B A C A Approach Delay 13.8 13.7 24.9 Approach LOS B B C 90th %lie Green (s) 28.7 28.7 18.3 53.0 25.0 25.0 25.0 90th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 70th %ile Green (s) 31.7 31,7 15.3 53.0 25.0 25.0 25.0 70th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 50th %ile Green (s) 33.6 33.6 13.4 53.0 25.0 25.0 25.0 50th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 30th %ile Green (s) 35.4 35.4 11.6 53.0 25.0 25.0 25.0 30th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 10th %ile Green (s) 37.6 37.6 9.4 53.0 25.0 25.0 25.0 10th %Ile Term Code Geoid Coord Gap Coord MaxR MaxR MaxR Queue Length 50th (ft) 48 0 89 30 126 0 Queue Length 95th (ft) 83 50 177 38 203 39 Internal Link Dist (ft) 847 644 461 447 Turn Bay Length (ft) 150 150 Base Capacity (vph) 1080 551 797 1801 492 392 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced vlc Ratio 0.22 0.38 0.39 0.11 0.53 0.28 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 63 (70 Referenced to phase 2:EBT and 6:WBTL, Start of Green Synchro 7 Report Page 12 i e1 02 04 32s 1 27s 1 1 31 s 1 1 4-- m6 59 s 1 -81 Distribution Center 17: Rest Church Road SB Off Ramp Natural Cycle: 50 Control Type: Actuated- Coordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay: 16.9 Intersection Capacity Utilization 55.4% Analysis Period (min) 15 Splits and Phases: 17: Rest Church Road SB Off Ramp 2/22/2008 PHR +A Intersection LOS: B ICU Level of Service B 2010 Background Conditions AM Peak Hour_w/ improvements Synchro 7 Report Page 13 1 -81 Distribution Center 2010 Background Conditions 20: NB Off Ramp AM Peak Hour w/ improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 1 44 r 4 r Volume (vph) 84 368 0 0 327 134 140 0 284 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 150 0 0 0 0 Storage Lanes 1 0 0 1 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1262 3539 0 0 3539 1583 0 1262 1583 0 0 0 Flt Permitted 0.451 0.950 Satd. Flow (perm) 599 3539 0 0 3539 1583 0 1262 1583 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTCR) 149 316 Link Speed (mph) 30 30 30 30 Link Distance (ft) 724 284 615 464 Travel Time (s) 16.5 6.5 14.0 10.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles °6) 43% 2% 2% 2% 2% 2% 43% 2% 2% 2% 2% 2% Adj. Flow (vph) 93 409 0 0 363 149 156 0 316 0 0 0 Shared Lane Traffic Lane Group Flow (vph) 93 409 0 0 363 149 0 156 316 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 1 2 1 Detector Template Left Thru Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 6 20 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Cl+Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm +pt Perm Perm Perm Protected Phases 5 2 6 8 Permitted Phases 2 6 8 8 2/22/2008 PHR +A Synchro 7 Report Page 14 2/22/2008 PHR +A Other 1 -81 Distribution Center 2010 Background Conditions 20: NB Off Ramp AM Peak Hour_w/ improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 6 6 8 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 23.0 55.0 0.0 0.0 32.0 32.0 35.0 35.0 35.0 0.0 0.0 0.0 Total Split 25.6% 61.1% 0.0% 0.0% 35.6% 35.6% 38.9% 38.9% 38.9% 0.0% 0.0% 0.0% Maximum Green (s) 17.0 49.0 26.0 26.0 29.0 29.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C -Max C -Max C -Max Max Max Max Act Effct Green (s) 49.0 49.0 36.6 36.6 29.0 29.0 Actuated g/C Ratio 0.54 0.54 0.41 0.41 0.32 0.32 v/c Ratio 0.24 0.21 0.25 0.20 0.38 0.44 Control Delay 11.1 10.6 20.8 6.3 27.0 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.1 10.7 20.8 6.3 27.0 4.9 LOS B B C A C A Approach Delay 10.7 16.6 12.2 Approach LOS B B B 90th %ile Green (s) 11.9 49.0 31.1 31.1 29.0 29.0 29.0 90th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 70th %Ile Green (s) 10.0 49.0 33.0 33.0 29.0 29.0 29.0 70th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 50th %ile Green (s) 8.7 49.0 34.3 34.3 29.0 29.0 29.0 50th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 30th %ile Green (s) 7.5 49.0 35.5 35.5 29.0 29.0 29.0 30th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 10th %ile Green (s) 0.0 49.0 49.0 49.0 29.0 29.0 29.0 10th %ile Term Code Skip Coord Coord Coord MaxR MaxR MaxR Queue Length 50th (ft) 33 76 69 2 68 0 Queue Length 95th (ft) 63 107 117 48 123 56 Internal Link Dist (ft) 644 204 535 Turn Bay Length (ft) 150 150 Base Capacity (vph) 451 1927 1439 732 407 724 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 140 0 0 0 12 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.23 0.25 0.20 0.38 0.44 Intersection Summary Area Type: Cycle Length: 90 Actuated Cycle Length: 90 Offset: 58 (64 Referenced to phase 2:EBTL and 6:WBT, Start of Green 384 Synchro 7 Report Page 15 1 -81 Distribution Center 20: NB Off Ramp Natural Cycle: 40 Control Type: Actuated Coordinated Maximum vlc Ratio: 0.44 Intersection Signal Delay: 13.2 Intersection Capacity Utilization 55.4% Analysis Period (min) 15 Splits and Phases: 20: NB Off Ramp 2122/2008 PHR +A Intersection LOS: B ICU Level of Service B 2010 Background Conditions AM Peak Hour_w/ improvements Synchro 7 Report Page 16 1 o8 II' 02 55s 1 1 f 05 06 23 s 1 I '32s 35s 1 -81 Distribution Center 20: NB Off Ramp Natural Cycle: 40 Control Type: Actuated Coordinated Maximum vlc Ratio: 0.44 Intersection Signal Delay: 13.2 Intersection Capacity Utilization 55.4% Analysis Period (min) 15 Splits and Phases: 20: NB Off Ramp 2122/2008 PHR +A Intersection LOS: B ICU Level of Service B 2010 Background Conditions AM Peak Hour_w/ improvements Synchro 7 Report Page 16 1 -81 Distribution Center 2010 Background Conditions 5: Hopewell Road PM Peak Hour_w/ improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r 4 rr vi I Volume (vph) 112 49 251 62 55 56 274 834 86 49 474 172 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 0 150 150 0 150 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.986 0.960 Flt Protected 0.966 0.974 0.950 0.950 Satd. Flow (prot) 0 1687 1509 0 1685 1509 1687 1751 0 1687 1705 0 Flt Permitted 0.713 0.700 0.162 0.164 Satd. Flow (perm) 0 1245 1509 0 1211 1509 288 1751 0 291 1705 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 279 62 13 33 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1057 2114 861 8898 Travel Time (s) 24.0 48.0 19.6 202.2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 7% 13% 7% 7% 13% 7% 7% 7% 7% 7% 7% 7% Adj. Flow (vph) 124 54 279 69 61 62 304 927 96 54 527 191 Shared Lane Traffic Lane Group Flow (vph) 0 178 279 0 130 62 304 1023 0 54 718 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 6 Detector 1 Type CI +Ex CI +Ex CI +Ex Cl+Ex CI +Ex CI +Ex CI +Ex Cl+Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex Cl +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm pm +pt Perm Protected Phases 4 8 5 2 6 Permitted Phases 4 4 8 8 2 6 2122/2008 PHR +A Synchro 7 Report Page 1 1 -81 Distribution Center 2010 Background Conditions 5: Hopewell Road PM Peak Hour_w/ improvements Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 76.8 Natural Cycle: 80 2/22/2008 PHR +A Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 4 8 8 8 5 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 22.0 22,0 22.0 22.0 22.0 22.0 12.0 68.0 0.0 56.0 56.0 0.0 Total Split 24.4% 24.4% 24.4% 24.4% 24.4% 24.4% 13.3% 75.6% 0.0% 62.2% 62.2% 0.0% Maximum Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 6.0 62.0 50.0 50.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Min Min Min Act Ettct Green (s) 14.5 14.5 14.5 14.5 49.9 49.9 37.4 37.4 Actuated gIC Ratio 0.19 0.19 0.19 0.19 0.65 0.65 0.49 0.49 v/c Ratio 0.76 0.55 0.57 0.19 1.01 0.90 0.38 0.85 Control Delay 54.9 8.9 42.8 10.4 69.1 23.0 20.7 26.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54.9 8.9 42.8 10.4 69.1 23.0 20.7 26.4 LOS D A D B E C C C Approach Delay 26.8 32.4 33.6 26.0 Approach LOS C C C C 90th %ile Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 6.0 62.0 50.0 50.0 90th %ile Term Code Max Max Max Max Max Max Max Max Max Max 70th %ile Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 6.0 62.0 50.0 50.0 70th %ile Term Code Max Max Max Max Max Max Max Max Hold Hold 50th %ile Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 6.0 53.0 41.0 41.0 50th %ile Term Code Max Max Max Hold Hold Hold Max Gap Hold Hold 30th %ile Green (s) 14.1 14.1 14.1 14.1 14.1 14.1 6.0 42.5 30.5 30.5 30th %ile Term Code Gap Gap Gap Hold Hold Hold Max Gap Hold Hold 10th %ile Green (s) 10.0 10.0 10.0 10.0 10.0 10.0 6.0 32.3 20.3 20.3 10th %Ile Term Code Gap Gap Gap Hold Hold Hold Max Hold Gap Gap Queue Length 50th (ft) 85 0 60 0 -63 371 16 277 Queue Length 95th (ft) #208 68 #139 34 #187 #628 46 428 Internal Link Dist (ft) 977 2034 781 8818 Turn Bay Length (ft) 150 150 150 150 Base Capacity (vph) 269 545 262 375 301 1420 197 1163 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.66 0.51 0.50 0.17 1.01 0.72 0.27 0.62 Synchro 7 Report Page 2 t 02 x"04 68 s t 1 22 s 1 1 05 05 +4--- 02 12s 1 1 56s 1 1 22s l 1 Splits and Phases: 5: Hopewell Road 2122/2008 PHR +A 1 -81 Distribution Center 5: Hopewell Road Control Type: Actuated- Uncoordinated Maximum v/c Ratio: 1.01 Intersection Signal Delay: 30.2 Intersection LOS: C Intersection Capacity Utilization 84.6% ICU Level of Service E Analysis Period (min) 15 90th %ite Actuated Cycle: 90 70th %ile Actuated Cycle: 90 50th %ile Actuated Cycle: 81 30th %ile Actuated Cycle: 68.6 10th %ile Actuated Cycle: 54.3 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 2010 Background Conditions PM Peak Hour_w/ improvements Synchro 7 Report Page 3 1 -81 Distribution Center 2010 Background Conditions 8: SB ON Ramp PM Peak Hour_w/ improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T.) 4 Volume (vph) 0 63 28 124 139 0 0 0 0 238 0 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.959 0.981 Flt Protected 0.977 0.959 Satd. Flow (prot) 0 1703 0 0 1697 0 0 0 0 0 1596 0 Flt Permitted 0.808 0.959 Satd. Flow (perm) 0 1703 0 0 1404 0 0 0 0 0 1596 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 19 32 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1449 670 714 736 Travel Time (s) 32.9 15.2 16.2 16.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 7% 7% 7% 12% 7% 7% 7% 7% 7% 12% 7% 12% Adj. Flow (vph) 0 70 31 138 154 0 0 0 0 264 0 44 Shared Lane Traffic Lane Group Flow (vph) 0 101 0 0 292 0 0 0 0 0 308 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 2 1 2 Detector Template Thru Left Thru Left Thru Leading Detector (ft) 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 6 20 6 20 6 Detector 1 Type CI +Ex CI +Ex Cl +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases 2 Permitted Phases 6 Detector Phase 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 2/22/2008 PHR +A Perm 6 0.0 0.0 0.0 0 0 16 0.0 0.0 0.0 94 6 Cl+Ex 0.0 0.0 0.0 Perm 4 4 4 4 6.0 6.0 Synchro 7 Report Page 4 1 -81 Distribution Center 2010 Background Conditions 8: SB ON Ramp PM Peak Hour_w/ improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 0.0 13.0 0.0 13.0 13.0 0.0 0.0 0.0 0.0 77.0 77.0 0.0 Total Split 0.0% 14.4% 0.0% 14.4% 14.4% 0.0% 0.0% 0.0% 0.0% 85.6% 85.6% 0.0% Maximum Green (s) 7.0 7.0 7.0 71.0 71.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 AD-Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 4.0 6.0 6.0 4.0 4.0 4.0 4.0 6.0 6.0 4.0 Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode C -Max C -Max C -Max Min Min Act Effct Green (s) 54.5 54.5 23.5 Actuated g/C Ratio 0.61 0.61 0.26 v/c Ratio 0.10 0.34 0.70 Control Delay 8.3 12.1 34.5 Queue Delay 0.0 0.0 0.0 Total Delay 8.3 12.1 34.5 LOS A B C Approach Delay 8.3 12.1 34.5 Approach LOS A B C 90th %ile Green (s) 43.7 43.7 43.7 34.3 34.3 90th %ile Term Code Coord Coord Coord Gap Gap 713th %ile Green (s) 50.5 50.5 50.5 27.5 27.5 70th %ile Term Code Coord Coord Coord Gap Gap 50th %ile Green (s) 54.9 54.9 54.9 23.1 23.1 50th %ile Term Code Coord Coord Coord Gap Gap 30th %ile Green (s) 59.0 59.0 59.0 19.0 19.0 30th %ile Term Code Coord Coord Coord j Gap Gap 10th %ile Green (s) 64.6 64.6 64.6 13.4 13.4 10th %ile Term Code Coord Coord Coord 1 Gap Gap Queue Length 50th (ft) 17 75 143 Queue Length 95th (ft) 52 169 194 Internal Link Dist (ft) 1369 590 634 656 Turn Bay Length (ft) Base Capacity (vph) 1040 851 1266 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced vlc Ratio 0.10 0.34 0.24 lagnalon.Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 40 (44 Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 40 Control Type: Actuated- Coordinated Maximum v/c Ratio: 0.70 2/22/2008 PHR +A t p 1 Synchro 7 Report Page 5 1 -81 Distribution Center 8: SB ON Ramp Intersection Signal Delay: 21.4 Intersection Capacity Utilization 46.5% Analysis Period (min) 15 Splits and Phases: 8: SB ON Ramp 2/22/2008 PHR +A Intersection LOS: C ICU Level of Service A 2010 Background Conditions PM Peak Hour_w/ improvements Synchro 7 Report Page 6 02 rB4 13s 1 77 s I C'a 4--- ©6 13s 1 1 1 -81 Distribution Center 8: SB ON Ramp Intersection Signal Delay: 21.4 Intersection Capacity Utilization 46.5% Analysis Period (min) 15 Splits and Phases: 8: SB ON Ramp 2/22/2008 PHR +A Intersection LOS: C ICU Level of Service A 2010 Background Conditions PM Peak Hour_w/ improvements Synchro 7 Report Page 6 Control Type: Unsignalized Intersection Capacity Utilization 64.6% Analysis Period (min) 15 2/22/2008 PHR +A 1 -81 Distribution Center 2010 Background Conditions 10: Hopewell Road NB Off Ramp PM Peak Hour_w/ improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 t Volume (vph) 39 262 0 0 219 271 44 0 142 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.925 0.897 Flt Protected 0.994 0.988 Satd. Flow (prot) 0 1754 0 0 1643 0 0 1503 0 0 0 0 Flt Permitted 0.994 0.988 Satd. Flow (perm) 0 1754 0 0 1643 0 0 1503 0 0 0 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 670 1057 730 697 Travel Time (s) 15.2 24.0 16.6 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 12% 7% 7% 7% 7% 7% 12% 7% 12% 7% 7% 7% Adj. Flow (vph) 43 291 0 0 243 301 49 0 158 0 0 0 Shared Lane Traffic Lane Group Flow (vph) 0 334 0 0 544 0 0 207 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other ICU Level of Service C Synchro 7 Report Page 7 1 -81 Distribution Center 2010 Background Conditions 14: Route 11 PM Peak Hour_w/ improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vi r "I 14 r vi r i* Volume (vph) 370 208 86 47 375 47 224 753 26 26 359 164 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 150 300 150 150 180 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 0.97 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 1770 3539 1583 1770 1776 1583 1770 1776 1583 Flt Permitted 0.950 0.950 0.445 0.090 Satd. Flow (perm) 3433 1863 1583 1770 3539 1583 829 1776 1583 168 1776 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 96 52 20 182 Link Speed (mph) 30 30 30 30 Link Distance (ft) 284 334 4320 539 Travel Time (s) 6.5 7,6 98.2 12.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2% Adj. Flow (vph) 411 231 96 52 417 52 249 837 29 29 399 182 Shared Lane Traffic Lane Group Flow (vph) 411 231 96 52 417 52 249 837 29 29 399 182 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type CH-Ex Ci +Ex CH -Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Cl +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot Perm Perm Perm Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 2 6 6 2/22/2008 PHR +A Synchro 7 Report Page 8 1 -81 Distribution Center 14: Route 11 Lane Group Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %Ile Term Code 50th %Ile Green (s) 50th %Ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio 2/22/2008 PHR +A f EBL 7 6.0 12.0 19.0 21.1% 13.0 4.0 2.0 0.0 6.0 Lead Yes 3.0 None 12.8 0.14 0.84 55.9 0.0 55.9 E 13.0 Max 13.0 Max 13.0 Max 13.0 Max 12.2 Gap 125 #197 150 496 0 0 0 0.83 EBT EBR WBL WBT WBR NBL .NBT 4 4 3 8 8 2 2 6.0 12.0 20.0 22.2% 14.0 4.0 2.0 0.0 6.0 Lag Yes 3.0 None 21.8 0.24 0.51 35.0 0.1 35.1 D 43.6 D 14.1 Max 15.8 Max 17.0 Max 31.0 Hold 30.9 Hold 97 4238 204 451 14 0 0 0.53 6.0 12.0 20.0 22.2% 14.0 4.0 2.0 0.0 6.0 Lag Yes 3.0 None 21.8 0.24 0.21 11.2 0.0 11.2 B 14.1 Max 15.8 Max 17.0 Max 31.0 Hold 30.9 Hold 0 27 456 0 0 0 0.21 150 216 0 0 0 0.24 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0 Referenced to phase 2:NBTL and 6:SBTL, Start of Green 4 6.0 6.0 12.0 12.0 17.0 18.0 18.9% 20.0% 11.0 12.0 4.0 4.0 2.0 2.0 0.0 0.0 6.0 6.0 Lead Lag Yes Yes 3.0 3.0 None None 8.2 12.1 0.09 0.13 0.32 0.87 43.0 58.9 0.0 0.0 43.0 58.9 D E 52.7 D 10.9 12.0 Gap Max 9.2 12.0 Gap Max 8.0 12.0 Gap Max 0.0 12.0 Skip Max 0.0 12.7 Skip Gap 28 124 62 #207 254 477 0 0 0 0.87 I 6.0 12.0 18.0 20.0% 12.0 4.0 2.0 0.0 6.0 Lag Yes 3.0 None 12.1 0.13 0.20 12.5 0.0 12.5 B 12.0 Max 12.0 Max 12.0 Max 12.0 Max 12.7 Gap 0 32 150 258 0 0 0 0.20 6.0 12.0 53.0 58.9% 47.0 4.0 2.0 0.0 6.0 3.0 C -Max 47.0 0.52 0.58 21.3 0.0 21.3 C 47.0 Coord 47.0 Coord 47.0 Coord 47.0 Coord 47.1 Coord 92 174 300 433 0 0 0 0.58 2010 Background Conditions PM Peak Hour_wl improvements 6.0 12.0 53.0 58.9% 47.0 4.0 2.0 0.0 6.0 3.0 C -Max 47.0 0.52 0.90 34.6 0.0 34.6 C 30.9 C 47.0 Coord 47.0 Coord 47.0 Coord 47.0 Coord 47.1 Coord 407 #670 4240 927 0 0 0 0.90 4 NBR SBL 2 6 6.0 12.0 53.0 58.9% 47.0 4.0 2.0 0.0 6.0 3.0 C -Max 47.0 0.52 0.03 5.9 0.0 5.9 A 47.0 Coord 47.0 Coord 47.0 Coord 47.0 Coord 47.1 Coord 2 15 150 836 0 0 0 0.03 6.0 12.0 53.0 58.9% 47.0 4.0 2.0 0.0 6.0 3.0 C -Max 47.0 0.52 0.33 25.2 0.0 25.2 C 47.0 Coord 47.0 Coord 47.0 Coord 47.0 Coord 47.1 Coord 9 36 150 88 0 0 0 0.33 SBT SBR 6 6 6.0 12.0 53.0 58.9% 47.0 4.0 2.0 0.0 6.0 3.0 C -Max 47.0 0.52 0.43 15.1 0.0 15.1 B 11.8 B 47.0 Coord 47.0 Coord 47.0 Coord 47.0 Coord 47.1 Coord 132 203 459 927 0 0 0 0.43 4, 6.0 12.0 53.0 58.9% 47.0 4.0 2.0 0.0 6.0 3.0 C -Max 47.0 0.52 0.20 2.3 0.0 2.3 A 47.0 Coord 47.0 Coord 47.0 Coord 47.0 Coord 47.1 Coord 0 30 180 914 0 0 0 0.20 Synchro 7 Report Page 9 t 02 03 04 53s 1 1 17s 1 1 20s 1 ilr 06 07 08 4--- 53s 1 1 .19s 1 1 18s 1 1 -81 Distribution Center 14: Route 11 Natural Cycle: 80 Control Type: Actuated- Coordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 33.9 Intersection Capacity Utilization 85.6% Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 14: Route 11 2/22/2008 PHR +A Intersection LOS: C ICU Level of Service E 2010 Background Conditions PM Peak Hour_w/ improvements Synchro 7 Report Page 10 2/2212008 PHR +A 1 -81 Distribution Center 2010 Background Conditions 17: Rest Church Road SB Off Ramp PM Peak Hour_w! improvements 4, Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 j" 11 4 r Volume (vph) 0 308 155 331 291 0 0 0 0 156 0 133 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 150 150 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 2911 1129 1770 3059 0 0 0 0 0 1770 1129 Flt Permitted 0.452 0.950 Satd. Flow (perm) 0 2911 1129 842 3059 0 0 0 0 0 1770 1129 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 172 148 Link Speed (mph) 30 30 30 30 Link Distance (ft) 927 724 541 527 Travel Time (s) 21.1 16.5 12.3 12.0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 2% 24% 43% 2% 18% 2% 2% 2% 2% 2% 2% 43% Adj. Flow (vph) 0 342 172 368 323 0 0 0 0 173 0 148 Shared Lane Traffic Lane Group Flow (vph) 0 342 172 368 323 0 0 0 0 0 173 148 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 1 2 1 2 1 Detector Template Thru Right Left Thru Left Thru Right Leading Detector (ft) 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 6 20 Detector 1 Type CI +Ex CI +Ex Cl +Ex Cl+Ex CI +Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm pm +pt Perm Perm Protected Phases 2 1 6 4 Permitted Phases 2 6 4 4 Synchro 7 Report Page 11 2/22/2008 PHR +A 1 -81 Distribution Center 2010 Background Conditions 17: Rest Church Road SB Off Ramp PM Peak Hour_w/ improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 2 2 1 6 4 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 0.0 27.0 27.0 32.0 59.0 0.0 0.0 0.0 0.0 31.0 31.0 31.0 Total Split 0.0% 30.0% 30.0% 35.6% 65.6% 0.0% 0.0% 0.0% 0.0% 34.4% 34.4% 34.4% Maximum Green (s) 21.0 21.0 26.0 53.0 25.0 25.0 25.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 4.0 6.0 6.0 6.0 Lead /Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C -Max C -Max None C -Max Max Max Max Act Effct Green (s) 31.6 31.6 53.0 53.0 25.0 25.0 Actuated g/C Ratio 0.35 0.35 0.59 0.59 0.28 0.28 v/c Ratio 0.33 0.34 0.56 0.18 0.35 0.35 Control Delay 23.7 6.0 25.6 10.5 28.5 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.7 6.0 25.6 10.5 28.5 7.1 LOS C A C B C A Approach Delay 17.8 18.5 18.7 Approach LOS B B B 90th %ile Green (s) 26.0 26.0 21.0 53.0 25.0 25.0 25.0 90th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 70th %ile Green (s) 29.6 29.6 17.4 53.0 25.0 25.0 25.0 70th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 50th %ile Green (s) 31.8 31.8 15.2 53.0 25.0 25.0 25.0 50th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 30th %ile Green (s) 33.9 33.9 13.1 53.0 25.0 25.0 25.0 30th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 10th %ile Green (s) 36.5 36.5 10.5 53.0 25.0 25.0 25.0 10th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR Queue Length 50th (ft) 74 0 138 43 79 0 Queue Length 95th (ft) 122 47 261 82 136 45 Internal Link Dist (ft) 847 644 461 447 Turn Bay Length (ft) 150 150 Base Capacity (vph) 1021 507 764 1801 492 421 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.34 0.48 0.18 0.35 0.35 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 63 (70 Referenced to phase 2:EBT and 6:WBTL, Start of Green Synchro 7 Report Page 12 c 01 02 1' a4 32s 1 l 27s 1 1. 31 s 1 4 06 59 s 1 1 -81 Distribution Center 17: Rest Church Road SB Off Ramp Natural Cycle: 50 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.56 Intersection Signal Delay: 18.3 Intersection Capacity Utilization 51.6% Analysis Period (min) 15 Splits and Phases: 17: Rest Church Road SB Off Ramp 2/22/2008 PHR +A Intersection LOS: B ICU Level of Service A 2010 Background Conditions PM Peak Hour_w/ improvements Synchro 7 Report Page 13 20: NB Off Ramp 2/22/2008 PHR +A 1 -81 Distribution Center 2010 Background Conditions PM Peak Hour_w/ improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1/ I tt tt r 4 if Volume (vph) 148 316 0 0 489 274 132 0 348 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 150 0 0 0 0 Storage Lanes 1 0 0 1 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1262 3539 0 0 3539 1583 0 1262 1583 0 0 0 Flt Permitted 0.315 0.950 Satd. Flow (perm) 419 3539 0 0 3539 1583 0 1262 1583 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 304 387 Link Speed (mph) 30 30 30 30 Link Distance (ft) 724 284 615 464 Travel Time (s) 16.5 6.5 14.0 10.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 43% 2% 2% 2% 2% 2% 43% 2% 2% 2% 2% 2% Adj. Flow (vph) 164 351 0 0 543 304 147 0 387 0 0 0 Shared Lane Traffic Lane Group Flow (vph) 164 351 0 0 543 304 0 147 387 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 1 2 1 Detector Template Left Thru Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 6 20 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Cl +Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm +pt Perm Perm Perm Protected Phases 5 2 6 8 Permitted Phases 2 6 8 8 Synchro 7 Report Page 14 20: NB Off Ramp 2/22/2008 PHR +A 1 -81 Distribution Center 2010 Background Conditions Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 58 (64 Referenced to phase 2:EBTL and 6:WBT, Start of Green PM Peak Hour_w/ improvements t 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 6 6 8 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 23.0 55.0 0.0 0.0 32.0 32.0 35.0 35.0 35.0 0.0 0.0 0.0 Total Split 25.6% 61.1 0.0% 0.0% 35.6% 35.6% 38.9% 38.9% 38.9% 0.0% 0.0% 0.0% Maximum Green (s) 17.0 49.0 26.0 26.0 29.0 29.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C -Max C -Max C -Max Max Max Max Act Effct Green (s) 49.0 49.0 31.2 31.2 29.0 29.0 Actuated g1C Ratio 0.54 0.54 0.35 0.35 0.32 0.32 v/c Ratio 0.48 0.18 0.44 0.41 0.36 0.50 Control Delay 26.4 10.9 30.2 11.1 26.6 5.0 Queue Delay 0.0 0.0 0.8 0.4 0.0 0.0 Total Delay 26.4 11.0 31.0 11.5 26.6 5.0 LOS C B C B C A Approach Delay 15.9 24.0 11.0 Approach LOS B C B 90th %ile Green (s) 16.5 49.0 26.5 26.5 29.0 29.0 29.0 90th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 70th %ile Green (s) 13.5 49.0 29.5 29.5 29.0 29.0 29.0 70th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 50th %ile Green (s) 11.6 49.0 31.4 31.4 29.0 29.0 29.0 50th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 30th %ile Green (s) 9.8 49.0 33.2 33.2 29.0 29.0 29.0 30th %Ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 10th %ile Green (s) 7.5 49.0 35.5 35.5 29.0 29.0 29.0 10th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR Queue Length 50th (ft) 56 49 121 25 64 0 Queue Length 95th (ft) 139 91 m162 m61 117 62 Internal Link Dist (ft) 644 204 535 384 Turn Bay Length (ft) 150 150 Base Capacity (vph) 387 1927 1228 748 407 772 Starvation Cap Reductn 0 0 386 143 0 0 Spillback Cap Reductn 0 42 0 0 0 4 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.42 0.19 0.64 0.50 0.36 0.50 Synchro 7 Report Page 15 1 -81 Distribution Center 20: NB Off Ramp Natural Cycle: 45 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.50 Intersection Signal Delay: 18.1 Intersection Capacity Utilization 51.6% Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 20: NB Off Ramp 2/22/2008 PHR +A Intersection LOS: B ICU Level of Service A 2010 Background Conditions PM Peak Hour_w/ improvements Synchro 7 Report Page 16 f 00 02 55 s 1 f 05 06 23s 1 I 32s J 1 35s 1 1 1 -81 Distribution Center 20: NB Off Ramp Natural Cycle: 45 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.50 Intersection Signal Delay: 18.1 Intersection Capacity Utilization 51.6% Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 20: NB Off Ramp 2/22/2008 PHR +A Intersection LOS: B ICU Level of Service A 2010 Background Conditions PM Peak Hour_w/ improvements Synchro 7 Report Page 16 1 -81 Distribution Center 2010 Build -out Conditions 5: Hopewell Road AM Peak Hour i" t t` 4, 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4+ Ti, .1 "Fi Volume (vph) 194 64 171 64 46 74 153 416 62 13 657 183 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 0 150 150 0 150 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.946 0.946 0.981 0.967 Flt Protected 0.978 0.983 0.950 0.950 Satd. Flow (prot) 0 1629 0 0 1628 0 1687 1742 0 1687 1717 0 Flt Permitted 0.978 0.983 0.950 0.950 Satd. Flow (perm) 0 1629 0 0 1628 0 1687 1742 0 1687 1717 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1057 2114 861 8898 Travel Time (s) 24.0 48.0 19.6 202.2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 7% 13% 7% 7% 13% 7% 7% 7% 7% 7% 7% 7% Adj. Flow (vph) 216 71 190 71 51 82 170 462 69 14 730 203 Shared Lane Traffic Lane Group Flow (vph) 0 477 0 0 204 0 170 531 0 14 933 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 95.4% ICU Level of Service F Analysis Period (min) 15 2/22/2008 PHR +A Synchro 7 Report Page 1 1 -81 Distribution Center 2010 Build -out Conditions 8: SB ON Ramp AM Peak Hour c 4 t 4 P 1 d Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'fin 4 Volume (vph) 0 77 33 133 83 0 0 0 0 152 0 20 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.959 0.984 Flt Protected 0.970 0.958 Satd. Flow (prot) 0 1703 0 0 1674 0 0 0 0 0 1599 0 Flt Permitted 0.970 0.958 Satd. Flow (perm) 0 1703 0 0 1674 0 0 0 0 0 1599 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1449 670 714 736 Travel Time (s) 32.9 15.2 16.2 16.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 7% 7% 7% 12% 7% 7% 7% 7% 7% 12% 7% 12% Adj. Flow (vph) 0 86 37 148 92 0 0 0 0 169 0 22 Shared Lane Traffic Lane Group Flow (vph) 0 123 0 0 240 0 0 0 0 0 191 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 34.7% Analysis Period (min) 15 2/2212008 PHR +A ICU Level of Service A Synchro 7 Report Page 2 1 -81 Distribution Center 2010 Build -out Conditions 10: Hopewell Road NB Off Ramp AM Peak Hour c t p 1 d Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 1 4 Volume (vph) 22 207 0 0 188 187 28 0 215 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.933 0.880 Flt Protected 0.995 0.994 Satd. Flow (prot) 0 1759 0 0 1657 0 0 1484 0 0 0 0 Flt Permitted 0.995 0.994 Satd. Flow (perm) 0 1759 0 0 1657 0 0 1484 0 0 0 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 670 1057 730 697 Travel Time (s) 15.2 24.0 16.6 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 12% 7% 7% 7% 7% 7% 12% 7% 12% 7% 7% 7% Adj. Flow (vph) 24 230 0 0 209 208 31 0 239 0 0 0 Shared Lane Traffic Lane Group Flow (vph) 0 254 0 0 417 0 0 270 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 50.7% Analysis Period (min) 15 2/22/2008 PHR +A ICU Level of Service A Synchro 7 Report Page 3 1 -81 Distribution Center 2010 Build -out Conditions 14: Route 11 AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR: SBL SBT SBR Lane Configurations WI r +I r r r Volume (vph) 154 268 401 10 80 10 139 215 33 33 577 278 Ideal Flow (vphpi) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 150 300 150 150 180 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 0.97 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 1770 3539 1583 1770 1776 1583 1770 1776 1583 Flt Permitted 0.950 0.950 0.261 0.602 Satd. Flow (perm) 3433 1863 1583 1770 3539 1583 486 1776 1583 1121 1776 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 440 11 37 279 Link Speed (mph) 30 30 30 30 Link Distance (ft) 284 334 3060 537 Travel Time (s) 6.5 7.6 69.5 12.2 Peak Hour Factor 0.90 0,90 0.90 0.90 0.90 0.90 0,90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2% Adj. Flow (vph) 171 298 446 11 89 11 154 239 37 37 641 309 Shared Lane Traffic Lane Group Flow (vph) 171 298 446 11 89 11 154 239 37 37 641 309 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type CI +Ex CI +Ex Cl+Ex CI +Ex Cl+Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Cl+Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex Cl+Ex CI +Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot Perm Perm Perm Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 2 6 6 2/22/2008 Synchro 7 Report PHR +A Page 4 2/22/2008 PHR +A 1 -81 Distribution Center 2010 Build -out Conditions 14: Route 11 AM Peak Hour T 1 4' Lane Group Detector Phase EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 7 4 4 3 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 6.0 Minimum Split (s) 12.0 Total Split (s) 45.0 Total Split 50.0% Maximum Green (s) 39.0 Yellow Time (s) 4.0 All -Red Time (s) 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C -Max C -Max C -Max C -Max C -Max C -Max Act Effct Green (s) 12.6 23.6 23.6 6.4 10.1 10.1 51.7 51.7 51.7 51.7 51.7 51.7 Actuated g/C Ratio 0.14 0.26 0.26 0.07 0.11 0.11 0.57 0.57 0.57 0.57 0.57 0.57 v/c Ratio 0.36 0.61 0.60 0.09 0.22 0.06 0.55 0.23 0.04 0.06 0.63 0.30 Control Delay 28.2 34.5 9.3 40.4 35.9 16.8 23.0 9.8 3.6 11.3 18.4 3.2 Queue Delay 0.0 3.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.2 37.5 9.8 40.4 35.9 16.8 23.0 9.8 3.6 11.3 18.4 3.2 LOS C D A D D B C A A B B A Approach Delay 22.3 34.5 14.0 13.4 Approach LOS C C B B 90th %ile Green (s) 12.5 25.7 25.7 7.3 20.5 20.5 39.0 39.0 39.0 39.0 39.0 39.0 90th %ile Term Code Gap Max Max Gap Hold Hold Coord Coord Coord Coord Coord Coord 70th %ile Green (s) 10.9 25.2 25.2 0.0 8.3 8.3 52.8 52.8 52.8 52.8 52.8 52.8 70th %ile Term Code Gap Hold Hold Skip Gap Gap Coord Coord Coord Coord Coord Coord 50th %ile Green (s) 9.8 23.4 23.4 0.0 7.6 7.6 54.6 54.6 54.6 54.6 54.6 54.6 50th %ile Term Code Gap Hold Hold Skip Gap Gap Coord Coord Coord Coord Coord Coord 30th %Ile Green (s) 8.7 22.7 22.7 0.0 8.0 8.0 55.3 55.3 55.3 55.3 55.3 55.3 30th %ile Term Code Gap Gap Gap Skip Hold Hold Coord Coord Coord Coord Coord Coord 10th %ile Green (s) 21.1 21.1 21.1 0.0 0.0 0.0 56.9 56.9 56.9 56.9 56.9 56.9 10th %ile Term Code Hold Gap Gap Skip Skip Skip Coord Coord Coord Coord Coord Coord Queue Length 50th (ft) 30 175 0 6 25 0 51 62 1 8 205 6 Queue Length 95th (ft) 57 243 146 22 41 14 #181 110 11 31 #513 57 Internal Link Dist (ft) 204 254 2980 457 Turn Bay Length (ft) 150 150 150 300 150 150 180 Base Capacity(vph) 802 489 740 374 539 251 279 1021 925 644 1021 1028 Starvation Cap Reductn 0 106 69 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.78 0.66 0.03 0.17 0.04 0.55 0.23 0.04 0.06 0.63 0.30 6.0 12.0 27.0 30.0% 21.0 4.0 2.0 6.0 12.0 20.0 22.2% 14.0 4.0 2.0 6.0 12.0 20.0 22.2% 14.0 4.0 2.0 6.0 12.0 25.0 27.8% 19.0 4.0 2.0 6.0 12.0 18.0 20.0% 12.0 4.0 2.0 6.0 12.0 18.0 20.0% 12.0 4.0 2.0 6.0 6.0 12.0 12.0 45.0 45.0 50.0% 50.0% 39.0 39.0 4.0 4.0 2.0 2.0 6.0 12.0 45.0 50.0% 39.0 4.0 2.0 6.0 12.0 45.0 50.0% 39.0 4.0 2.0 6.0 12.0 45.0 50.0% 39.0 4.0 2.0 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0 Referenced to phase 2:NBTL and 6:SBTL, Start of Green Synchro 7 Report Page 5 t 02 03 04 45s 1 I's 25's 1 IN. 20 s 06 f 07 08 4— 45s I I 27s 1 1"`x.78 s 1 -81 Distribution Center Splits and Phases: 14: Route 11 2/22/2008 PHR +A 14: Route 11 AM Peak Hour Natural Cycle: 70 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.63 Intersection Signal Delay: 17.8 Intersection Capacity Utilization 75.2% Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Intersection LOS: B ICU Level of Service D 2010 Build -out Conditions Synchro 7 Report Page 6 1 -81 Distribution Center 2010 Build -out Conditions 17: Rest Church Road SB Off Ramp AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r 14 4 ff Volume (vph) 0 216 189 294 185 0 0 0 0 350 0 98 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 150 150 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 2911 1129 1770 3059 0 0 0 0 0 1770 1129 Flt Permitted 0.492 0.950 Satd. Flow (perm) 0 2911 1129 916 3059 0 0 0 0 0 1770 1129 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 210 109 Link Speed (mph) 30 30 30 30 Link Distance (ft) 927 724 541 527 Travel Time (s) 21.1 16.5 12.3 12.0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 2% 24% 43% 2% 18% 2% 2% 2% 2% 2% 2% 43% Adj. Flow (vph) 0 240 210 327 206 0 0 0 0 389 0 109 Shared Lane Traffic Lane Group Flow (vph) 0 240 210 327 206 0 0 0 0 0 389 109 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 1 2 1 2 1 Detector Template Thru Right Left Thru Left Thru Right Leading Detector (ft) 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Positicn(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 6 20 Detector 1 Type Ct +Ex Ct +Ex CI +Ex Ct +Ex Ct +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm pm +pt Perm Perm Protected Phases 2 1 6 4 Permitted Phases 2 6 4 4 2/22/2008 PHR +A Synchro 7 Report Page 7 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 63 (70 Referenced to phase 2:EBT and 6:WBTL, Start of Green 1 -81 Distribution Center 17: Rest Church Road SB Off Ramp 2/22/2008 PHR +A 4 2010 Build -out Conditions AM Peak Hour Lane Group Detector Phase EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBF 2 2 1 6 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 0.0 22.0 22.0 32.0 54.0 0.0 0.0 0.0 0.0 36.0 36.0 36.0 Total Split 0.0% 24.4% 24.4 °!0 35.6% 60.0% 0.0% 0.0% 0.0% 0.0% 40.0% 40.0% 40.0% Maximum Green (s) 16.0 16.0 26.0 48.0 30.0 30.0 30.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 4.0 6.0 6.0 6.0 Lead /Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C -Max C -Max None C -Max Max Max Max Act Effct Green (s) 26.8 26.8 48.0 48.0 30.0 30.0 Actuated gfC Ratio 0.30 0.30 0.53 0.53 0.33 0.33 v/c Ratio 0.28 0.43 0.52 0.13 0.66 0.24 Control Delay 26.4 7.3 24.3 10.5 32.0 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.4 7.3 24.3 10.5 32.0 6.0 LOS C A CB C A Approach Delay 17.5 19.0 26.3 Approach LOS B B C 90th %ile Green (s) 21.2 21.2 20.8 48.0 30.0 30.0 30.0 90th %Ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 70th %Ile Green (s) 24.8 24.8 17.2 48.0 30.0 30.0 30.0 70th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 50th %ile Green (s) 27.0 27.0 15.0 48.0 30.0 30.0 30.0 50th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 30th %ile Green (s) 29.1 29.1 12.9 48.0 30.0 30.0 30.0 30th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 10th %ile Green (s) 31.8 31.8 10.2 48.0 30.0 30.0 30.0 10th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR Queue Length 50th (ft) 54 0 116 32 187 0 Queue Length 95th (ft) 94 58 227 42 287 35 Internal Link Dist (ft) 847 644 461 447 Turn Bay Length (ft) 150 150 Base Capacity (vph) 866 483 735 1631 590 449 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.28 0.43 0.44 0.13 0.66 0.24 Synchro 7 Report Page 8 01 —111 02 T 04 32s I G 22s 1 1 .B6s I m6 4-- 54 s 1 I' 1 -81 Distribution Center 17: Rest Church Road SB Off Ramp Natural Cycle: 55 Control Type: Actuated- Coordinated Maximum v/c Ratio: 0.66 Intersection Signal Delay: 21.0 Intersection Capacity Utilization 59.0% Analysis Period (min) 15 Splits and Phases: 17: Rest Church Road SB Off Ramp 2/22/2008 PHR +A Intersection LOS: C ICU Level of Service B 2010 Build -out Conditions AM Peak Hour Synchro 7 Report Page 9 20: NB Off Ramp 2/2212008 PHR +A 1 -81 Distribution Center 2010 Build -out Conditions AM Peak Hour Ifr 41- k. 4\ t P \40. 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r 4 r Volume (vph) 84 482 0 0 339 159 140 0 341 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 150 0 0 0 0 Storage Lanes 1 0 0 1 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1262 3539 0 0 3539 1583 0 1262 1583 0 0 0 Flt Permitted 0.442 0.950 Satd. Flow (perm) 587 3539 0 0 3539 1583 0 1262 1583 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. How (RTOR) 177 304 Link Speed (mph) 30 30 30 30 Link Distance (ft) 724 284 615 464 Travel Time (s) 16.5 6.5 14.0 10.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 43% 2% 2% 2% 2% 2% 43% 2% 2% 2% 2% 2% Adj. Flow (vph) 93 536 0 0 377 177 156 0 379 0 0 0 Shared Lane Traffic Lane Group Flow (vph) 93 536 0 0 377 177 0 156 379 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 1 2 1 Detector Template Left Thru Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 6 20 Detector 1 Type CI +Ex Cl+Ex Cl+Ex CI +Ex CI +Ex CI +Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Ct +Ex Cl+Ex C1 +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm +pt Perm Perm Perm Protected Phases 5 2 6 8 Permitted Phases 2 6 8 8 Synchro 7 Report Page 10 1 -81 Distribution Center 2010 Build -out Conditions 20: NB Off Ramp AM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 6 6 8 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 23.0 55.0 0.0 0.0 32.0 32.0 35.0 35.0 35.0 0.0 0.0 0.0 Total Split 25.6% 61.1% 0.0% 0.0% 35.6% 35.6% 38.9% 38.9% 38.9% 0.0% 0.0% 0.0% Maximum Green (s) 17.0 49.0 26.0 26.0 29.0 29.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C -Max C -Max C -Max Max Max Max Act Effct Green (s) 49.0 49.0 36.6 36.6 29.0 29.0 Actuated g/C Ratio 0.54 0.54 0.41 0.41 0.32 0.32 v/c Ratio 0.24 0.28 0.26 0.24 0.38 0.53 Control Delay 12.2 12.9 21.8 7.1 27.0 8.6 Queue Delay 0.0 0.0 0.0 0.3 0.0 0.0 Total Delay 12.2 12.9 21.8 7.4 27.0 8.6 LOS B B C A C A Approach Delay 12.8 17.2 14.0 Approach LOS B B B 90th %ile Green (s) 11.9 49.0 31.1 31.1 29.0 29.0 29.0 90th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 70th %ile Green (s) 10.0 49.0 33.0 33.0 29.0 29.0 29.0 70th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 50th %ile Green (s) 8.7 49.0 34.3 34.3 29.0 29.0 29.0 50th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 30th %ile Green (s) 7.5 49.0 35.5 35.5 29.0 29.0 29.0 30th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 10th %ile Green (s) 0.0 49.0 49.0 49.0 29.0 29.0 29.0 10th %ile Term Code Skip Coord Coord Coord MaxR MaxR MaxR Queue Length 501h (ft) 36 113 73 5 68 30 Queue Length 95th (ft) m56 153 127 66 123 107 Internal Link Dist (ft) 644 204 535 Turn Bay Length (ft) 150 150 Base Capacity (vph) 447 1927 1439 749 407 716 Starvation Cap Reductn 0 0 0 209 0 0 Spillback Cap Reductn 0 103 0 0 0 8 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.29 0.26 0.33 0.38 0.54 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 58 (64 Referenced to phase 2:EBTL and 6:WBT, Start of Green 2/22/2008 PHR+A 384 Synchro 7 Report Page 11 1 -81 Distribution Center 20: NB Off Ramp Natural Cycle: 45 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay: 14.6 Intersection Capacity Utilization 59.0% Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 20: NB Off Ramp 2/22/2008 PHR +A Intersection LOS: B ICU Level of Service B 2010 Build -out Conditions AM Peak Hour Synchro 7 Report Page 12 08 'i` 02 55 s 1 J 05 06 4 23s 1 1 32s I I 35s I 1 -81 Distribution Center 20: NB Off Ramp Natural Cycle: 45 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay: 14.6 Intersection Capacity Utilization 59.0% Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 20: NB Off Ramp 2/22/2008 PHR +A Intersection LOS: B ICU Level of Service B 2010 Build -out Conditions AM Peak Hour Synchro 7 Report Page 12 1 -81 Distribution Center 2010 Build -out Conditions 22: Site Drive #1 AM Peak Hour Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations ri I Volume (vph) 0 9 0 544 927 57 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 0 Storage Lanes 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 0.992 Flt Protected Satd. Flow (prot) 0 1611 0 1863 1848 0 Flt Permitted Satd. Flow (perm) 0 1611 0 1863 1848 0 Link Speed (mph) 30 30 30 Link Distance (ft) 569 1260 3060 Travel Time (s) 12.9 28.6 69.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 0 10 0 604 1030 63 Shared Lane Traffic Lane Group Flow (vph) 0 10 0 604 1093 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Tum Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 62.2% Analysis Period (min) 15 2/22/2008 PHR +A ICU Level of Service B Synchro 7 Report Page 13 1 -81 Distribution Center 2010 Build -out Conditions 24: Site Drive #2 AM Peak Hour Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations V' 1/ 1 t Ti Volume (vph) 44 9 85 500 794 142 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.977 0.979 FR Protected 0.960 0.950 Satd. Flow (prot) 1747 0 1770 1863 1824 0 Flt Permitted 0.960 0.214 Satd. Flow (perm) 1747 0 399 1863 1824 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 9 34 Link Speed (mph) 30 30 30 Link Distance (ft) 686 8898 1260 Travel Time (s) 15.6 202.2 28.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 49 10 94 556 882 158 Shared Lane Traffic Lane Group Flow (vph) 59 0 94 556 1040 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 2 Detector Template Left Left Thru Leading Detector (ft) 20 20 100 Trailing Detector (ft) 0 0 0 Detector 1 Position(ft) 0 0 0 Detector 1 Size(ft) 20 20 6 Detector 1 Type Detector 1 Channel Detector 1 Extend (s) 0.0 Detector 1 Queue (s) 0.0 Detector 1 Delay (s) 0.0 Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases 4 Permitted Phases Detector Phase 4 2/22/2008 PHR +A I 0.0 0.0 0.0 0.0 0.0 0.0 94 6 CI +Ex 2 2 2 2 2 Thru 100 0 0 6 CI +Ex CI +Ex CI +Ex CI +Ex 0.0 0.0 0.0 94 6 Cl+Ex Perm 0.0 0.0 6 6 Synchro 7 Report Page 14 1 1 -81 Distribution Center 2010 Build -out Conditions 24: Site Drive #2 AM Peak Hour 2/22/2008 PHR +A Lane Group Switch Phase EBL EBR NBL NBT SBT SBR Minimum Initial (s) 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 Total Split (s) 13.0 0.0 77.0 77.0 77.0 0.0 Total Split 14.4% 0.0% 85.6% 85.6% 85.6% 0.0% Maximum Green (s) 7.0 71.0 71.0 71.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 4.0 6.0 6.0 6.0 4.0 Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C -Min C -Min C -Min Act Effct Green (s) 7.4 74.2 74.2 74.2 Actuated g/C Ratio 0.08 0.82 0.82 0.82 v/c Ratio 0.39 0.29 0.36 0.69 Control Delay 41.9 5.3 3.5 5.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 41.9 5.3 3.5 5.9 LOS D A A A Approach Delay 41.9 3.8 5.9 Approach LOS D A A 90th %ile Green (s) 7.0 71.0 71.0 71.0 90th %Ile Term Code Max Coord Coord Coord 70th %ile Green (s) 9.3 68.7 68.7 68.7 70th %ile Term Code Gap Coord Coord Coord 50th %ile Green (s) 8.0 70.0 70.0 70.0 50th %ile Term Code Gap Coord Coord Coord 30th %ile Green (s) 6.7 71.3 71.3 71.3 30th %ile Term Code Gap Coord Coord Coord 10th %ile Green (s) 0.0 84.0 84.0 84.0 10th %ile Term Code Skip Coord Coord Coord Queue Length 50th (ft) 27 12 77 169 Queue Length 95th (ft) 66 29 106 678 Internal Link Dist (ft) 606 8818 1180 Turn Bay Length (ft) 150 Base Capacity (vph) 157 332 1550 1523 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.38 0.28 0.36 0.68 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0 Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 60 Synchro 7 Report Page 15 t o2 m4 7 1 1 13s 1 'i 06 77 s 1 1 1 -81 Distribution Center 24: Site Drive #2 AM Peak Hour Control Type: Actuated Coordinated Maximum vlc Ratio: 0.69 Intersection Signal Delay: 6.3 Intersection Capacity Utilization 75.4% Analysis Period (min) 15 Splits and Phases: 24: Site Drive #2 2/22/2008 PHR +A Intersection LOS: A ICU Level of Service D 2010 Build -out Conditions Synchro 7 Report Page 16 1 -81 Distribution Center 2010 Build -out Conditions 5: Hopewell Road PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 1 1 1. T Volume (vph) 128 49 251 62 55 56 274 842 86 49 498 220 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 0 150 150 0 150 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Utll. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.921 0.956 0.986 0.954 Flt Protected 0.985 0.982 0.950 0.950 Satd. Flow (prot) 0 1601 0 0 1638 0 1687 1751 0 1687 1694 0 Flt Permitted 0.985 0.982 0.950 0.950 Satd. Flow (perm) 0 1601 0 0 1638 0 1687 1751 0 1687 1694 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1057 2114 861 8898 Travel Time (s) 24.0 48.0 19.6 202.2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 7% 13% 7% 7% 13% 7% 7% 7% 7% 7% 7% 7% Adj. Flow (vph) 142 54 279 69 61 62 304 936 96 54 553 244 Shared Lane Traffic Lane Group Flow (vph) 0 475 0 0 192 0 304 1032 0 54 797 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 95.7% Analysis Period (min) 15 2/22/2008 PHR +A ICU Level of Service F Synchro 7 Report Page 1 1 -81 Distribution Center 2010 Build -out Conditions 8: SB ON Ramp PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I+ 4 Volume (vph) 0 63 28 172 139 0 0 0 0 238 0 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.959 0.981 Flt Protected 0.973 0.959 Satd. Flow (prot) 0 1703 0 0 1684 0 0 0 0 0 1596 0 Flt Permitted 0.973 0.959 Satd. Flow (perm) 0 1703 0 0 1684 0 0 0 0 0 1596 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1449 670 714 736 Travel Time (s) 32.9 15.2 16.2 16.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 7% 7% 7% 12% 7% 7% 7% 7% 7% 12% 7% 12% Adj. Flow (vph) 0 70 31 191 154 0 0 0 0 264 0 44 Shared Lane Traffic Lane Group Flow (vph) 0 101 0 0 345 0 0 0 0 0 308 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 45.8% Analysis Period (min) 15 2/22/2008 PHR +A ICU Level of Service A Synchro 7 Report Page 2 Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.6% Analysis Period (min) 15 2122/2008 PHR +A 1 -81 Distribution Center 2010 Build -out Conditions 10: Hopewell Road NB Off Ramp PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 t Volume (vph) 39 262 0 0 268 271 44 0 158 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 0.894 Flt Protected 0.994 0.989 Satd. Flow (prot) 0 1754 0 0 1655 0 0 1500 0 0 0 0 Flt Permitted 0.994 0.989 Satd. Flow (perm) 0 1754 0 0 1655 0 0 1500 0 0 0 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 670 1057 730 697 Travel Time (s) 15.2 24.0 16.6 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 12% 7% 7% 7% 7% 7% 12% 7% 12% 7% 7% 7% Adj. Flow (vph) 43 291 0 0 298 301 49 0 176 0 0 0 Shared Lane Traffic Lane Group Flow (vph) 0 334 0 0 599 0 0 225 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary ICU Level of Service C Synchro 7 Report Page 3 1 -81 Distribution Center 2010 Build -out Conditions 14: Route 11 PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations V 1 r vi tt r r 1 1 T r Volume (vph) 370 208 134 47 375 47 368 777 26 26 367 164 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 150 300 150 150 180 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 0.97 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 1770 3539 1583 1770 1776 1583 1770 1776 1583 Fit Permitted 0.950 0.950 0.442 0.088 Satd. Flow (perm) 3433 1863 1583 1770 3539 1583 823 1776 1583 164 1776 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 149 52 20 182 Link Speed (mph) 30 30 30 30 Link Distance (ft) 284 334 3060 544 Travel Time (s) 6.5 7.6 69.5 12.4 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2% Adj. Flow (vph) 411 231 149 52 417 52 409 863 29 29 408 182 Shared Lane Traffic Lane Group Flow (vph) 411 231 149 52 417 52 409 863 29 29 408 182 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type CI +Ex CI +Ex CI +Ex Cl+Ex CI +Ex CI +Ex Cl+Ex CI +Ex CI +Ex CI +Ex CI +Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex Ct +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot Perm Perm Perm Perm Perm Protected Phases 7 4 3 Permitted Phases 4 8 2 2 6 6 2/22/2008 Synchro 7 Report PHR +A Page 4 1 -81 Distribution Center 2010 Build -out Conditions 14: Route 11 PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 4 3 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 18.0 22.0 22.0 14.0 18.0 18.0 54.0 54.0 54.0 54.0 54.0 54.0 Total Split 20.0% 24.4% 24.4% 15.6% 20.0% 20.0% 60.0% 60.0% 60.0% 60.0% 60.0% 60.0% Maximum Green (s) 12.0 16.0 16.0 8.0 12.0 12.0 48.0 48.0 48.0 48.0 48.0 48.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C -Max C -Max C -Max C -Max C -Max C -Max Act Effct Green (s) 12.0 21.6 21.6 7.4 12.0 12.0 48.0 48.0 48.0 48.0 48.0 48.0 Actuated g/C Ratio 0.13 0.24 0.24 0.08 0.13 0.13 0.53 0.53 0,53 0.53 0.53 0.53 v/c Ratio 0.90 0.52 0.30 0.36 0.88 0.20 0.93 0.91 0.03 0.33 0.43 0.20 Control Delay 62.3 36.2 11.3 46.1 60.3 12.5 40.7 27.4 4.7 25.0 14.5 2.2 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.3 36.2 11.3 46.1 60.3 12.5 40.7 27.4 4.7 25.0 14.5 2.2 LOS E D B D E B D C A C B A Approach Delay 45.1 54.1 31.1 11.4 Approach LOS D D C B 90th %Ile Green (s) 12.0 16.0 16.0 8.0 12.0 12.0 48.0 48.0 48.0 48.0 48.0 48.0 90th %Ile Term Code Max Max Max Max Max Max Coord Coord Coord Coord Coord Coord 70th %Ile Green (s) 12.0 16.0 16.0 8.0 12.0 12.0 48.0 48.0 48.0 48.0 48,0 48.0 70th %ile Term Code Max Max Max Max Max Max Coord Coord Coord Coord Coord Coord 50th %ile Green (s) 12.0 16.0 16.0 8.0 12.0 12.0 48.0 48.0 48.0 48.0 48.0 48.0 50th %ile Term Code Max Max Max Max Max Max Coord Coord Coord Coord Coord Coord 30th %ile Green (s) 12.0 30.0 30.0 0.0 12.0 12.0 48.0 48.0 48.0 48.0 48.0 48.0 30th %ile Term Code Max Hold Hold Skip Max Max Coord Coord Coord Coord Coord Coord 10th %lie Green (s) 12.0 30.0 30.0 0.0 12.0 12.0 48.0 48.0 48.0 48.0 48.0 48.0 10th %ile Term Code Max Hold Hold Skip Max Max Coord Coord Coord Coord Coord Coord Queue Length 50th (ft) 126 104 0 28 124 0 188 369 1 9 132 0 Queue Length 951h (ft) #210 #227 75 64 #207 32 m #345 #684 m3 36 203 29 Internal Link Dist (ft) 204 254 2980 464 Turn Bay Length (ft) 150 150 150 300 150 150 180 Base Capacity (vph) 458 447 493 157 472 256 439 947 854 87 947 929 Starvation Cap Reductn 0 7 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.90 0.53 0.30 0.33 0.88 0.20 0.93 0.91 0.03 0.33 0.43 0.20 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0 Referenced to phase 2:NBTL and 6:SBTL, Start of Green 2/22/2008 PHR +A Synchro 7 Report Page 5 t m2 i m3 o4 54s 1 1 14s 1 1:: 22s 1 t m8 07 o8 4--- 54s 1 I 18s 1 1. 18s 1 I 1 -81 Distribution Center 14: Route 11 PM Peak Hour Natural Cycle: 90 Control Type: Actuated- Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 34.4 Intersection Capacity Utilization 86.8% ICU Level of Service E Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 14: Route 11 2!2212008 PHR +A Intersection LOS: C 2010 Build -out Conditions Synchro 7 Report Page 6 1 -81 Distribution Center 2010 Build -out Conditions 17: Rest Church Road SB Off Ramp PM Peak Hour Turn Type Protected Phases Permitted Phases 2/22/2008 PHR +A 1 4 Perm pm +pt 2 1 2 6 0.0 6 4\ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR _ane Configurations ft r 4 r Volume (vph) 0 308 155 379 291 0 0 0 0 188 0 133 deal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 150 150 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 _ane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 =rt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 2911 1129 1770 3059 0 0 0 0 0 1770 1129 Flt Permitted 0.443 0.950 Satd. Flow (perm) 0 2911 1129 825 3059 0 0 0 0 0 1770 1129 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 172 148 Link Speed (mph) 30 30 30 30 Link Distance (ft) 927 724 541 527 Travel Time (s) 21.1 16.5 12.3 12.0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 2% 24% 43% 2% 18% 2% 2% 2% 2% 2% 2% 43% Adj. Flow (vph) 0 342 172 421 323 0 0 0 0 209 0 148 Shared Lane Traffic Lane Group Flow (vph) 0 342 172 421 323 0 0 0 0 0 209 148 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 1 2 1 2 1 Detector Template Thru Right Left Thru Left Thru Right Leading Detector (ft) 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 6 20 Detector 1 Type C1 +Ex C1 +Ex C1 +Ex Cl +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI +Ex Cl+Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Perm Perm 4 4 4 Synchro 7 Report Page 7 1 1 -81 Distribution Center 2010 Build -out Conditions 17: Rest Church Road SB Off Ramp PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 2 2 1 6 4 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 0.0 27.0 27.0 32.0 59.0 0.0 0.0 0.0 0.0 31.0 31.0 31.0 Total Split 0.0% 30.0% 30.0% 35.6% 65.6% 0.0% 0.0% 0.0% 0.0% 34.4% 34.4% 34.4% Maximum Green (s) 21.0 21.0 26.0 53.0 25.0 25.0 25.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 4.0 6.0 6.0 6.0 Lead /Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C -Max C -Max None C -Max Max Max Max Act Effct Green (s) 29.6 29.6 53.0 53.0 25.0 25.0 Actuated g/C Ratio 0.33 0.33 0.59 0.59 0.28 0.28 vlc Ratio 0.36 0.35 0.63 0.18 0.42 0.35 Control Delay 25.4 6.6 29.7 10.2 29.9 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.4 6.6 29.7 10.2 29.9 7,1 LOS C A C B C A Approach Delay 19.1 21.3 20.4 Approach LOS B C C 90th %ile Green (s) 23.2 23.2 23.8 53.0 25.0 25.0 25.0 90th 'toile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 70th %ile Green (s) 27.4 27.4 19.6 53.0 25.0 25.0 25.0 70th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 50th %ile Green (s) 30.0 30.0 17.0 53.0 25.0 25.0 25.0 50th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 30th %Ile Green (s) 32.3 32.3 14.7 53.0 25.0 25.0 25.0 30th %Ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 10th %ile Green (s) 35.3 35.3 11.7 53.0 25.0 25.0 25.0 10th %Ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR Queue Length 50th (ft) 76 0 174 38 97 0 Queue Length 951h (ft) 127 49 300 86 162 45 Internal Link Dist (ft) 847 644 461 447 Turn Bay Length (ft) 150 150 Base Capacity (vph) 959 487 759 1801 492 421 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.35 0.55 0.18 0.42 0.35 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 63 (70 Referenced to phase 2:EBT and 6:WBTL, Start of Green 2/22/2008 PHR +A Synchro 7 Report Page 8 1 01 —0 "02 ©4 32s 1 1, 27s 1 1 31 s 1 06 4 59 s 1 1 1 -81 Distribution Center 17: Rest Church Road SB Off Ramp Natural Cycle: 55 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.63 Intersection Signal Delay: 20.4 Intersection Capacity Utilization 56.0% Analysis Period (min) 15 Splits and Phases: 17: Rest Church Road SB Off Ramp 2/22/2008 PHR +A Intersection LOS: C ICU Level of Service B 2010 Build -out Conditions PM Peak Hour Synchro 7 Report Page 9 Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type pm +pt Protected Phases 5 2 Permitted Phases 2 2/22/2008 PHR +A 1 -81 Distribution Center 2010 Build -out Conditions 20: NB Off Ramp PM Peak Hour Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations l 4w tt r 4 r Volume (vph) 148 348 0 0 537 370 132 0 364 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 150 0 0 0 0 Storage Lanes 1 0 0 1 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1262 3539 0 0 3539 1583 0 1262 1583 0 0 0 Flt Permitted 0.284 0.950 Satd. Flow (perm) 377 3539 0 0 3539 1583 0 1262 1583 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 411 404 Link Speed (mph) 30 30 30 30 Link Distance (ft) 724 284 615 464 Travel Time (s) 16.5 6.5 14.0 10.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 43% 2% 2% 2% 2% 2% 43% 2% 2% 2% 2% 2% Adj. Flow (vph) 164 387 0 0 597 411 147 0 404 0 0 0 Shared Lane Traffic Lane Group Flow (vph) 164 387 0 0 597 411 0 147 404 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 1 2 1 Detector Template Left Thru Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 6 20 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex 0.0 0.0 0.0 0.0 0.0 0.0 94 6 CI +Ex 0.0 0.0 0.0 94 6 CI +Ex 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 94 6 CI +Ex 0.0 0.0 0.0 0.0 6 Perm Perm 6 8 0.0 8 Perm 8 Synchro 7 Report Page 10 2/22/2008 PHR +A Other 1 -81 Distribution Center 2010 Build -out Conditions 20: NB Off Ramp PM Peak Hour 1 4- Intersection Summary Area Type: Cycle Length: 90 Actuated Cycle Length: 90 Offset: 58 (64 Referenced to phase 2:EBTL and 6:WBT, Start of Green 4 t 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 6 6 8 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12,0 12.0 12.0 12.0 Total Split (s) 23.0 55.0 0.0 0.0 32.0 32.0 35.0 35.0 35.0 0.0 0.0 0.0 Total Split 25.6% 61.1% 0.0% 0.0% 35.6% 35.6% 38.9% 38.9% 38.9% 0.0% 0.0% 0.0% Maximum Green (s) 17.0 49.0 26.0 26.0 29.0 29.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C -Max C -Max C -Max Max Max Max Act Effct Green (s) 49.0 49.0 31.2 31.2 29.0 29.0 Actuated g/C Ratio 0.54 0.54 0.35 0.35 0.32 0.32 v/c Ratio 0.51 0.20 0.49 0.50 0.36 0.52 Control Delay 28.5 12.6 29.9 9.5 26.6 5.1 Queue Delay 0.0 0.0 1.2 0.6 0.0 0.0 Total Delay 28.5 12.6 31.1 10.1 26.6 5.1 LOS C B C B C A Approach Delay 17.3 22.6 10.8 Approach LOS B C B 90th %ile Green (s) 16.5 49.0 26.5 26.5 29.0 29.0 29.0 90th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 70th %ile Green (s) 13.5 49.0 29.5 29.5 29.0 29.0 29.0 70th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 50th %ile Green (s) 11.6 49.0 31.4 31.4 29.0 29.0 29.0 50th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 30th %ile Green (s) 9.8 49.0 33.2 33.2 29.0 29.0 29.0 30th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 10th %ile Green (s) 7.5 49.0 35.5 35.5 29.0 29.0 29.0 10th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR Queue Length 50th (ft) 65 58 143 0 64 0 Queue Length 95th (ft) 149 124 m175 m56 117 62 Internal Link Dist (ft) 644 204 535 Turn Bay Length (ft) 150 150 Base Capacity (vph) 372 1927 1228 817 407 784 Starvation Cap Reductn 0 0 397 141 0 0 Spillback Cap Reductn 0 97 0 0 0 11 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.21 0.72 0.61 0.36 0.52 384 Synchro 7 Report Page 11 Splits and Phases: 20: NB Off Ramp 2/22/2008 PHR +A 1 -81 Distribution Center 20: NB Off Ramp Natural Cycle: 55 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 18.1 Intersection Capacity Utilization 56.0% Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Intersection LOS: B ICU Level of Service B 2010 Build -out Conditions PM Peak Hour Synchro 7 Report Page 12 08 -1 '02 55 s 1 05 m6 23 s I I 32 s 1 1 _35 1 1 Splits and Phases: 20: NB Off Ramp 2/22/2008 PHR +A 1 -81 Distribution Center 20: NB Off Ramp Natural Cycle: 55 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 18.1 Intersection Capacity Utilization 56.0% Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Intersection LOS: B ICU Level of Service B 2010 Build -out Conditions PM Peak Hour Synchro 7 Report Page 12 1 -81 Distribution Center 2010 Build -out Conditions 22: Site Drive #1 PM Peak Hour Lane Group Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 61.7% Analysis Period (min) 15 2/22/2008 PHR +A EBL EBR NBL NBT SBT SBR Lane Configurations r 4 T., Volume (vph) 0 36 0 1109 679 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 0 Storage Lanes 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 0.997 Flt Protected Satd. Flow (prot) 0 1611 0 1863 1857 0 Fit Permitted Satd. Flow (perm) 0 1611 0 1863 1857 0 Link Speed (mph) 30 30 30 Link Distance (ft) 569 1260 3060 Travel Time (s) 12.9 28.6 69.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 0 40 0 1232 754 18 Shared Lane Traffic Lane Group Flow (vph) 0 40 0 1232 772 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary ICU Level of Service B Synchro 7 Report Page 13 1 -81 Distribution Center 2010 Build -out Conditions 24: Site Drive #2 PM Peak Hour Lane Group 2/22/2008 PHR +A 4\ t EBL EBR NBL NBT SBT SBR Lane Configurations V' '1 4 Volume (vph) 168 36 24 941 675 40 ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.976 Flt Protected 0.960 0.950 Satd. Flow (prot) 1745 0 1770 1863 Flt Permitted 0.960 0.268 Satd. Flow (perm) 1745 0 499 1863 1850 Right Turn on Red Yes Satd. Flow (RTOR) 11 6 Link Speed (mph) 30 30 30 Link Distance (ft) 686 8898 1260 Travel Time (s) 15.6 202.2 28.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 187 40 27 1046 750 44 Shared Lane Traffic Lane Group Flow (vph) 227 0 27 1046 794 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (rnph) 15 9 15 9 Number of Detectors 1 1 2 2 Detector Template Left Left Thru Thru Leading Detector (ft) 20 20 100 100 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 20 6 6 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI +Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm Protected Phases 4 2 6 Permitted Phases 2 Detector Phase 4 2 2 6 1.00 1.00 0.993 1850 0 Yes Synchro 7 Report Page 14 1 -81 Distribution Center 2010 Build -out Conditions 24: Site Drive #2 PM Peak Hour Lane Group EBL EBR NBL NBT SBT SBR Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 Total Split (s) 29.0 0.0 61.0 61.0 61.0 0.0 Total Split 32.2% 0.0% 67.8% 67.8% 67.8% 0.0% Maximum Green (s) 23.0 55.0 55.0 55.0 Yellow Time (s) 4,0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 4.0 6.0 6.0 6.0 4.0 LeadiLag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C -Min C -Min C -Min Act Effct Green (s) 16.4 61.6 61.6 61.6 Actuated g/C Ratio 0.18 0.68 0.68 0.68 vlc Ratio 0.70 0.08 0.82 0.63 Control Delay 43.6 6.8 18.7 8.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 43.6 6.8 18.7 8.9 LOS D A B A Approach Delay 43.6 18.4 8.9 Approach LOS D B A 90th %ile Green (s) 22.4 55.6 55.6 55.6 90th %ile Term Code Gap Coord Coord Coord 70th %ile Green (s) 18.9 59.1 59.1 59.1 70th %ile Term Code Gap Coord Coord Coord 50th %ile Green (s) 16.4 61.6 61.6 61.6 50th %Ile Term Code Gap Coord Coord Coord 30th %ile Green (s) 13.9 64,1 64.1 64.1 30th %ile Term Code Gap Coord Coord Coord 10th %ile Green (s) 10.2 67.8 67.8 67.8 10th %ile Term Code Gap Coord Coord Coord Queue Length 50th (ft) 116 5 372 119 Queue Length 95th (ft) 178 17 #799 458 Internal Link Dist (ft) 606 8818 1180 Turn Bay Length (ft) 150 Base Capacity (vph) 454 342 1276 1269 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.50 0.08 0.82 0.63 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0 Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 60 2/22/2008 PHR +A Synchro 7 Report Page 15 I 02 04 61 s 1 1 29 s ir 06 61s I 1 -81 Distribution Center 24: Site Drive #2 PM Peak Hour Control Type: Actuated Coordinated Maximum vlc Ratio: 0.82 Intersection Signal Delay: 17.6 Intersection Capacity Utilization 71.0% Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 24: Site Drive #2 2122/2008 PHR +A Intersection LOS: B ICU Level of Service C 2010 Build -out Conditions Synchro 7 Report Page 16 1 -81 Distribution Center 5: Hopewell Road 2/22/2008 PHR +A 2010 Build -out Conditions AM Peak Hour_w /improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations v i 1 r 4 r T Volume (vph) 194 64 171 64 46 74 153 416 62 13 657 183 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 0 150 150 0 150 0 Storage Lanes 1 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.981 0.967 Flt Protected 0.950 0.972 0.950 0.950 Satd. Flow (prot) 1687 1681 1509 0 1686 1509 1687 1742 0 1687 1717 0 Flt Permitted 0.679 0.780 0.160 0.408 Satd. Flow (perm) 1206 1681 1509 0 1353 1509 284 1742 0 724 1717 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 190 82 17 31 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1057 2114 861 8898 Travel Time (s) 24.0 48.0 19.6 202.2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 7% 13% 7% 7% 13% 7% 7% 7% 7% 7% 7% 7% Adj. Flow (vph) 216 71 190 71 51 82 170 462 69 14 730 203 Shared Lane Traffic Lane Group Flow (vph) 216 71 190 0 122 82 170 531 0 14 933 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(1l) 20 6 20 20 6 20 20 6 20 6 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Cl +Ex CI +Ex Cl+Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 6 Synchro 7 Report Page 1 Intersection Summary Area Type: Cycle Length: 90 Actuated Cycle Length: 82.8 Natural Cycle: 80 2/22/2008 PHR +A Other 1 -81 Distribution Center 2010 Build -out Conditions 5: Hopewell Road AM Peak Hour_w /improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 4 8 8 8 2 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 26.0 26.0 26.0 26.0 26.0 26.0 64.0 64.0 0.0 64.0 64.0 0.0 Total Split 28.9% 28.9% 28.9% 28.9% 28.9% 28.9% 71.1% 71.1% 0.0% 71.1% 71.1% 0.0% Maximum Green (s) 20.0 20.0 20.0 20.0 20.0 20.0 58.0 58.0 58.0 58.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Min Min Min Min Act Effct Green (s) 18.0 18.0 18.0 18.0 18.0 52.4 52.4 52.4 52.4 Actuated g/C Ratio 0.22 0.22 0.22 0.22 0.22 0.63 0.63 0.63 0.63 v/c Ratio 0.82 0.19 0.40 0.41 0.21 0.94 0.48 0.03 0.85 Control Delay 59.2 30.2 7.5 35.0 8.5 75.2 9.5 6.1 21.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.2 30.2 7.5 35.0 8.5 75.2 9.5 6.1 21.1 LOS E C A C A E A A C Approach Delay 34.3 24.4 25.4 20.9 Approach LOS C C C C 90th %ile Green (s) 20.0 20.0 20.0 20.0 20.0 20.0 58.0 58.0 58.0 58.0 90th %ile Term Code Max Max Max Hold Hold Hold Max Max Max Max 70th %ile Green (s) 20.0 20.0 20.0 20.0 20.0 20.0 58.0 58.0 58.0 58.0 70th %ile Term Code Max Max Max Hold Hold Hold Max Max Max Max 50th %ile Green (s) 20.0 20.0 20.0 20.0 20.0 20.0 58.0 58.0 58.0 58.0 50th %ile Term Code Max Max Max Hold Hold Hold Max Max Hold Hold 30th %Ile Green (s) 19.0 19.0 19.0 19.0 19.0 19.0 57.5 57.5 57.5 57.5 30th %ile Term Code Gap Gap Gap Hold Hold Hold Gap Gap Hold Hold 10th %ile Green (s) 11.4 11.4 11.4 11.4 11.4 11.4 32.2 32.2 32.2 32.2 10th %ile Term Code Gap Gap Gap Hold Hold Hold Gap Gap Hold Hold Queue Length 50th (ft) 117 33 0 60 0 77 133 3 355 Queue Length 95th (ft) #237 70 53 112 36 #219 202 9 #587 Internal Link Dist (ft) 977 2034 781 8818 Turn Bay Length (ft) 150 150 150 150 150 Base Capacity (vph) 302 421 520 339 439 204 1255 520 1241 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.72 0.17 0.37 0.36 0.19 0.83 0.42 0.03 0.75 Synchro 7 Report Page 2 t 02 ""II' 04 64s 1 26s 06 4— 08 64s 1 1- 26s 1 1 Splits and Phases: 5: Hopewell Road 2/22/2008 PHR +A 1-81 Distribution Center 5: Hopewell Road Control Type: Actuated Uncoordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 25.3 Intersection LOS: C Intersection Capacity Utilization 86.6% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 90 70th %ile Actuated Cycle: 90 50th %ile Actuated Cycle: 90 30th %ile Actuated Cycle: 88.5 10th %ile Actuated Cycle: 55.6 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 2010 Build -out Conditions AM Peak Hour_w /improvements Synchro 7 Report Page 3 1 -81 Distribution Center 8: SB ON Ramp 2/22/2008 PHR +A 2010 Build -out Conditions AM Peak Hour_w /improvements Lane Group EBL EBT Lane Configurations t Volume (vph) 0 77 Ideal Flow (vphpl) 1900 1900 Lane Util. Factor 1.00 1.00 Frt 0.959 Flt Protected Satd. Flow (prot) 0 1703 Fit Permitted Satd. Flow (perm) Right Turn on Red Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.90 Heavy Vehicles 7% Adj. Flow (vph) 0 Shared Lane Traffic Lane Group Flow (vph) Enter Blocked Intersection Lane Alignment Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm Protected Phases 2 6 Permitted Phases 6 Detector Phase 2 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 4 44 33 133 83 0 0 0 0 152 0 20 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.984 0.970 0.958 0 0 1674 0 0 0 0 0 1599 0 0.741 0.958 0 1279 0 0 0 0 0 1599 0 Yes Yes Yes 0 1703 0 Yes 37 8 30 30 30 30 1449 670 714 736 32.9 15.2 16.2 16.7 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 7% 7% 12% 7% 7% 7% 7% 7% 12% 7% 12% 86 37 148 92 0 0 0 0 169 0 22 0 123 0 0 240 0 0 0 0 0 191 0 No No No No No No No No No No No No Left Left Right Left Left Right Left Left Right Left Left Right 0 0 0 0 0 0 0 0 16 16 16 16 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 15 9 15 9 15 9 15 9 2 1 2 1 2 Thru Left Thru Left Thru 100 20 100 20 100 0 0 0 0 0 0 0 0 0 0 6 20 6 20 6 CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex 0.0 0.0 0.0 0.0 0.0 0.0 94 6 CI +Ex 0.0 Perm 4 4 4 4 6.0 6.0 Synchro 7 Report Page 4 1 -81 Distribution Center 2010 Build -out Conditions 8: SB ON Ramp AM Peak Hour_w /improvements liu ii unary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 35.2 Natural Cycle: 40 Control Type: Actuated Uncoordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay: 12.1 2/22/2008 PHR +A Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 Total Split (s) 0.0 54.0 0.0 54.0 54.0 0.0 0.0 0.0 0.0 36.0 36.0 0.0 Total Split 0.0% 60.0% 0.0% 60.0% 60.0% 0.0% 0.0% 0.0% 0.0% 40.0% 40.0% 0.0% Maximum Green (s) 48.0 48.0 48.0 30.0 30.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 4,0 6.0 6.0 4.0 4.0 4.0 4.0 6.0 6.0 4.0 Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Min Min Act Effct Green (s) 12.4 12.4 10.5 Actuated g/C Ratio 0.35 0.35 0.30 v/c Ratio 0.20 0.53 0.39 Control Delay 6.8 14.0 13.3 Queue Delay 0.0 0.0 0.0 Total Delay 6.8 14.0 13.3 LOS A B B Approach Delay 6.8 14.0 13.3 Approach LOS A 8 B 90th %ile Green (s) 19.1 19.1 19.1 14.0 14.0 90th %Ile Term Code Hold Gap Gap Gap Gap 70th %ile Green (s) 14.4 14.4 14.4 11.0 11.0 70th %ile Term Code Hold Gap Gap Gap Gap 50th %ile Green (s) 11.9 11.9 11.9 9.4 9.4 50th %ile Term Code Hold Gap Gap Gap Gap 30th %ile Green (s) 9.9 9.9 9.9 8.1 8.1 30th %ile Term Code Hold Gap Gap Gap Gap 10th %iie Green (s) 8.0 8.0 8.0 10.3 10.3 10th %ile Term Code Hold Gap Gap Dwell Dwell Queue Length 50th (ft) 10 32 26 Queue Length 95th (ft) 35 87 77 Internal Link Dist (ft) 1369 590 634 656 Turn Bay Length (ft) Base Capacity (vph) 1703 1279 1395 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.07 0.19 0.14 Intersection LOS: B Synchro 7 Report Page 5 1 -81 Distribution Center 8: SB ON Ramp Intersection Capacity Utilization 38.0% Analysis Period (min) 15 90th %ile Actuated Cycle: 45.1 70th %ile Actuated Cycle: 37.4 50th %ile Actuated Cycle: 33.3 30th %ile Actuated Cycle: 30 10th %ile Actuated Cycle: 30.3 Splits and Phases: 8: SB ON Ramp 2/22/2008 PHR +A ICU Level of Service A 2010 Build -out Conditions AM Peak Hour_w /improvements Synchro 7 Report Page 6 02 t o4 —M' 54 s 1 36 s 1 1 aE 54 s 1 I 1 -81 Distribution Center 8: SB ON Ramp Intersection Capacity Utilization 38.0% Analysis Period (min) 15 90th %ile Actuated Cycle: 45.1 70th %ile Actuated Cycle: 37.4 50th %ile Actuated Cycle: 33.3 30th %ile Actuated Cycle: 30 10th %ile Actuated Cycle: 30.3 Splits and Phases: 8: SB ON Ramp 2/22/2008 PHR +A ICU Level of Service A 2010 Build -out Conditions AM Peak Hour_w /improvements Synchro 7 Report Page 6 Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 50.7% Analysis Period (min) 15 2/22/2008 PHR +A 1 -81 Distribution Center 2010 Build -out Conditions 10: Hopewell Road NB Off Ramp AM Peak Hour_w /improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 T Volume (vph) 22 207 0 0 188 187 28 0 215 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.933 0.880 Flt Protected 0.995 0.994 Satd. Flow (prot) 0 1759 0 0 1657 0 0 1484 0 0 0 0 Fit Permitted 0.995 0.994 Satd. Flow (perm) 0 1759 0 0 1657 0 0 1484 0 0 0 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 670 1057 730 697 Travel Time (s) 15.2 24.0 16.6 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 12% 7% 7% 7% 7% 7% 12% 7% 12% 7% 7% 7% Adj. Flow (vph) 24 230 0 0 209 208 31 0 239 0 0 0 Shared Lane Traffic Lane Group Flow (vph) 0 254 0 0 417 0 0 270 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary ICU Level of Service A Synchro 7 Report Page 7 1 -81 Distribution Center 2010 Build -out Conditions 14: Route 11 AM Peak Hour_w /improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vi t r +4 r r ill r Volume (vph) 154 268 401 10 80 10 139 215 33 33 577 278 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 150 300 150 150 180 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 0.97 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 1770 3539 1583 1770 1776 1583 1770 1776 1583 Flt Permitted 0.950 0.950 0.258 0.601 Satd. Flow (perm) 3433 1863 1583 1770 3539 1583 481 1776 1583 1120 1776 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 446 11 37 259 Link Speed (mph) 30 30 30 30 Link Distance (ft) 284 334 3060 533 Travel Time (s) 6.5 7.6 69.5 12.1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2% Adj. Flow (vph) 171 298 446 11 89 11 154 239 37 37 641 309 Shared Lane Traffic Lane Group Flow (vph) 171 298 446 11 89 11 154 239 37 37 641 309 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type Cl+Ex CI +Ex Cl+Ex CI +Ex CI +Ex CI +Ex Cl+Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) Turn Type Protected Phases Permitted Phases 4 2/22/2008 PHR +A 1.00 1.00 8 2 2 Perm 6 6 Synchro 7 Report Page 8 Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0 Referenced to phase 2:NBTL and 6:SBTL, Start of Green 2/22/2008 PHR +A c 4- 1 -81 Distribution Center 2010 Build -out Conditions 14: Route 11 AM Peak Hour_w /improvements 4, Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 7 4 4 3 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 31.0 20.0 20.0 29.0 18.0 18.0 41.0 41.0 41.0 41.0 41.0 41.0 Total Split 34.4% 22.2% 22.2% 32.2% 20.0% 20.0% 45.6% 45.6% 45.6% 45.6% 45.6% 45.6% Maximum Green (s) 25.0 14.0 14.0 23.0 12.0 12.0 35.0 35.0 35.0 35.0 35.0 35.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C -Max C -Max C -Max C -Max C -Max C -Max Act Effct Green (s) 12.6 24.0 24.0 6.4 10.5 10.5 51.3 51.3 51.3 51.3 51.3 51.3 Actuated g/C Ratio 0.14 0.27 0.27 0.07 0.12 0.12 0.57 0.57 0.57 0.57 0.57 0.57 v/c Ratio 0.35 0.60 0.59 0.09 0.22 0.06 0.56 0.24 0.04 0.06 0.63 0.30 Control Delay 26.3 32.5 8.6 40.4 35.2 16.1 23.9 10.1 3.9 11.8 19.1 3.9 Queue Delay 0.0 3.1 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.3 35.6 9.1 40.4 35.2 16.1 23.9 10.1 3.9 11.8 19.1 3.9 LOS C D A D D B C B A B B A Approach Delay 20.9 33.9 14.5 14.1 Approach LOS C C B B 90th %Ile Green (s) 12.6 27.7 27.7 7.3 22.4 22.4 37.0 37.0 37.0 37.0 37.0 37.0 90th %Ile Term Code Gap Gap Gap Gap Hold Hold Coord Coord Coord Coord Coord Coord 70th %ile Green (s) 10.9 25.2 25.2 0.0 8.3 8.3 52.8 52.8 52.8 52.8 52.8 52.8 70th %ile Term Code Gap Hold Hold Skip Gap Gap Coord Coord Coord Coord Coord Coord 50th %ile Green (s) 9.8 23.4 23.4 0.0 7.6 7.6 54.6 54.6 54.6 54.6 54.6 54.6 50th %ile Term Code Gap Hold Hold Skip Gap Gap Coord Coord Coord Coord Coord Coord 30th %ile Green (s) 8.7 22.7 22.7 0.0 8.0 8.0 55.3 55.3 55.3 55.3 55.3 55.3 30th %ile Term Code Gap Gap Gap Skip Hold Hold Coord Coord Coord Coord Coord Coord 10th %ile Green (s) 21.1 21.1 21.1 0.0 0.0 0.0 56.9 56.9 56.9 56.9 56.9 56.9 10th %ile Term Code Hold Gap Gap Skip Skip Skip Coord Coord Coord Coord Coord Coord Queue Length 50th (ft) 30 126 8 6 25 0 51 38 1 8 205 11 Queue Length 95th (ft) 51 254 157 22 39 13 #189 119 13 32 #537 69 Internal Link Dist (ft) 204 254 2980 453 Turn Bay Length (ft) 150 150 150 300 150 150 180 Base Capacity(vph) 954 497 750 452 554 257 274 1013 919 638 1013 1014 Starvation Cap Reductn 0 114 73 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.18 0.78 0.66 0.02 0.16 0.04 0.56 0.24 0.04 0.06 0.63 0.30 Intersection Summary Area Type: Other Synchro 7 Report Page 9 t o2 C 03 04 41 s 1 I 29 s I I. 20 s I 06 07 08 1-- 41 s I 131 s I I 18 s I 1 -81 Distribution Center 14: Route 11 Natural Cycle: 70 Control Type: Actuated Coordinated Maximum v!c Ratio: 0.63 Intersection Signal Delay: 17.6 Intersection Capacity Utilization 75.2% Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 14: Route 11 2/22/2008 PHR +A Intersection LOS: B ICU Level of Service D 2010 Build -out Conditions AM Peak Hour_w /improvements Synchro 7 Report Page 10 1 -81 Distribution Center 2010 Build -out Conditions 17: Rest Church Road SB Off Ramp AM Peak Hour_w /improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tT r 1+ 4 r Volume (vph) 0 216 189 294 185 0 0 0 0 350 0 98 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 150 150 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Utii. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 2911 1129 1770 3059 0 0 0 0 0 1770 1129 Flt Permitted 0.488 0.950 Satd. Flow (perm) 0 2911 1129 909 3059 0 0 0 0 0 1770 1129 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 210 109 Link Speed (mph) 30 30 30 30 Link Distance (ft) 927 724 541 527 Travel Time (s) 21.1 16.5 12.3 12.0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 2% 24% 43% 2% 18% 2% 2% 2% 2% 2% 2% 43% Adj. Flow (vph) 0 240 210 327 206 0 0 0 0 389 0 109 Shared Lane Traffic Lane Group Flow (vph) 0 240 210 327 206 0 0 0 0 0 389 109 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 1 2 1 2 1 Detector Template Thru Right Left Thru Left Thru Right Leading Detector (ft) 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 6 20 Detector 1 Type CI +Ex Ct +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm pm +pt Perm Perm Protected Phases 2 1 6 4 Permitted Phases 2 6 4 4 2/22/2008 PHR +A Synchro 7 Report Page 11 1 -81 Distribution Center Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: Cycle Length: 90 Actuated Cycle Length: 90 Offset: 63 (70 Referenced to phase 2:EBT and 6:WBTL, Start of Green 2/22/2008 PHR +A Other 1 f f 461 2010 Build -out Conditions 17: Rest Church Road SB Off Ramp AM Peak Hour_w /improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 2 2 1 6 4 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 0.0 21.0 21.0 32.0 53.0 0.0 0.0 0.0 0.0 37.0 37.0 37.0 Total Split 0.0% 23.3% 23.3% 35.6% 58.9% 0.0% 0.0% 0.0% 0.0% 41.1% 41.1% 41.1% Maximum Green (s) 15.0 15.0 26.0 47.0 31.0 31.0 31.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 4.0 6.0 6.0 6.0 Lead /Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C -Max C -Max None C -Max Max Max Max Act Effct Green (s) 25.5 25.5 47.0 47.0 31.0 31.0 Actuated g/C Ratio 0.28 0.28 0.52 0.52 0.34 0.34 v/c Ratio 0.29 0.45 0.52 0.13 0.64 0.24 Control Delay 27.6 7.7 25.6 12.2 30.5 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.6 7.7 25.6 12.2 30.5 5.8 LOS C A C B C A Approach Delay 18.3 20.4 25.1 Approach LOS B C C 90th %Ile Green (s) 19.8 19.8 21.2 47.0 90th %ile Term Code Coord Coord Gap Coord 70th %ile Green (s) 23.5 23.5 17.5 47.0 70th %ile Term Code Coord Coord Gap Coord 50th %ile Green (s) 25.8 25.8 15.2 47.0 50th %ile Term Code Coord Coord Gap Coord 30th %ile Green (s) 27.9 27.9 13.1 47.0 30th %ile Term Code Coord Coord Gap Coord 10th %ile Green (s) 30.7 30.7 10.3 47.0 10th %ile Term Code Coord Coord Gap Coord Queue Length 50th (ft) 55 0 123 34 Queue Length 95th (ft) 96 60 234 48 Internal Link Dist (ft) 847 644 31.0 MaxR 31.0 MaxR 31.0 MaxR 31.0 MaxR 31.0 MaxR 31.0 MaxR 31.0 MaxR 31.0 MaxR 31.0 MaxR 31.0 MaxR 184 282 447 31.0 MaxR 31.0 MaxR 31.0 MaxR 31.0 MaxR 31.0 MaxR 0 35 150 150 826 471 723 1597 610 460 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.29 0.45 0.45 0.13 0.64 0.24 Synchro 7 Report Page 12 T m1 IT m4 -0 m2 32 s 1 L 21 s 1 1. 37 s 1 06 41- 53 s 1 1 -81 Distribution Center 17: Rest Church Road SB Off Ramp Natural Cycle: 55 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.64 Intersection Signal Delay: 21.4 Intersection Capacity Utilization 59.0% Analysis Period (min) 15 Splits and Phases: 17: Rest Church Road SB Off Ramp 2/22/2008 PHR +A Intersection LOS: C ICU Level of Service B 2010 Build -out Conditions AM Peak Hour_w /improvements Synchro 7 Report Page 13 1 -81 Distribution Center 2010 Build -out Conditions 20: NB Off Ramp 2/22/2008 PHR +A AM Peak Hour_w /improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations j tT 'ft' r 4 r Volume (vph) 84 482 0 0 339 159 140 0 341 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 150 0 0 0 0 Storage Lanes 1 0 0 1 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1262 3539 0 0 3539 1583 0 1262 1583 0 0 0 Flt Permitted 0.442 0.950 Satd. Flow (perm) fight Turn on Red Satd. Flow (RTOR) 587 3539 0 0 3539 1583 0 1262 1583 Yes Yes Yes 177 304 0 0 Ye; Link Speed (mph) 30 30 30 30 Link Distance (ft) 724 284 615 464 Travel Time (s) 16.5 6.5 14.0 10.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 43% 2% 2% 2% 2% 2% 43% 2% 2% 2% 2% 2% Adj. Flow (vph) 93 536 0 0 377 177 156 0 379 0 0 0 Shared Lane Traffic Lane Group Flow (vph) 93 536 0 0 377 177 0 156 379 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 1 2 1 Detector Template Left Thru Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 6 20 Detector 1 Type CI +Ex Cl+Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0,0 0.0 0.0 Turn Type pm +pt Perm Perm Perm Protected Phases 5 2 6 8 Permitted Phases 2 6 8 8 Synchro 7 Report Page 14 1 -81 Distribution Center 2010 Build -out Conditions 20: NB Off Ramp AM Peak Hour_w /improvements Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 58 (64 Referenced to phase 2:EBTL and 6:WBT, Start of Green Lead /Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C -Max C -Max C -Max Max Max Max Act Effct Green (s) 49.0 49.0 36.6 36.6 29.0 29.0 Actuated g/C Ratio 0.54 0.54 0.41 0.41 0.32 0.32 v/c Ratio 0.24 0.28 0.26 0.24 0.38 0.53 Control Delay 12.9 13.5 20.9 6.8 27.0 8.6 Queue Delay 0.0 0.0 0.0 0.3 0.0 0.0 Total Delay 12.9 13.5 20.9 7.1 27.0 8.6 LOS B B C A C A Approach Delay 13.4 16.5 14.0 Approach LOS B B B 90th %ile Green (s) 11.9 49.0 31.1 31.1 29.0 29.0 29.0 90th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 70th %Ile Green (s) 10.0 49.0 33.0 33.0 29.0 29.0 29.0 70th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 50th %Ile Green (s) 8.7 49.0 34.3 34.3 29.0 29.0 29.0 50th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 30th %ile Green (s) 7.5 49.0 35.5 35.5 29.0 29.0 29.0 30th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 10th %ile Green (s) 0.0 49.0 49.0 49.0 29.0 29.0 29.0 10th %ile Term Code Skip Coord Coord Coord MaxR MaxR MaxR Queue Length 50th (ft) 35 112 67 3 68 30 Queue Length 95th (ft) m62 156 128 70 123 107 Internal Link Dist (ft) 644 204 535 Turn Bay Length (ft) 150 150 Base Capacity (vph) 447 1927 1439 749 407 716 Starvation Cap Reductn 0 0 0 224 0 0 Spillback Cap Reductn 0 91 0 0 0 7 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.29 0.26 0.34 0.38 0.53 2/22/2008 PHR +A Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 6 6 8 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 23.0 55.0 0.0 0.0 32.0 32.0 35.0 35.0 35.0 0.0 0.0 0.0 Total Split 25.6% 61.1% 0.0% 0.0% 35.6% 35.6% 38.9% 38.9% 38.9% 0.0% 0.0% 0.0% Maximum Green (s) 17.0 49.0 26.0 26.0 29.0 29.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 384 Synchro 7 Report Page 15 1 -81 Distribution Center 20: NB Off Ramp Natural Cycle: 45 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay: 14.6 Intersection Capacity Utilization 59.0% Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 20: NB Off Ramp 2/22/2008 PHR +A Intersection LOS: B ICU Level of Service B 2010 Build -out Conditions AM Peak Hour_w /improvements Synchro 7 Report Page 16 t oc o2 55s 1 1 J 05 m6 23s 1 1 32s 1 1 35s 1 I. 1 -81 Distribution Center 20: NB Off Ramp Natural Cycle: 45 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay: 14.6 Intersection Capacity Utilization 59.0% Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 20: NB Off Ramp 2/22/2008 PHR +A Intersection LOS: B ICU Level of Service B 2010 Build -out Conditions AM Peak Hour_w /improvements Synchro 7 Report Page 16 22: Site Drive #1 Lane Group 1 -81 Distribution Center 2010 Build -out Conditions EBL EBR NBL NBT SBT SBR Lane Configurations r t Volume (vph) 0 9 0 544 927 57 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 0 Storage Lanes 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 0.992 Flt Protected Satd. Flow (prot) 0 1611 0 1863 1848 0 Flt Permitted Satd. Flow (perm) 0 1611 0 1863 1848 0 Link Speed (mph) 30 30 30 Link Distance (ft) 569 1260 3060 Travel Time (s) 12.9 28.6 69.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 0 10 0 604 1030 63 Shared Lane Traffic Lane Group Flow (vph) 0 10 0 604 1093 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 62.2% Analysis Period (min) 15 2/22/2008 PHR +A ICU Level of Service B AM Peak Hour_w /improvements Synchro 7 Report Page 17 1 -81 Distribution Center 2010 Build -out Conditions 24: Site Drive #2 AM Peak Hour_w /improvements I t 41 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations V' 't Volume (vph) 44 9 85 500 794 142 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.977 0.979 Flt Protected 0.960 0.950 Satd. Flow (prot) 1747 0 1770 1863 1824 0 Flt Permitted 0.960 0.214 Satd. Flow (perm) 1747 0 399 1863 1824 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 9 34 Link Speed (mph) 30 30 30 Link Distance (ft) 686 8898 1260 Travel Time (s) 15.6 202.2 28.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 49 10 94 556 882 158 Shared Lane Traffic Lane Group Flow (vph) 59 0 94 556 1040 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 2 2 Detector Template Left Left Thru Thru Leading Detector (ft) 20 20 100 100 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 20 6 6 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm Protected Phases 4 2 6 Permitted Phases 2 Detector Phase 4 2 2 6 2/22/2008 PHR +A Synchro 7 Report Page 18 1 -81 Distribution Center 2010 Build -out Conditions 24: Site Drive #2 AM Peak Hour_w /improvements Lane Group EBL EBR NBL NBT SBT SBR Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 Total Split (s) 13.0 0.0 77.0 77.0 77.0 0.0 Total Split 14.4% 0.0% 85.6% 85.6% 85.6% 0.0% Maximum Green (s) 7,0 71.0 71.0 71.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 4.0 6.0 6.0 6.0 4.0 Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C -Min C -Min C -Min Act Effct Green (s) 7.4 74.2 74.2 74.2 Actuated g/C Ratio 0.08 0.82 0.82 0.82 v/c Ratio 0.39 0.29 0.36 0.69 Control Delay 41.9 5.3 3.5 5.7 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 41.9 5.3 3.5 5.7 LOS D A A A Approach Delay 41.9 3.8 5.7 Approach LOS D A A 90th %Ile Green (s) 7.0 71.0 71.0 71.0 90th %ile Term Code Max Coord Coord Coord 70th %ile Green (s) 9.3 68.7 68.7 68.7 70th %Ile Term Code Gap Coord Coord Coord 50th %ile Green (s) 8.0 70.0 70.0 70.0 50th %ile Term Code Gap Coord Coord Coord 30th %ile Green (s) 6.7 71.3 71.3 71.3 30th Toile Term Code Gap Coord Coord Coord 10th Voile Green (s) 0.0 84.0 84.0 84.0 10th %ile Term Code Skip Coord Coord Coord Queue Length 50th (ft) 27 12 77 151 Queue Length 95th (ft) 66 29 106 644 Internal Link Dist (ft) 606 8818 1180 Turn Bay Length (ft) 150 Base Capacity (vph) 157 332 1550 1523 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.38 0.28 0.36 0.68 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0 Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 60 2/22/2008 PHR +A Synchro 7 Report Page 19 t 02 04 77 s 1 133 1 06 77 r 1 1 -81 Distribution Center 24: Site Drive #2 Control Type: Actuated- Coordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 6.2 Intersection Capacity Utilization 75.4% Analysis Period (min) 15 Splits and Phases: 24: Site Drive #2 2/22/2008 PHR +A Intersection LOS: A ICU Level of Service D 2010 Build -out Conditions AM Peak Hour_w /improvements Synchro 7 Report Page 20 1 -81 Distribution Center 2010 Build -out Conditions 5: Hopewell Road PM Peak Hour_w/ improvements 4- 4\ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR: SBL SBT SBR _ane Configurations r j II 'I Volume (vph) 128 49 251 62 55 56 274 842 86 49 498 220 dealFlow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 0 150 150 0 150 0 Storage Lanes 1 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.986 0.954 Flt Protected 0.950 0.974 0.950 0.950 Satd. Flow (prat) 1687 1681 1509 0 1685 1509 1687 1751 0 1687 1694 0 Flt Permitted 0.674 0.805 0.127 0.183 Satd. Flow (perm) 1197 1681 1509 0 1393 1509 226 1751 0 325 1694 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 279 62 9 29 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1057 2114 861 8898 Travel Time (s) 24.0 48.0 19.6 202.2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 7% 13% 7% 7% 13% 7% 7% 7% 7% 7% 7% 7% Adj. Flow (vph) 142 54 279 69 61 62 304 936 96 54 553 244 Shared Lane Traffic Lane Group Flow (vph) 142 54 279 0 130 62 304 1032 0 54 797 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 2 Detector Template Left Thru Right Left Thru Right Left Thru Left Thru Leading Detector (ft) 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex Cl+Ex CI +Ex Detector 1 Channet Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI +Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type Perm Protected Phases Permitted Phases 4 4 8 Perm Perm 20 0 0 20 CI +Ex Perm pm +pt 5 8 2 100 0 0 6 Cl+Ex 0.0 0.0 0.0 94 6 CI +Ex 20 0 0 20 Cl+Ex 0.0 0.0 0.0 Perm 6 100 0 0 6 CI +Ex 0.0 0.0 0.0 94 6 CI +Ex 0.0 0,0 0.0 0.0 2/22/2008 Synchro 7 Report %user_name% Page 1 Intersection Summary Area Type: Cycle Length: 120 Actuated Cycle Length: 94.8 Natural Cycle: 90 Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split Maximum Green (s) 2/22/2008 %user_name% Other 1 -81 Distribution Center 2010 Build -out Conditions 5: Hopewell Road PM Peak Hour_w/ improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 4 4 4 8 8 8 5 2 6 6 Switch Phase 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 34.0 34.0 34.0 34.0 34.0 34.0 15.0 86.0 0.0 71.0 71.0 0.0 28.3% 28.3% 28.3% 28.3% 28.3% 28.3% 12.5% 71.7% 0.0% 59.2% 59.2% 0.0/c 28.0 28.0 28.0 28.0 28.0 28.0 9.0 80.0 65.0 65.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 LeadfLag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Min Min Min Act Effct Green (s) 17.6 17.6 17.6 17.6 17.6 64.5 64.5 48.7 48.7 Actuated g1C Ratio 0.19 0.19 0.19 0.19 0.19 0.68 0.68 0.51 0.51 v/c Ratio 0.64 0.17 0.55 0.50 0.19 1.01 0.86 0.32 0.90 Control Delay 52.2 37.0 9.0 44.6 10.9 75.4 21.9 20.4 34.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.2 37.0 9.0 44.6 10.9 75.4 21.9 20.4 34.9 LOS D D A D B E C C C Approach Delay 25.1 33.7 34.1 34.0 Approach LOS C C C C 90th %ile Green (s) 28.0 28.0 28.0 28.0 28.0 28.0 9.0 80.0 65.0 65.0 90th %ile Term Code Max Max Max Hold Hold Hold Max Max Max Max 70th °I°ile Green (s) 22.6 22.6 22.6 22.6 22.6 22.6 9.0 79.0 64.0 64.0 70th %ile Term Code Gap Gap Gap Hold Hold Hold Max Hold Gap Gap 50th %ile Green (s) 17.9 17.9 17.9 17.9 17.9 17.9 9.0 65.9 50.9 50.9 50th %Ile Term Code Gap Gap Gap Hold Hold Hold Max Hold Gap Gap 30th %ile Green (s) 13.6 13.6 13.6 13.6 13.6 13.6 9.0 54.9 39.9 39.9 30th %Ile Term Code Gap Gap Gap Hold Hold Hold Max Hold Gap Gap 10th %ile Green (s) 9.0 9.0 9.0 9.0 9.0 9.0 9.0 43.0 28.0 28.0 10th %Ile Term Code Gap Gap Gap Hold Hold Hold Max Hold Gap Gap Queue Length 50th (ft) 80 28 0 72 0 -112 413 18 390 Queue Length 95th (ft) 165 69 70 148 36 #276 #917 55 #734 Internal Link Dist (ft) 977 2034 781 8818 Turn Bay Length (ft) 150 150 150 150 150 Base Capacity (vph) 373 523 662 434 513 300 1472 234 1228 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.10 0.42 0.30 0.12 1.01 0.70 0.23 0.65 Synchro 7 Report Page 2 t o2 m4 86 s J 1 34 s,. J 1; m5 06 4— 08 15 s 1 1' 71 s i V; 34.s. t 1 -81 Distribution Center 5: Hopewell Road Control Type: Actuated- Uncoordinated Maximum v/c Ratio: 1.01 Intersection Signal Delay: 32.5 Intersection LOS: C Intersection Capacity Utilization 83.5% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 120 70th %ile Actuated Cycle: 113.6 50th %ile Actuated Cycle: 95.8 30th %ile Actuated Cycle: 80.5 10th %ile Actuated Cycle: 64 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Hopewell Road 2010 Build -out Conditions PM Peak Hour_w/ improvements 2/22/2008 Synchro 7 Report %user name% Page 3 1 -81 Distribution Center 2010 Build -out Conditions 8: SB ON Ramp PM Peak Hour_w/ improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations T. 4 Volume (vph) 0 63 28 172 139 0 0 0 0 238 0 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0959 0.981 Flt Protected 0.973 0.959 Satd. Flow (prot) 0 1703 0 0 1684 0 0 0 0 0 1596 0 Flt Permitted 0.773 0.959 Satd. Flow (perm) 0 1703 0 0 1338 0 0 0 0 0 1596 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 31 9 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1449 670 714 736 Travel Time (s) 32.9 15.2 16.2 16.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 7% 7% 7% 12% 7% 7% 7% 7% 7% 12% 7% 12% Adj. Flow (vph) 0 70 31 191 154 0 0 0 0 264 0 44 Shared Lane Traffic Lane Group Flow (vph) 0 101 0 0 345 0 0 0 0 0 308 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 2 1 2 Detector Template Thru Left Thru Left Thru Leading Detector (ft) 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 6 20 6 20 6 Detector 1 Type CI +Ex CI +Ex CI +Ex Cl+Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI +Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0,0 Turn Type Perm Perm Protected Phases 2 6 4 Permitted Phases 6 4 Detector Phase 2 6 6 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 2/22/2008 %user name% 1 Synchro 7 Report Page 4 1 -81 Distribution Center 2010 Build -out Conditions 8: SB ON Ramp PM Peak Hour_w/ improvements Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 44.8 Natural Cycle: 50 Control Type: Actuated Uncoordinated Maximum v/c Ratio: 0.65 Intersection Signal Delay: 16.9 Intersection LOS: B k. 4 Lane Group Minimum Split (s) Total Split (s) Total Split EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBF 12.0 12.0 12.0 12.0 12.0 0.0 62.0 0.0 62.0 62.0 0.0 0.0 0.0 0.0 28.0 28.0 0.0 0.0% 68.9% 0.0% 68.9% 68.9% 0.0% 0.0% 0.0% 0.0% 31,1% 31.1% 0.0% Maximum Green (s) 56.0 56.0 56.0 22.0 22.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 4.0 6.0 6.0 4.0 4.0 4.0 4.0 6.0 6.0 4.0 Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Min Min Act Effct Green (s) 17.8 17.8 14.4 Actuated g/C Ratio 0.40 0.40 0.32 v/c Ratio 0.14 0.65 0.60 Control Delay 7.4 17.9 18.9 Queue Delay 0.0 0.0 0.0 Total Delay 7.4 17.9 18.9 LOS A B B Approach Delay 7.4 17.9 18.9 Approach LOS A B B 90th %ile Green (s) 27.0 27.0 27.0 21.4 21.4 90th %ile Term Code Hold Gap Gap Gap Gap 70th %ile Green (s) 21.4 21.4 21.4 16.8 16.8 70th %ile Term Code Hold Gap Gap Gap Gap 50th %ile Green (s) 18.1 18.1 18.1 13.9 13.9 50th %ile Term Code Hold Gap Gap Gap Gap 30th %ile Green (s) 14.4 14.4 14.4 11.7 11.7 30th %ile Term Code Hold Gap Gap Gap Gap 10th %ile Green (s) 10.3 10.3 10.3 9.1 9.1 10th %ile Term Code Hold Gap Gap Gap Gap Queue Length 50th (ft) 10 64 62 Queue Length 95th (ft) 37 164 153 Internal Link Dist (ft) 1369 590 634 656 Turn Bay Length (ft) Base Capacity (vph) 1679 1319 828 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.06 0.26 0.37 2/22/2008 Synchro 7 Report %user_name% Page 5 1 -81 Distribution Center 8: SB ON Ramp Intersection Capacity Utilization 49.1% Analysis Period (min) 15 90th %ile Actuated Cycle: 60.4 70th %ile Actuated Cycle: 50.2 50th %ile Actuated Cycle: 44 30th %ile Actuated Cycle: 38.1 10th %ile Actuated Cycle: 31.4 Splits and Phases: 8: SB ON Ramp 2/22/2008 %user_name% ICU level of Service A 2010 Build -out Conditions PM Peak Hour_w/ improvements Synchro 7 Report Page 6 04 -0 02 62s 1 1 28s 1 06 62 s I 1 1 -81 Distribution Center 8: SB ON Ramp Intersection Capacity Utilization 49.1% Analysis Period (min) 15 90th %ile Actuated Cycle: 60.4 70th %ile Actuated Cycle: 50.2 50th %ile Actuated Cycle: 44 30th %ile Actuated Cycle: 38.1 10th %ile Actuated Cycle: 31.4 Splits and Phases: 8: SB ON Ramp 2/22/2008 %user_name% ICU level of Service A 2010 Build -out Conditions PM Peak Hour_w/ improvements Synchro 7 Report Page 6 1 -81 Distribution Center 2010 Build -out Conditions 10: Hopewell Road NB Off Ramp PM Peak Hour_w/ improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 1+ Volume (vph) 39 262 0 0 268 271 44 0 158 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.932 0.894 Flt Protected 0.994 0.989 Satd. Flow (prot) 0 1754 0 0 1655 0 0 1500 0 0 0 0 Flt Permitted 0.994 0.989 Satd. Flow (perm) 0 1754 0 0 1655 0 0 1500 0 0 0 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 670 1057 730 697 Travel Time (s) 15.2 24.0 16.6 15.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 12% 7% 7% 7% 7% 7% 12% 7% 12% 7% 7% 7% Adj. Flow (vph) 43 291 0 0 298 301 49 0 176 0 0 0 Shared Lane Traffic Lane Group Flow (vph) 0 334 0 0 599 0 0 225 0 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.6% Analysis Period (min) 15 ICU Level of Service C 2/22/2008 Synchro 7 Report %user_name% Page 7 1 -81 Distribution Center 2010 Build -out Conditions 14: Route 11 PM Peak HoLr_w/ improvements k. I Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 191 t r 11 •i r* 19 t r r Volume (vph) 370 208 134 47 375 47 368 777 26 26 367 164 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 150 300 150 150 180 Storage Lanes 1 1 1 1 1 1 1 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 0.97 1.00 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 1770 3539 1583 1770 1776 1583 1770 1776 1583 Flt Permitted 0.950 0.950 0.442 0.088 Satd. Flow (perm) 3433 1863 1583 1770 3539 1583 823 1776 1583 164 1776 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 149 52 20 182 Link Speed (mph) 30 30 30 30 Link Distance (ft) 284 334 3060 539 Travel Time (s) 6.5 7.6 69.5 12.3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 7% 2% 2% 7% 2% Adj. Flow (vph) 411 231 149 52 417 52 409 863 29 29 408 182 Shared Lane Traffic Lane Group Flow (vph) 411 231 149 52 417 52 409 863 29 29 408 182 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 1 2 1 1 2 1 1 2 1 Detector Template Left Thru Right Left Thru Right Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 20 20 6 20 20 6 20 20 6 20 Detector 1 Type CI +Ex Cl+Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Cl+Ex CI +Ex CI +Ex CI +Ex Cl +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft) 6 6 6 6 Detector 2 Type Cl+Ex Cl+Ex CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot Perm Perm Perm Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 8 2 2 6 6 2/22/2008 Synchro 7 Report %user_name% Page 8 1 -81 Distribution Center 14: Route 11 Lane Group Detector Phase EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 7 4 4 3 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS 90th %ile Green (s) 90th %ile Term Code 70th %ile Green (s) 70th %ile Term Code 50th %Ile Green (s) 50th %ile Term Code 30th %ile Green (s) 30th %ile Term Code 10th %ile Green (s) 10th %ile Term Code Queue Length 501h (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary 2/22/2008 %user_name% 6.0 6.0 6.0 12.0 12.0 12.0 18.0 22.0 22.0 20.0% 24.4% 24.4% 12.0 16.0 16.0 4.0 4.0 4.0 2.0 2.0 2.0 0.0 0.0 0.0 6.0 6.0 6.0 Lead Lag Lag Yes Yes Yes 3.0 3.0 3.0 None None None 12.0 21.6 21.6 0.13 0.24 0.24 0.90 0.52 0.30 62.3 36.2 11.3 0.0 0.1 0.0 62.3 36.2 11.3 E D B 45.1 D 12.0 16.0 16.0 Max Max Max 12.0 16.0 16.0 Max Max Max 12.0 16.0 16.0 Max Max Max 12.0 30.0 30.0 Max Hold Hold 12.0 30.0 30.0 Max Hold Hold 126 104 0 #210 #227 75 204 150 458 0 0 0 0.90 447 7 0 0 0.53 493 0 0 0 0.30 6.0 6.0 12.0 12.0 14.0 18.0 15.6% 20.0% 8.0 4.0 2.0 0.0 6.0 Lead Yes 3.0 None 7.4 0.08 0.36 46.1 0.0 46.1 D 8.0 Max 8.0 Max 8.0 Max 0.0 Skip 0.0 Skip 28 64 150 157 0 0 0 0.33 12.0 4.0 2.0 0.0 6.0 Lag Yes 3.0 None 12.0 0.13 0.88 60.3 0.0 60.3 E 54.1 D 12.0 Max 12.0 Max 12.0 Max 12.0 Max 12.0 Max 124 #207 254 Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0 Referenced to phase 2:NBTL and 6:SBTL, Start of Green 472 0 0 0 0.88 6.0 12.0 18.0 20.0% 12.0 4.0 2.0 0.0 6.0 Lag Yes 3.0 None 12.0 0.13 0.20 12.5 0.0 12.5 B 12.0 Max 12.0 Max 12.0 Max 12.0 Max 12.0 Max 0 32 150 256 0 0 0 0.20 6.0 12.0 54.0 60.0% 48.0 4.0 2.0 0.0 6.0 3.0 C -Max 48.0 0.53 0.93 40.7 0.0 40.7 D 48.0 Coord 48.0 Coord 48.0 Coord 48.0 Coord 48.0 Coord 188 m #345 300 439 0 0 0 0.93 6.0 12.0 54.0 60.0% 48.0 4.0 2.0 0.0 6.0 2010 Build -out Conditions PM Peak Hour_w/ improvements 947 0 0 0 0.91 6.0 12.0 54.0 60.0% 48.0 4.0 2.0 0.0 6.0 150 854 0 0 0 0.03 6.0 12.0 54.0 60.0% 48.0 4.0 2.0 0.0 6.0 6.0 12.0 54.0 60.0% 48.0 4.0 2.0 0.0 6.0 3.0 3.0 3.0 3.0 C -Max C -Max C -Max C -Max 48.0 48.0 48.0 48.0 0.53 0.53 0.53 0.53 0.91 0.03 0.33 0.43 27.4 4.7 25.0 14.5 0.0 0.0 0.0 0.0 27.4 4.7 25.0 14.5 C A C B 31.1 11.4 C B 48.0 48.0 48.0 48.0 Coord Coord Coord Coord 48.0 48.0 48.0 48.0 Coord Coord Coord Coord 48.0 48.0 48.0 48.0 Coord Coord Coord Coord 48.0 48.0 48.0 48.0 Coord Coord Coord Coord 48.0 48.0 48.0 48.0 Coord Coord Coord Coord 369 1 9 132 #684 m3 36 203 2980 459 150 87 0 0 0 0.33 947 0 0 0 0.43 4, 6.0 12.0 54.0 60.0% 48.0 4.0 2.0 0.0 6.0 3.0 C -Max 48.0 0.53 0.20 2.2 0.0 2.2 A 48.0 Coord 48.0 Coord 48.0 Coord 48.0 Coord 48.0 Coord 0 29 180 929 0 0 0 0.20 Synchro 7 Report Page 9 t 02 ir 03 04 54s 1 1 14s 1 1 22s 1 1 54s 1 1 18s I 1 18s 1 1 I -81 Distribution Center 14: Route 11 Natural Cycle: 90 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 34.4 Intersection Capacity Utilization 86.8% ICU Level of Service E Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 14: Route 11 Intersection LOS: C 2010 Build -out Conditions PM Peak Hour_w/ improvements 2/22/2008 Synchro 7 Report %user_name% Page 10 1 -81 Distribution Center 2010 Build -out Conditions 17: Rest Church Road SB Off Ramp PM Peak Hour_w/ improvements Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r 4 ri Volume (vph) 0 308 155 379 291 0 0 0 0 188 0 133 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 150 150 0 0 0 0 0 Storage Lanes 0 1 1 0 0 0 0 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 2911 1129 1770 3059 0 0 0 0 0 1770 1129 Flt Permitted 0.443 0.950 Satd. Flow (perm) 0 2911 1129 825 3059 0 0 0 0 0 1770 1129 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 172 148 Link Speed (mph) 30 30 30 30 Link Distance (ft) 927 724 541 527 Travel Time (s) 21.1 16.5 12.3 12.0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 2% 24% 43% 2% 18% 2% 2% 2% 2% 2% 2% 43% Adj. Flow (vph) 0 342 172 421 323 0 0 0 0 209 0 148 Shared Lane Traffic Lane Group Flow (vph) 0 342 172 421 323 0 0 0 0 0 209 148 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 1 2 1 2 1 Detector Template Thru Right Left Thru Left Thru Right Leading Detector (ft) 100 20 20 100 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 6 20 20 6 20 6 20 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI +Ex Cl+Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type Perm pm +pt Perm Perm Protected Phases 2 1 6 4 Permitted Phases 2 6 4 4 2/22/2008 %user_name% Synchro 7 Report Page 11 1 -81 Distribution Center 2010 Build -out Conditions 17: Rest Church Road SB Off Ramp PM Peak Hour_w/ improvements Turn Bay Length (ft) 150 150 Base Capacity (vph) 959 487 759 1801 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.36 0.35 0.55 0.18 Cycle Length: 90 Actuated Cycle Length: 90 Offset: 63 (70 Referenced to phase 2:EBT and 6:WBTL, Start of Green Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 2 2 1 6 4 4 4 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 0.0 27.0 27.0 32.0 59.0 0.0 0.0 0.0 0.0 31.0 31.0 31.0 Total Split 0.0% 30.0% 30.0% 35.6% 65.6% 0.0% 0.0% 0.0% 0.0% 34.4% 34.4% 34.4% Maximum Green (s) 21.0 21.0 26.0 53.0 25.0 25.0 25.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 4.0 6.0 6.0 6.0 Lead /Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C -Max C -Max None C -Max Max Max Max Act Effct Green (s) 29.6 29.6 53.0 53.0 25.0 25.0 Actuated gIC Ratio 0.33 0.33 0.59 0.59 0.28 0.28 v/c Ratio 0.36 0.35 0.63 0.18 0.42 0.35 Control Delay 25.4 6.6 29.7 10.2 29.9 7.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.4 6.6 29.7 10.2 29.9 7.1 LOS C A C B C A Approach Delay 19.1 21.3 20.4 Approach LOS B C C 90th %ile Green (s) 23.2 23.2 23.8 53.0 25.0 25.0 25.0 90th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 70th %ile Green (s) 27.4 27.4 19.6 53.0 25.0 25.0 25.0 70th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 50th %Ile Green (s) 30.0 30.0 17.0 53.0 25.0 25.0 25.0 50th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 30th %ile Green (s) 32.3 32.3 14.7 53.0 25.0 25.0 25.0 30th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR 10th %He Green (s) 35.3 35.3 11.7 53.0 25.0 25.0 25.0 10th %ile Term Code Coord Coord Gap Coord MaxR MaxR MaxR Queue Length 50th (ft) 76 0 174 38 97 0 Queue Length 95th (ft) 127 49 300 86 162 45 Internal Link Dist (ft) 847 644 461 447 492 0 0 0 0.42 d 421 0 0 0 0.35 Intersection Summary Area Type: Other 2/22/2008 Synchro 7 Report %user_name% Page 12 i 01 04 1 '02 32s 1 1 27s 1 1 31 s 11 4-- 06 59s 1 1 -81 Distribution Center 17: Rest Church Road SB Off Ramp Natural Cycle: 55 Control Type: Actuated Coordinated Maximum vlc Ratio: 0.63 Intersection Signal Delay: 20.4 Intersection Capacity Utilization 56.0% Analysis Period (min) 15 Splits and Phases: 17: Rest Church Road SB Off Ramp Intersection LOS: C ICU Level of Service B 2010 Build -out Conditions PM Peak Hour_w/ improvements 2/22/2008 Synchro 7 Report %user_name% Page 13 I -81 Distribution Center 20: NB Off Ramp Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 71 1 tit tt r 4 r Volume (vph) 148 348 0 0 537 370 132 0 364 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 150 0 0 0 0 Storage Lanes 1 0 0 1 0 1 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1262 3539 0 0 3539 1583 0 1262 1583 0 0 0 Flt Permitted 0.284 0.950 Satd. Row (perm) 377 3539 0 0 3539 1583 0 1262 1583 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 411 404 Link Speed (mph) 30 30 30 30 Link Distance (ft) 724 284 615 464 Travel Time (s) 16.5 6.5 14.0 10.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 43% 2% 2% 2% 2% 2% 43% 2% 2% 2% 2% 2% Adj. Flow (vph) 164 387 0 0 597 411 147 0 404 0 0 0 Shared Lane Traffic Lane Group Flow (vph) 164 387 0 0 597 411 0 147 404 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 1 2 1 Detector Template Left Thru Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 6 20 Detector 1 Type CI +Ex Cl+Ex Cl+Ex Cl +Ex CI +Ex CI +Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI +Ex CI +Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 Turn Type pm +pt Perm Perm Perm Protected Phases 5 Permitted Phases 2 6 8 8 2/22/2008 %user_name% 0.0 0.0 2010 Build -out Conditions PM Peak Hour_w/ improvements Synchro 7 Report Page 14 1 -81 Distribution Center 2010 Build -out Conditions 20: NB Off Ramp f 4 PM Peak Hour_w/ improvements t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 5 2 6 6 8 8 8 Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Total Split (s) 23.0 55.0 0.0 0.0 32.0 32.0 35.0 35.0 35.0 0.0 0.0 0.0 Total Split 25.6% 61.1% 0.0% 0.0% 35.6% 35.6% 38.9% 38.9% 38.9% 0.0% 0.0% 0.0% Maximum Green (s) 17.0 49.0 26.0 26.0 29.0 29.0 29.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C -Max C -Max C -Max Max Max Max Act Effct Green (s) 49.0 49.0 31.2 31.2 29.0 29.0 Actuated g/C Ratio 0.54 0.54 0.35 0.35 0.32 0.32 v/c Ratio 0.51 0.20 0.49 0.50 0.36 0.52 Control Delay 28.5 12.6 29.9 9.5 26.6 5.1 Queue Delay 0.0 0.0 1.2 0.6 0.0 0.0 Total Delay 28.5 12.6 31.1 10.1 26.6 5.1 LOS C B C B C A Approach Delay 17.3 22.6 10.8 Approach LOS B C B 90th %ile Green (s) 16.5 49.0 26.5 26.5 29.0 29.0 29.0 90th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 70th %ile Green (s) 13.5 49.0 29.5 29.5 29.0 29.0 29.0 70th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 50th %ile Green (s) 11.6 49.0 31.4 31.4 29.0 29.0 29.0 50th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 30th %ile Green (s) 9.8 49.0 33.2 33.2 29.0 29.0 29.0 30th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR 10th %ile Green (s) 7.5 49.0 35.5 35.5 29.0 29.0 29.0 10th %ile Term Code Gap Coord Coord Coord MaxR MaxR MaxR Queue Length 50th (ft) 65 58 143 0 64 0 Queue Length 95th (ft) 149 124 m175 m56 117 62 Internal Link Dist (ft) 644 204 535 Turn Bay Length (ft) 150 150 Base Capacity (vph) 372 1927 1228 817 407 784 Starvation Cap Reductn 0 0 397 141 0 0 Spillback Cap Reductn 0 97 0 0 0 11 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.21 0.72 0.61 0.36 0.52 Intersection Summary Area Type: Cycle Length: 90 Actuated Cycle Length: 90 Offset: 58 (64 Referenced to phase 2:EBTL and 6:WBT, Start of Green Other 384 2/22/2008 Synchro 7 Report %user_name% Page 15 Splits and Phases: 20: NB Off Ramp 1 -81 Distribution Center 20: NB Off Ramp Natural Cycle: 55 Control Type: Actuated- Coordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 18.1 Intersection Capacity Utilization 56.0% Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Intersection LOS: B ICU Level of Service B 2010 Build -out Conditions PM Peak Hour_w/ improvements 2/22/2008 Synchro 7 Report %user_name% Page 16 02 1 08 55 s 1 05 a6 23s 1 1 32s 1 1 35s J I Splits and Phases: 20: NB Off Ramp 1 -81 Distribution Center 20: NB Off Ramp Natural Cycle: 55 Control Type: Actuated- Coordinated Maximum v/c Ratio: 0.52 Intersection Signal Delay: 18.1 Intersection Capacity Utilization 56.0% Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Intersection LOS: B ICU Level of Service B 2010 Build -out Conditions PM Peak Hour_w/ improvements 2/22/2008 Synchro 7 Report %user_name% Page 16 1 -81 Distribution Center 2010 Build -out Conditions 22: Site Drive #1 Lane Group Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 61.7% Analysis Period (min) 15 EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 0 36 0 1109 679 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 0 Storage Lanes 0 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 0.997 Flt Protected Satd. Flow (prot) 0 1611 0 1863 1857 0 Flt Permitted Satd. Flow (perm) 0 1611 0 1863 1857 0 Link Speed (mph) 30 30 30 Link Distance (ft) 569 1260 3060 Travel Time (s) 12.9 28.6 69.5 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 0 40 0 1232 754 18 Shared Lane Traffic Lane Group Flow (vph) 0 40 0 1232 772 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1,00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Intersection Summary PM Peak Hour_w/ improvements ICU Level of Service B 2/22/2008 Synchro 7 Report %user_name% Page 17 1 -81 Distribution Center 2010 Build -out Conditions 24: Site Drive #2 PM Peak Hour_w/ improvements Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations V T+ Volume (vph) 168 36 24 941 675 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 0.993 Flt Protected 0.960 0.950 Satd. Flow (prot) 1745 0 1770 1863 1850 0 Flt Permitted 0.960 0.268 Satd. Flow (perm) 1745 0 499 1863 1850 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 11 6 Link Speed (mph) 30 30 30 Link Distance (ft) 686 8898 1260 Travel Time (s) 15.6 202.2 28.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 187 40 27 1046 750 44 Shared Lane Traffic Lane Group Flow (vph) 227 0 27 1046 794 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 2 2 Detector Template Left Left Thru Thru Leading Detector (ft) 20 20 100 100 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 20 6 6 Detector 1 Type CI +Ex C14-Ex CI +Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI +Ex CI +Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Perm Protected Phases 4 2 6 Permitted Phases 2 Detector Phase 4 2 2 6 2/22/2008 Synchro 7 Report %user_name% Page 18 1 -81 Distribution Center 2010 Build -out Conditions 24: Site Drive #2 PM Peak Hour_w/ improvements Lane Group EBL EBR NBL NBT SBT SBR Switch Phase Minimum Initial (s) 6.0 6.0 6.0 6.0 Minimum Split (s) 12.0 12.0 12.0 12.0 Total Split (s) 29.0 0.0 61.0 61.0 61.0 0.0 Total Split 32.2% 0.0% 67.8% 67.8% 67.8% 0.0% Maximum Green (s) 23.0 55.0 55.0 55.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 4.0 6.0 6.0 6.0 4.0 Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C -Min C -Min C -Min Act Effct Green (s) 16.4 61.6 61.6 61.6 Actuated g1C Ratio 0.18 0.68 0.68 0.68 vlc Ratio 0.70 0.08 0.82 0.63 Control Delay 43.6 6.8 18.7 8.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 43.6 6.8 18.7 8.9 LOS D A B A Approach Delay 43.6 18.4 8.9 Approach LOS D B A 90th %ile Green (s) 22.4 55.6 55.6 55.6 90th %ile Term Code Gap Coord Coord Coord 70th %ile Green (s) 18.9 59.1 59.1 59.1 70th %ile Term Code Gap Coord Coord Coord 50th %Ile Green (s) 16.4 61.6 61.6 61.6 50th %ile Term Code Gap Coord Coord Coord 30th %ile Green (s) 13.9 64.1 64.1 64.1 30th %ile Term Code Gap Coord Coord Coord 10th %ile Green (s) 10.2 67.8 67.8 67.8 10th %ile Term Code Gap Coord Coord Coord Queue Length 50th (ft) 116 5 372 119 Queue Length 95th (ft) 178 17 #799 458 Internal Link Dist (ft) 606 8818 1180 Turn Bay Length (ft) 150 Base Capacity (vph) 454 342 1276 1269 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.50 0.08 0.82 0.63 Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0 Referenced to phase 2:NBTL and 6:SBT, Start of Green Natural Cycle: 60 2/22/2008 Synchro 7 Report %user_name% Page 19 02 04 61 s 1 129 s 1 I 06 61s 1 1 1 -81 Distribution Center 24: Site Drive #2 Splits and Phases: 24: Site Drive #2 Control Type: Actuated Coordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 17.6 Intersection Capacity Utilization 71.0% Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Intersection LOS: B ICU Level of Service C 2010 Build -out Conditions PM Peak Hour_w/ improvements 2/22/2008 Synchro 7 Report %user_name% Page 20 Patton Harris Rust Associates End news. Surveyors. Planners. Lmdsccpe Architects. H am .223Mja3 nd 21 to 1007 To: Matt Smith Organization/Company: Virginia Department of Transportation From: Michael Glickman, PE PHR +A Project Number: 14596 Memorandum Date: June 11, 2008 Al Supplemental Analysis to: An Addendum to: A Traffic Impact Project Name /Subject: Analysis of 1 -81 Distribution Center Per your request, Patton Harris Rust Associates (PHR +A) has prepared this document to provide supplemental analysis to the memorandum titled: An Addendum to: A Traffic Impact Analvsis o 1-81 Distribution Center, dated February 22, 2008, by PHR +A. The proposed 1 -81 Distribution Center will be located along the west side of Route 11, south of Rest Church Road, in Frederick County, Virginia. The purpose of this document is to provide revised analyses assuming via single site driveway in lieu of the two site driveways shown in the February 22, 2008 report. The proposed driveway is to be located along the west side of Route 11, opposite Branson Spring Road. PHR +A recently conducted weekday AM /PM peak hour turning movement counts at the intersection of Route 11 /Branson Spring Road. This document presents the revised traffic analyses at the intersection of Route 11 /Branson Spring Road /Site driveway during 2010 build -out conditions. All methodology as well as all other study area intersection results remain consistent with the aforementioned memorandum titled: An Addendum to: A Traffic Impact Analysis of I -81 Distribution Center dated February 22, 2008, by PHR +A. Figure 1 below shows the 2010 build -out traffic conditions peak hour volumes and ADT as well as 2010 build -out lane geometry and levels of service at the intersection of Route 11 /Branson Spring Road /Site driveway. Page 1 of 2 No Scale Patton Hams Rust Associates 2010 Build -out Volumes Signalized Intersection Site-drive w (C)c 2010 Build -out LOS Overall LOS =A(C) C(B) ranson Spring Road Memorandum To: VDOT Page 2 of 2 AM Peak Hour (PM Peak Hour) ',Svcragc)U'ail'}jf�ip" "sue AM Peak Hour (PM Peak Hour) Figure 1 2010 Build -out Traffic Conditions LOS Route 11 Site driveway Engineers Surveyors Planners Landscape Architects