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HomeMy WebLinkAbout01-07 Traffic Impact Analysis (2)The Preserve at Jordan Springs Located in: Frederick County, Virginia Prepared for: Drees Homes 5510 Cherokee Avenue Alexandria, VA 22312 Prepared by: Patton Harris Rust & Associates, pc Engneers. Surveyors, Planners. LcndsCcpe Architects. 10212 Governor Lane Boulevard Suite 1C07 Williamsport, Maryland 21795 s- - T 301 .223.4010 • F 301.223.6831 August 02, 2006 (Revised January 9, 2007) `'J iE I FEB 2 0 2007 1 OVERVIEW 44(1 Report Summary Patton Harris Rust & Associates, pc (PHR +A) has prepared this document to present the traffic impacts associated with the proposed Preserve at Jordan Springs development located along Jordan Springs Road, south of Old Charles Town Road, in Frederick County, Virginia. The proposed project is to include 365 single - family detached units, 120 apartment units, 120 townhouse units to the west of Jordan Springs Road and an additional 90,000 square foot office to the east of Jordan Springs Road. Access to the proposed development is provided via one (1) site - driveway to the west of Jordan Springs Road, one (1) site - driveway to the north of Woods Mill Road and one (1) site- driveway to the east of Jordan Springs Road. The proposed development will be built -out over two (2) transportation phases by the year 2010. Figure 1 is provided to illustrate the location of the Jordan Springs with respect to the surrounding roadway network. Phase 1 (2008) assumes partial build -out of the total proposed development with access provided via one (1) site - driveway along the west side of Jordan Springs Road and one (1) site - driveway to the north of Woods Mill Road. Phase 2 (2010) assumes the full build -out with access provided via one (1) site - driveway to the west of Jordan Springs Road, one (1) site - driveway to the north of Woods Mill Road and one (1) site - driveway to the east of Jordan Springs Road. Methodology The traffic impacts accompanying the Preserve at Jordan Springs development were obtained through a sequence of activities as the narratives that follow document: • Assessment of background traffic including other planned projects in the area of impact, • Calculation of trip generation for the Preserve at Jordan Springs, • Distribution and assignment of the Preserve at Jordan Springs generated trips onto the study area road network, • Analysis of capacity and level of service using the newest version of the highway capacity software, HCS +, for existing and future conditions. �1 January 9. '_007 P; oject Number- 11687 -1 -0 Page I No Scale Figure 1 Vicinity Map • The Preserve Jordan Springs in Frederick County, VA A Phe-ed T "�c lmortt A iab s a of she Preserve at Jordan ea Ja 9, '0 January 9, 2007 Project Number- 11637 -1 -0 Page 2 EXISTING CONDITIONS PHR +A conducted AM and PM peak hour manual turning movement counts at the intersections of US Route l I/ Old Charles Town Road, US Route 11/ Stephenson Road, Old Charles Town Road/ Stephenson Road, Jordan Springs Road/ Old Charles Town Road, Jordan Springs Road/ Morrison Road, Jordan Springs Road/ Monastery Ridge Road, Jordan Springs Road/ Woods Mill Road and Route 7/ Woods Mill Road. PHR +A established the ADT (Average Daily Traffic) 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 10% based on the Virginia Department of Transportation (VDOT) traffic count data. Figure 2 shows the existing ADT. and AM/PM peak hour traffic volumes at key locations throughout the study area. Figure 3 shows the respective existing lane geometry and AM/PM peak hour levels of service. All traffic count data and HCS+ levels of service worksheets are included in the Appendix section of this report. 4 Phased Trnffic LnpacF :{nn!vsis of the Preserve at Jordan 9, Junu ?007 ary 9. ?007 Project "'Umber- [4687- 1 -0 Paoe 3 L z oad �a\ E a' a a b y c+ 1 N tiz * ra �+ ' /? T� /„ 2 Ji� J T O "y %-1 67(49 0 4(2) A Figure 2 Existing Peak Hour Traffic Volumes A Pharec� 7"r�F !i ti.ct 4 inh nr o °the Preserve at Jordan 9. 2 0 0 ; h er- 1 9,'_00 Projec[ Humber- 1.63? -I -D ?ai 15(s) 6(20) y1i11 0 Driveway 41 11 aCn � 'A rYs n W 1 � s ¢ � oad m � ANI Peak Hour(PNI Peak Hour) Existing Peak Hour Traffic Volumes A Pharec� 7"r�F !i ti.ct 4 inh nr o °the Preserve at Jordan 9. 2 0 0 ; h er- 1 9,'_00 Projec[ Humber- 1.63? -I -D ?ai No Scale z' Ka Unsignalized Intersection old Charles TO ° looad 9 a� �o *(C)B1 Route] Currently tins is a 11 Monastery Ridge 6 Road Site S ITE Drive#f Site Qs Drivek3 SITE L� d Y n i w Y A F G Woods Mill Unsignalized Intersection Unsignalizcci Intersection XA)* p Morrison V Road --r 1-1;11- Figure 3 * Denotes Unsignalized Critical Movement ANI Peak Hour (PM Peak Hour) Existing Lane Geometry and Levels of Service Ursigoalized Intersection Uasignalized Intersection Unsimalized Intersection fi Q �t(�t)♦ 5 A Phased Traffic lmyneL4ne.LosCs oFt;te Preserve at.lortlmr 2 0 Fs laruary 9. 9.3007 Pio)ec[ Number - 1687 -1 -0 Page PHASE I TRAFFIC ANALYSES (2008) Phase 1 (2008) assumes partial build -out of the total proposed development with access provided via one (1) site - driveway along the west side of Jordan Springs Road and one (l) site - driveway to the north of Woods Mill Road. 2008 BACKGROUND CONDITIONS PHR +A increased the existing traffic volumes (Figure 2) along Route 11, Route 7, Jordan Springs Road, Old Charles Town Road and Woods Mill Road using a conservative growth rate of five percent (5 %) per year through Year 2008. Additionally, all trips relating to specific future "other developments" located within the vicinity of the proposed development were included. Based upon the 7` Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report PHR +A has provided Table 1 to summarize the calculated trips associated with each of the 2008 "other developments ". Figure 4 show the 2008 background ADT and AM /PM peak hour traffic volumes at key locations throughout the study area for roadway. Figure 5 shows the corresponding 2008 background lane geometry and AM /PM peak hour levels of service. HCS+ levels of service worksheets are provided in the Appendix section of this report. _ 4 Phased L�`"cI Un - r 1¢rlv the Pry - erne at Jorr v9.2 p7 fanu ary 9.'_007 Project Numb 1 -637- 1 -0 o,, 6 Table 1 2008 "Other Developments" Trip Generation Summary Code Land Use Amount ANI Peak Hour Pbl Peak Hour ADT In Out Total In Out Total Red -Bud Run 210 Single- Family Detached 300 units 55 165 219 182 107 288 3,000 Total 55 165 219 182 107 288 3,000 Toll Borthers- Eddy's Lane 210 Single- Family Detached 80 units 16 49 65 55 32 88 800 Total 16 49 65 55 32 88 800 Butcher Property 210 Single- Family Detached 65 units 14 41 55 46 27 73 650 Total 14 41 55 46 27 73 650 Fieldstone 210 Single - Family Detached 63 units 13 40 54 45 25 71 630 230 Townhouse 207 units 15 76 91 75 37 112 1,801 Total 29 116 145 120 62 183 2,431 Lambert -Ward Properly 210 Single - Family Detached 73 units 15 45 61 51 30 81 730 230 Townhouse /Condo 70 units 7 32 39 30 15 45 609 Total 22 78 99 81 45 126 1339 Abrams Pointe 210 Single - Family Detached 225 units 42 125 167 t40 82 222 2250 Total 42 125 167 140 82 222 2250 Brairwood 111 210 Single - Family Detached 69 units 14 43 58 48 28 77 690 Total 14 43 58 48 28 77 690 Charming Drive disc Dev. 210 Single - Family Detached 160 units 30 91 121 103 61 164 1,600 230 Townhouse /Condo 65 units 6 30 37 28 14 42 566 Total 37 121 158 131 74 206 2,166 Fieldstone Development 210 Single - Family Detached 63 units 13 40 54 45 26 71 630 230 Townhouse /Condo 207 units 16 77 92 73 36 109 1,801 Total 29 117 146 118 62 180 2,431 Haggerty Property 210 Single - Family Detached 128 units 25 74 99 84 50 134 1,280 230 Townhouse /Condo 176 units 14 67 81 64 32 96 1,531 Total 39 142 180 148 81 229 2.811 Orrick Paramount 251 Elderly Housing - Detach 75 units 8 14 22 24 16 40 424 252 Elderlv Housing - Attach 100 units 4 4 8 7 4 11 348 565 Day Care 6.000 SF 41 36 77 32 36 68 476 710 Office 25,000 SF 54 7 62 IS 89 107 459 820 Retail 30.200 SF 34 53 137 260 231 541 5.884 831 Pharmacy w/ DT 15.000 SF 23 17 4 0 63 66 129 1,322 912 Drive -in Bank 6.000 SF 41 33 74 137 137 274 1.351 932 H -T Restaurant 6.000 SF 36 33 69 40 26 66 763 932 H -T Restaurant 6.000 SF 36 33 69 40 26 66 763 Total 1 327 231 558 1 622 680 1.302 1 11.789 Includes Giles Farm. Toll Brothers. Coventry Court and miscellaneous residential at an ansurbiion rate of 30 unitslyear P — i a Phased Pra is fnwacl ¢al iu or the Preserve at Jordem Springs January 9. 2007 Project Number -1 J637- 1 -0 Patx° 7 Table 1 (Continued) 2008 "Other Developments Trip Generation Summary Code Land Use Amount AM Peak Hour PM Peak Hour ADT In Out Total In Out Total Clearbrook Property 120 GA Heavy Industrial 120,000 SF 54 7 61 3 20 23 l80 932 H -T Restaurant 8.000 SF 48 44 92 53 34 87 1,017 Total 102 52 153 56 54 110 1,197 Other Developments * 730 FEMA 330 employees 190 24 214 86 191 277 2.713 812 Building/Lumber Store 15,000 units 26 l3 39 33 37 70 639 Total 216 37 253 119 228 347 3,352 Stephenson Village ** 2t0 Single - Family Detached 429 units 77 232 - 310 255 144 399 4,290 220 Apartment 240 units 20 103 123 t00 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 "New Trip! 155 513 667 564 302 866 10,570 Sempeles Property * ** 130 Industrial Park 898,425 SF 459 101 559 154 580 734 5.204 820 Retail 73,500 SF 79 51 130 245 266 511 5,559 Total 538 152 689 399 846 1,245 10,763 Rutherford's Farm Ind. Park 815 Discount Store 127,000 SF 73 34 107 321 321 643 7,115 Total 1 73 34 107 1 321 321 643 7,115 Access to be provided via the proposed Rutherford Crossing site- driveway "* Assumed Phase 1 build -out for Year 2010 * ** Assumed 75% build -out for Year 2010 { Phased Traffic lrrwnct ,lirnl.sis of the Preserve ar for ar% 9, 2 PW�A Januuy 9. 2007 PF0JCCt tiumber- 146S7 -1 -0 Page 8 a 1� 0 oad I 4a , 19 Q H �I 7q(5 Mill Drive+ay #t t_ } A z d W � 6 (20) � } ti Road T V AM Peak Hour(PNI Peak Hour) U Figure 4 3008 Background Peak Hour Traffic Volumes A Phased Prn ffic lnipact Lini esis of the Preserve at Jordan 9 2 0 0 a JamI ary 9. ?007 Project Number- IA687 -1 -0 I IL Paec 9 Unsi,totined Intersection A iu Unsignalized Intersection q� Si allied. gn "suggested Q Unsignolaed Intersection Intersection Improvement" LOS =B(B), oad �l Unsignalized Intersection q� p� I S U-1. R Unsignalized w'= 7 .°, Intersection Intersection LOS_C(F) Woods Mill Road. 3 C(F) Si — v e w av ti! 1 Rome 7 � (E)C �. r Figure Unsignalized 5 Unsign Intersecti i Inters 7 A�) �p Morr At Road Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) 2008 Background Lane Geometry and Levels of Service A PAased Traffic Lamacr dnnhsis of die Preserve ctt Jordan Sorirhs January 9. - 1-0 Projec= NumoerJ 1637 -I-0 Paee LO Intersection Q p� I S U-1. R Unsignalized w'= 7 .°, Intersection Intersection LOS_C(F) Woods Mill Road. 3 C(F) Si — v e w av ti! 1 Rome 7 � (E)C �. r Figure Unsignalized 5 Unsign Intersecti i Inters 7 A�) �p Morr At Road Denotes Unsignalized Critical Movement AM Peak Hour (PM Peak Hour) 2008 Background Lane Geometry and Levels of Service A PAased Traffic Lamacr dnnhsis of die Preserve ctt Jordan Sorirhs January 9. - 1-0 Projec= NumoerJ 1637 -I-0 Paee LO PHASE 1 TRIP GENERATION The total trips produced by and attracted to the Preserve at Jordan Springs site were established using the 7 t Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report Table 2 summarizes the trip generation results for the proposed Jordan Springs development. Table 2 Proposed Developemnt: The Preserve at Jordan Springs - (Phase I) Trip Generation Summary Code Land Use Amount ANI In Peak Out Hour Total In PNI Peak Out Hour Total ADT 210 Single - Family Detached 140 units 27 81 107 91 54 145 1,400 220. Apartment 48 units 4 23 27 30 15 45 422 230 Townhouse /Condo 48 units 5 24 29 22 11 33 480 Total 36 127 163 143 79 223 2,302 PHASE 1 TRIP DISTRIBUTION AND TRIP ASSIGNMENT PHR +A utilized the trip distribution percentages shown in Figure 6 to assign the Jordan Springs trips (Table 2) throughout the study area roadway network. Figure 7 shows the corresponding development - generated AM/PM peak hour trips and ADT assignments. 2008 PHASE 1 BUILD -OUT CONDITIONS The Jordan Springs assigned trips (Figure 7) were added to the 2008 background traffic volumes (Figure 4) to obtain 2008 build -out conditions. Figure 8 provide the 2008 build -out ADT and AM /PM peak hour traffic volumes at key locations throughout the study area. Figure 9 shows the corresponding 2008 build -out 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. A Pna.ced Traffic lmvncr Anal sis of the Preserve at loi V 9. ' 0 07 January 9 -'007 Project Number - 14687 -I -0 Pact- I I No Scale 1 Figure 6 Trip Distribution Percentages P — a P' sed T a'`c In+poet 4naMf s of dze Preserve at Jordan Sorm Ianuary 9. 3007 Project Number -1- 1637 -1 -0 pa" 1 2 a� ens / 19 � J O� L �9S r8 Vl I 5 T J� a 6 v Siro `] o Driveway 4 (4 S)76 D AM Peak Hour(PM Peak Hour) t N f' 2 ( 7 ) Figure 7 Phase 1: 2008 Traffic Assignments P A Phnsed TmMe Impact Aaahsis of the Preserve a, Jordan Sorines January 9, 3007 Project Number! Page I 1 `/ 03d L S / gyp ' s � 2 ?rP F. °a a9 g 74 (54 ) 4 (2) 4 Site � o W oods � Dnvcway !fl 0.o ( .F hi�J W y (IU)S7� rJ IJIgJ iJ � t62 3( � Peak Figure 8 Phase 1: 2008 Buildout Peak Hour Traffic Volumes d Phased Trofflc lroact A na(vsis o`rhe Preserve _n JOHLIR sorinos JdtltltU% 9. 200 Project 1 i63i -! 0 Page i— { pha,ed 7rCy'`c Lnurct Artel a` otthe Preserve nclardm 9, t 0 Janu 0 January 9, Project Number - 14637 -1 -0 Pace IS 1 Unsignalized Intersection �L c k 4 No Scale d Road Ta`xn 6 ` r n Old Charles e�L P O q 1 d 10 n3a 0 o 5,,,1," ti Signalized "Suggested z Unsignalixed Intersection Intersection Improvement" Monastery Ridge Road LOS =C(B) 6 r�\ 6 ♦/ SITE Site Drive #I 7 SITE ai� Site DmeN3 n L' P a � 3 o e a J Unsignalized -n Intersection ? A v � �q� T o e a kh _ ' r Signalised "Suggested z Intersection Improvement" -. LOS =C(C) EB - 1 Left J Unsignalized WB- 17hru Intersection v ~° =CICl -it i J 4 Route7 4° 7 H re Jx (D)C---* ° aa 9 z' Intersection U- g Unsignalized 'so Inersection �.d 7 Gnsignalized Intersection 6 Unsignal'¢ed * Intersection 5 :,' Unsignalized Y Intersection s F Woods Mill is o AB)' J A(B)" 1 ry� L �3 C(F) i `(B)A� `- A' Site Dri,eway N JJ # ]]] 1 111 .� _VI°R160n r� Road " A 1 A°ote7 (E)D D * Denotes Unsignalized Critical Movement Pu� AM Peak Hour (PSI Peak Hour) Figure 9 Phase 1: 2008 Build -Out Lane Geometry and Levels of Service { pha,ed 7rCy'`c Lnurct Artel a` otthe Preserve nclardm 9, t 0 Janu 0 January 9, Project Number - 14637 -1 -0 Pace IS PHASE 2 TRAFFIC ANALYSES (2010) Phase 2 (2010) assumes the full build -out with access provided via one (1) site - driveway to the west of Jordan Springs Road, one (1) site - driveway to the north of Woods Mill Road and one (1) site - driveway to the east of Jordan Springs Road. 2010 BACKGROUND CONDITIONS PHR +A increased the existing traffic volumes (Figure 2) along Route 11, Route 7, Jordan Springs Road, Old Charles Town Road and Woods Mill Road using a conservative growth rate of five percent (d %) per year through Year 2010. Additionally, all trips relating to specific future "other developments" located within the vicinity of the proposed development were included. Based upon the 7` Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report PHR +A has provided Table 3 to summarize the calculated trips associated with each of the 2010 "other developments ". Figure 10 show the 2010 background ADT and AM/PM peak hour traffic volumes at key locations throughout the study area for roadway. Figure 11 shows the corresponding 2010 background lane geometry and AM /PM peak hour levels of service. HCS+ levels of service worksheets are provided in the Appendix section of this report. Phased Trm "ic Imncu .4;rnicss o.'rnz ?reserve a! Jor . r y 9. 20 P lxmiary 9. 2007 Prgject Nurabe:- 1'4637 -1 -0 Page 16 Table 3 2010 "Other Developments" Trip Generation Summary Code Land Use Amount Ahi Peak Hour PNI Peak Hour ADT In Out Total Id Out Total Red -Bud Run 210 Single- Family Detached 300 nails 55 165 219 182 107 288 3,000 Total 55 165 219 182 107 288 3,000 Toll Borthers- Eddy's Lane 210 Single - Family Detached 80 units 16 49 65 55 32 88 800 Total 16 49 65 55 32 88 800 Butcher Property 210 Single - Family Detached 65 units 14 41 55 46 27 73 650 Total 14 41 55 46 27 73 650 Fieldstone 210 Single - Family Detached 63 units 13 40 54 45 25 71 630 230 Townhouse 207 units 15 76 9l 75 37 112 1,801 Total 29 116 145 120 62 183 2,431 Lambert-Ward Property 210 Single - Family Detached 145 units 28 83 111 94 55 150 1,450 230 Townhouse /Condo 140 units 11 56 68 53 26 79 1,218 Total 39 139 179 147 82 229 2,668 Abrams Pointe 210 Single - Family Detached 225 units 42 1 167 140 82 222 2250 Total 42 125 167 140 82 222 2250 Brairwood HI 210 Single - Family Detached 69 units 14 43 58 48 28 77 690 Total 14 43 58 48 28 77 690 Churning Drive disc. Dev.- 210 Single- Family Detached 320 units 58 175 233 192 113 305 3.200 230 Townhouse /Condo 130 units 11 53 64 50 25 75 1,131 820 Retail 120,000 SF 107 68 175 339 367 706 7.645 Total 176 296 472 581 505 1,086 11,976 Fieldstone Development 210 Single - Family Detached 63 units 13 40 54 45 26 71 630 230 Townhouse /Condo 207 units 16 77 92 73 36 109 1,801 Total 29 117 146 118 62 180 2,431 Haggerty Property 2 10 Single- Family Detached 128 units 25 74 99 84 50 134 1,280 230 Townhouse /Condo 176 units 14 67 81 64 32 96 1,531 Total 39 142 180 148 81 229 2,811 Orrick Paramount 251 Elderly Housing - Detach 75 units 8 14 22 24 16 40 424 252 Elderly Housing - Attach 100 units 4 4 8 7 4 11 348 565 Day Care 6.000 SF 41 36 77 32 36 68 476 710 Office 25.000 SF 54 7 62 l8 89 107 459 820 Retail 80.200 SF 84 53 137 260 281 541 5,884 881 Pharmacy w/ DT 15.000 SF 23 17 40 63 66 129 1,322 912 Ddve -in Bank 6.000 SF 41 33 74 137 137 274 1,351 932 H -T Restaurant 6,000 SF 36 33 69 4 0 26 66 763 932 H -T Restaurant 6,000 SF 36 33 69 4 0 26 66 763 Total 1 327 231 558 622 680 1,302 11,789 Includes Giles Farm. Toll Brother,, Covemry Court and mince l lnneous residential ur an absorb(= rate of 30 rrutVyear J. Phased Tra,`;rc /n!o<st rL!aivsis or he Preserve a: Jordan Sarir!;s P"RA January 9. 1 007 Project Number- 14687 -1 -0 Pale 17 Table 3 (Continued) 2010 "Other Developments" Trip Generation Summary Code Land Use Amount AM Peak Hour PM Peak Hour ADT In Out Total 'In Out Total Clearbrook Property 120 GA Heavy Industrial 120,000 SF 54 7 61 3 20 23 180 932 H -T Restaurant 8,000 SF 48 44 92 53 34 87 1,017 Total 102 52 153 56 54 Ito 1,197 Other Developments * 730 FEb1A 350 employees 190 24 214 86 191 277 2.713 812 Building/Lumber Store 15,000 units 26 13 39 33 37 70 639 Total 216 37 253 119 228 347 3.352 Stephenson Village ** 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 "New Trip! 155 513 667 564 302 866 10,570 Sempeles Property * ** 130 Industrial Park 898,425 SF 459 101 559 154 580 734 5.204 820 Retail 73.500 SF 79 51 130 245 266 511 5.559 Total 538 152 689 399 846 1,245 10,763 Rutherford's Farm Ind. Park 130 Industrial Park 325.000 SF 210 46 256 61 231 _ 292 2,360 710 Office 245.842 SF 339 46 385 60 294 354 2,667 815 Discount Store 127.000 SF 73 34 107 321 321 643 7,115 862 Home lmpr. Superstore 117,000 SF 76 65 140 135 152 287 3,581 934 Fast Food w/ DT 4,800 SF 130 125 255 86 80 166 2.381 934 Fast Food w/ DT 4,500 SF 122 117 239 81 75 156 2,233 932 H -T Restaurant 5,500 SF 33 30 63 37 23 60 699 932 H -T Restaurant 5.500 SF 33 30 63 37 23 60 699 932 H -T Restaurant 5.500 SF 33 30 63 37 23 60 699 932 H -T Restaurant 5,500 SF 33 30 63 37 23 60 699 932 H -T Restaurant 7,200 SF 43 40 83 48 31 79 915 912 Drive -in Bank 4.100 SF 28 22 51 94 94 188 1,004 853 Conven. Mart w \pumps 4,500 SF 103 103 205 136 136 273 3,805 Total 1155 719 1.974 1,170 1,507 2,677 28,859 * Access to be provided via the proposed Rutherford Crossino site - driveway ** Assumed Phase I build -out for Year 2010 * ** Assumed 75% build-out for Year 2010 Phaser! Traffic /mpnC 'naly; is o`�lte P eserve or Jor . dan - 0 0 s latry 9, 9, 200i Project Numbrr- 14687 -I -b Pa 13 3 S , L ? / `6 �s 2 �8 Y = y N N" g..n Figure 10 2010 Background Peak Hour Traffic Volumes P i—J Y — 'i 3(5) Dnvewav Nl Y } Towp R Dlai A �1 l V a i I 6(20) �� Morz�son '� Road �T VN I VV � AM Peak Hour(PM Peak Hour) A Phased Trnfric 6noret dnaNsis o`the Preserve nt.7m dnn Sarin, January 9. 2007 Project Number -1- 637 -I -0 Page 19 ,{ Phased Traffic Imo Icf '1 nal,sis of tl e P'sse.ve rt Jordan 9. 2 PHRA Ja ❑u:>ry 9. ?007 Project Number- 116V -1 -0 I IL Pate 20 1 Unsignalized Signalized "Suggested Intersection Intersection Improvement" LOS =B(B) QF I CJY �a r d � VO Scale C J Town Road Old Charles °c 5 tioc Signalizedl; ^s ugges t e d S Unsignalized Intersection ;7 Intersection Improvement" LOS =B(C) 7 B(B)* Monastery Ridge Road SITESite Drivel ' SITE �. o % Dn_' #3 ] v Q� Q & o a k�C'h Pgd 8 a } `Gl - 'PO a� O r a J Unsignalized 5 Intersection S r �s n= / � 1 �11 r o d o 4' -pa e V , Signalized "Suggested Y Intersection Improvement" LOS =C(D) EB l Left S Unsigmlized WB I Thru Intersection 9 er�,vt „e - Route] F'z,( , °/. (D)c ��: 7 *yy __ i ■ T O O Roa,v v y Signalized 6 7 Unsignalized _ 6 S OnsignA d ,'. Intersection t= lose rsectinn ,a " 7 Intersection = LOS-C(F) v 1�. Woods, ill A _ _ BB)' ` 1 Rood. y _ 1 CIF) �� t' 1a t,s >GII I� goad '(B)B� y z Si O �weww 41 3 R ov ^ y Road ,r`o II 1 Route? (E)D a * Denotes Unsignalized Critical Movement PH T A AM Peak Hour (PM Peak Hour) Figure 11 2010 Background Lane Geometry and Levels of Service ,{ Phased Traffic Imo Icf '1 nal,sis of tl e P'sse.ve rt Jordan 9. 2 PHRA Ja ❑u:>ry 9. ?007 Project Number- 116V -1 -0 I IL Pate 20 PHASE 2 TRIP GENERATION The total trips produced by and attracted to the Preserve at Jordan Springs site were established using the 7 th Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report Table 4 summarizes the trip generation results for the proposed Jordan Springs development. Table 4 Proposed Developemnt: The Preserve at Jordan Springs - (Phase II) Trip Generation Summary Code Land Use Amount AM In Peak Out Hour Total. In PM Peak Out Hour Total ADT 210 Single- Family Detached 365 units 66 199 265 217 127 344 3,650 220 Apartment LO units 10 53 63 56 28 84 853 230 Townhouse/Condo 120 units l0 50 60 47 23 70 L200 710 Office 90.000 SF 152 21 172 31 149 130 1,230 Total 1 238 322 560 1 350 327 677 1 6,933 PHASE 2 TRIP DISTRIBUTION AND TRIP ASSIGNMENT PHR +A utilized the trip distribution percentages shown in Figure 6 to assign the Jordan Springs trips (Table 4) throughout the study area roadway network. Figure 12 shows the corresponding development- generated ANl /PNI peak hour trips and ADT assignments. 2010 PHASE 2 BUILD -OUT CONDITIONS The Jordan Springs assigned trips (Figure 13) were added to the 2010 background traffic volumes (Figure 10) to obtain 2010 build -out conditions. Figure 13 provide the 20tO build -out ADT and AM /PM peak hour traffic volumes at key locations throughout the study area. Figure 14 shows the corresponding 2010 build -out 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. A Phrased Traffic lnwaa _Linlesis o`the Preserve rat Jordan 9, 1 0 Ian 07 u:try 9, '_007 Project Number- 1 - 687 -1 -0 Paze 2 I Gi b� N b vc T �y Tpi_. !p S 9' 1 Figure 12 i y Phase 2: 2010 Traffic Assignments AP a'ed T�arFc lm ,g , -tnazvsi - o`the Prese Jordan Springs Ju t.uv 9. 2007 Project A'u no<r -Id6S7 I 0 Peat c_ %..13(97) D Sine �' 2 � t �� t 12(17) b eway P.iveway pg Driveway NL 1 b bbb blomson Roed (23)39-% i I S AM Peak Hour(PM Peak Hour) i y Phase 2: 2010 Traffic Assignments AP a'ed T�arFc lm ,g , -tnazvsi - o`the Prese Jordan Springs Ju t.uv 9. 2007 Project A'u no<r -Id6S7 I 0 Peat c_ b d hb 1 ti h �l L 1` 5 hh b lti t t b '01 � y \Y 81 (60) N x..13(97) t 7(52) Sue' Driveway 41 (107)1SI p r3(7 Driveway 4l (2 3)39 J s i V ' R. d AM Peak Hour(PNI Peak Hour) Figure 13 Phase 2: 2010 Buildout Peak Hour Traffic Volumes . � Phased l.n e Inmact .4nalcsis a`the Przrer:e at Jordan 9, 1 PhR-A 7 7anuary 9, ?007 Project Number - 11687 -f -0 Page 23 - A Phased Traffic lnmact.Aaab.sis of the Preserve at Jordan Sorin Janu;uy 9. ?007 P � q _ Prolecr N'umbcr- L163? -1-0 I A Page.?- _ If Unsiymalized -, Signalized "Suggested Intersection Intersection Improvement" LOS =C(( + d�� No Scale 3 Aoad \ C old Chad's Town aS � o� Unsignalized 5 y'vo Signalized. "Suggested Intersection ;y Intersection Improvement" LOS B(C) y B(B) alonastery Ridge Road - C1 O�CI SITE Sire Drive #1 SITE \ v p A Site Drive#3 C r ALP J �y n 8 1 o ao. J Un tersec i on n � t Intersection In m `J� - 7 i° (9)9 � O r o� w h °we B(C)' o Signalized, "Suggested °'^o, C \ ao, s IniersreLLon Improvement" x> J Unsignalized Le- LOS-C(D) EB - l Left . Will 1 Thou y ^ Intersection C x 4-w—, 9 B eryya Route / // e p ] 8 �eJ, (D)c 7 Roo ♦ °s g Signalized g Unsignalized 7 Unsi,ndiaM r� 6 Unsignalized S Unsignalized ce Intersection n Intersection Intersection �� Intersection 7 Intersection L05 =D(Fl �� Woods Mill ��A ' ''- x(C)* L Road. �. �ll A ° �3 C(F) 1111 � A N � I[ µ, W ds = 'lu *(C)B � � y Site DIIY2WdY MI � �� r( %4 Morrison Road Pj '� �' �P Route] F)D »la)� goad A * Denotes Unsignalized Critical Movement P�� AM Peak Hour (PNM Peak Hour) F Figure 14 Phase 2: 2010 Build -Out Lane Geometry and Levels of Service - A Phased Traffic lnmact.Aaab.sis of the Preserve at Jordan Sorin Janu;uy 9. ?007 P � q _ Prolecr N'umbcr- L163? -1-0 I A Page.?- CONCLUSION The traffic impacts associated with the proposed Preserve at Jordan Springs development are acceptable and manageable. Assuming the improvements shown in Figure 9 and Figure 14, all intersections, except the intersection of Route 7/ Woods Mill Road, will maintain levels of service to "C" or better during 2008 (Phase 1) and 2010 (Phase 2) background and build -out conditions. The intersection of Route 7/ Woods Mill Road, will maintain levels of service to °D" or better during 2008 (Phase 1) and 2010 (Phase 2) background and build -out conditions. The following reiterates the off -site roadway improvements recommended for each of the study area intersections: • Route 7 @ Woods Mill Road: In order to achieve acceptable levels of service, this intersection will require an additional east bound left turn lane and an additional westbound thru lane during 2008 (Phase 1) and 2010 (Phase 2) background and build -out conditions. • US Route 11 @ Stephenson Road: In order to achieve acceptable levels of service, this intersection will require traffic signalization during 2010 (Phase 2) background and build -out conditions. • US Route 11 @ Old Charles Town Road: In order to achieve acceptable levels of service, this intersection will require traffic signalization, two (2) westbound left -turn lanes as well as a northbound right -turn lane for 2008 (Phase 1) and 2010 (Phase 2). An additional westbound left -turn lane is required during 2010 (Phase 2) background and build -out conditions. This improvement is proffered by other developers. .l phased Trj c Inexact Analcsis xr "the Preserve at lordar. . 20 Jaou 7 azv 9. ?007 Project Number - 14637 -1 -0 Pate TWO -WAY STOP CONTROL SU MMARY General Information Isite Information A nalyst PHR +A Agency/Co. PHR +A" Date Performed 0712712006 A nalysis Time Period A M Peak Hour Movement 1 2 3 4 5 6 10 L T R L T R Volume (veh/ h R 42 4 1 32 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 44 4 1 33 0 Percent Heavy Vehicles 0 0.95 5 -- -- Median Type Undivided RT Channelized 0 0 0 0 Lanes 0 1 0 0 1 0 Configuration 0 TR LT 0 Upstream Si nal Percent Grade ( %) 0 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh/h) 3 15 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 3 0 15 Percent Heavy Vehicles 5 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I LR Delay, Queue Len th, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 1 18 C (m) (veh /h) 1540 996 c 0.00 0.02 95°% queue length 0.00 0.06 Control Delay (s /veh) 7.3 8.7 LOS A A A pproach Delay (s /veh) 8.7 Approach LOS A 7ooyrig: ^['9)2005Jmriersity or riorida. All ,giarls.R.eserved .4CS —'' Ve'stonSo Generated'. 2 /8/200/ d7jAbl I TWO -WAY STOP CONTROL SUMMARY General Information ISite Information A nalyst PHR +A Agency/Co. PHR +A Date Performed 0712712006 A nalysis Time Period PM Peak Hour irr1 Street: Volumes and y Ridge Road Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 76 3 12 48 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 80 3 12 50 0 Percent Heavy Vehicles 0 5 Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 1 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh/h) 5 8 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 5 0 8 Percent Heavy Vehicles 5 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh /h) 12 13 C (m) (veh /h) 1495 906 V/c 0.01 0.01 95% queue length 0.02 0.04 Control Delay (s /veh) 7.4 9.0 LOS A A Approach Delay (slveh) 9.0 Approach LOS - A Cooydgm 0 2005 University of ylodda, Ail Rights Reserved HG3. Version 5 2 Generated: 219/2207 8:53 AM TWO -WAY STOP CONTROL SUMMARY A nalyst PHR +A Agency/Co. PHR +A Date Performed 0712712006 A nalysis Time Period AM Peak Hour Year Period Vehicle Volumes and Adjustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R V olume veh/h) 51 6 8 28 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 53 6 8 29 0 Percent Heavy Vehicles 0 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh/h) 4 6 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 4 0 6 Percent Heavy Vehicles 5 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length,,, and Level of Service pproach Northbound Southbound Westbound Eastbound ,Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh /h) 8 10 C (m) (veh /h) 1526 952 v/c 0.01 0.01 95% queue length 0.02 0.03 Control Delay (s /veh) 74 8.8 LOS A A Approach Delay (s /veh) 8.8 Approach LOS A Copyogni X 2005 Jniversb of Ronca, Ail Rign's Pe served HC3 - 71.1 Verslon 3 2 Gecem;ed- Z /tl'2uu r n'os .vw nal st PHR enc /Co. PHR +A Date Performed 0712712006 nal sis Time Period PM Peak Hour Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh /h 76 8 15 53 T Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 80 8 15 55 0 Percent Heavy Vehicles 0 20 5 0.95 Median Type Undivided RT Channelized 0.95 0 0.95 Hourly Flow Rate, HFR veh /h 0 Lanes 0 1 0 0 1 0 Configuration 21 Percent Heavy Vehicles TR LT 0 0 Upstream Signal 0 0 0 Percent Grade ( %) Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh /h 7 20 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 7 0 21 Percent Heavy Vehicles 5 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Servide A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veh /h) 15 28 C (m) (veh /h) 1489 921 c 0.01 0.03 95% queue length 0.03 0.09 Control Delay (s /veh) 7.4 9.0 LOS A A Approach Delay (s /veh) 9.0 Approach LOS A TWO -WAY STOP CONTROL SUMMARY Site information +A 11 Intersection Gooyr,gni'E 2005 Unrrersty or rlorica -AU - iignrs Reserved .4,CS Vernon 5 .2 Genera!eo 2 %CreUOr e.o4 pm Information nalyst PHR enc /Co. PHR +A Date Performed 0712712006 nal sis Time Period M Peak Hour Project Description Jordan Springs Project TWO -WAY STOP CONTROL SUMMARY Site Inform +A Intersection urisdiction Cooyngn::D 2005 J. °,iversi:y a` Flontla, All P.Igms Reserved HCS — " Verslcr. 5.2 Genera :ee 2is2uui dos emi Project Description Jordan Springs Project East/West Street: Old Charles Town Road North /South Street: Jordan S irin s Road Intersection Orientation: North -South Stud 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 56 1 38 32 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 58 1 40 33 0 Percent Heavy Vehicles 0 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT U stream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh /h 4 67 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh/h 0 0 0 4 0 70 Percent Heavy Vehicles 5 0 0 5 0 5 'Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela , Queue Length, and Level of Service Approach Northbound Southbound Westbound -astbound Movement 1 4 7 8 9 10 11 12 Lane, Configuration LT LR v (veh /h) 40 74 C (m) (veh /h) 1526 986 V/c 0.03 0.08 95°%queue length 0.08 0.24 Control Delay (s /veh) 7.4 8.9 LOS A A Approach Delay (srveh) 8.9 Approach LOS A TWO -WAY STOP CONTROL SUMMARY Site Inform +A Intersection urisdiction Cooyngn::D 2005 J. °,iversi:y a` Flontla, All P.Igms Reserved HCS — " Verslcr. 5.2 Genera :ee 2is2uui dos emi i TWO -WAY STOP CONTROL SUMMARY General Information ISite Information Prefect Description Jordan Springs Pro ect EasUWest Street: Old Charles Town Road North /South Street: Jordan S irin s Road Intersection Orientation: North -South [ Study Period hrs : 0.25 Vehicle Volumes and Adjustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L Intersection Jordan Spiring &Old CharlesTown A nalyst PHR +A Agency/Co. PHR +A J urisdiction Frederick County, VA Date Performed 0712712006 A nalysis Year Existing Conditions nal sis Time Period PM Peak Hour 0.95 0.95 0.95 0.95 Prefect Description Jordan Springs Pro ect EasUWest Street: Old Charles Town Road North /South Street: Jordan S irin s Road Intersection Orientation: North -South [ Study Period hrs : 0.25 Vehicle Volumes and Adjustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 Cocvigm _ -'305 Unlverslb/ o. - 1crlCa. All ,Reams Reserved HCS -� r Yarvon 52 Generate¢ 213 2007 9:54 q,'yl L T I R L T R V olume veh/h) 94 2 80 66 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 98 2 84 69 0 Percent Heavy Vehicles 0 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 2 49 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 2 0 51 Percent Heavy Vehicles 5 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 84 53 C (m) (veh /h) 1474 930 c 0.06 0.06 95% queue length 0.18 0.18 Control Delay (s, /veh) 7.6 9.1 LOS A A Approach Delay (s /veh) 9.1 L Approach LOS - A Cocvigm _ -'305 Unlverslb/ o. - 1crlCa. All ,Reams Reserved HCS -� r Yarvon 52 Generate¢ 213 2007 9:54 q,'yl TWO -WAY STOP CONTROL SUMMARY General Information Site Info rmation A nalyst PHR +A ntersection Route 7& Woods Mill Road Agency/Co. PHR +A 5 urisdiction l Frederick County, VA Date Performed 0712712006 A nalysis Year Existin Conditions A nalysis Time Period A M Peak Hour V olume veh/h) 106 le Movement 1 2 3 4 5 6 L T R L T R V olume veh/h) 106 1123 776 10 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh /h) 111 1182 0 0 816 10 Percent Heavy Vehicles 5 -- -- 5 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R V olume (veh /h) 16 48 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h) 0 0 0 16 0 50 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th and. Level of Service A pproach Eastbound Westbound Northbound Southbound Movement - 1 4 7 8 9 .10 11 12 Lane Configuration L LR (veh /h) 111 66 C (m) (veh /h) 781 - 222 c 0.14 0.30 95% queue length 0.49 1.20 Control Delay (s /veh) 10.4 279 LOS B D A pproach Delay (s /'veh) 279 Approach LOS D Ccoyright© 2005 University of Plorida. All Rights Reserved .HCS " Version 5 2 cenera[ea: zinrzuur oa I TWO -WAY STOP CONTROL SUMMARY General Information ISite Information A nalyst PHR +A Intersection Route 7& Woods Mill Road Agency/Co. PHR +A J urisdictlon Frederick County, VA Date Performed 0712712006 A nalysis Year Existing Conditions A nalysis Time Period PM Peak Hour V olume veh/h) 110 IEasUWest Street: Route 7 (North /South Street: Woods Mill Road Movement 1 2 1 - 3 4 5 6 L T R L T R V olume veh/h) 110 805 1576 148 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh /h) 115 847 0 0 1658 155 Percent Heavy Vehicles 5 5 Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R V olume (veh /h) 30 64 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh /h) 0 0 0 31 0 67 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I LR Delay, Queue Length, and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L,4 (veh /h) 115 98 C (m) (veh /h) 323 47 c 0.36 2.09 95% queue length 1.56 10.04 Control Delay (s /veh) 22.2 688.3 LOS C F A pproach Delay (s /veh) 688.3 A pproach, LOS F Cooyrgnc ©2005 University o(Floriaa. All R.igr. s Reserved HCS,_'' Version 4 .2 Generated. 2/8,2007 8'.56 ABU Information A nalyst PHR+ Ag ency/Co. PHR +A Date Performed 0712712006 A nalysis Time Period M Peak Hour llntersection Orientation: I Vehicle Volumes and 11 &Old Charles ick County, VA a Conditions Movement 1 2 3 4 5 6 L T R L T R Volume veh /h) 228 53 9 323 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 240 55 9 340 0 Percent Heavy Vehicles 0 -- — 5 -- — Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Si nal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh /h 153 8 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 161 0 8 Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service ,Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh /h) 9 169 C (m) (veh /h) 1249 605 vlc 0.01 0.28 95% queue length 0.02 1.14 Control Delay (s /veh) 7.9 13.2' LOS A B Approach Delay (s, ✓eh) — 13.2 Approach LOS B TWO -WAY STOP CONTROL SUMMARY Site Inform A Intersection Capyrignt 0 2005 Unlv=_;sq of = lonca, All Rign.s Reserved h'CS -"ll Varsio^ 5.2 Generated 28,2007 3'. nal st PHR ,Agency/Co. PHR +A Date Permed rfo Time 0712712006 nal sis Period PM Peak Hour 11 &Old Project Description Jordan Springs Project t'West Street: Old Charles Town Road 1 North/South Street: Route 11 F nte ction Orientation: North -South I 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) 452 139 14 312 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 475 146 14 328 0 Percent Heavy Vehicles 0 5 Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 93 17 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 97 0 17 Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh /h) 14 114 C (m) (veh /h) 945 491 v/c 0.01 0.23 95°%queue length 0.05 0.89 Control Delay (s /veh) 8.9 14.5 LOS A B Approach Delay (s /veh) 14.5 Approach LOS B TWO -WAY STOP CONTROL SUMMARY S ite Information +A Intersection Cooyr;gnt Z� 2005 University 01 Finds Ail Rights Reserved - iCS 17 "' Version 5.2 Generated 21812007 8.53 Adh Cooyrign[© 2005 University o Florioa. All Rigrls Reserved 4CS.TM Version 5 .2 Ga,-erated. 2/3/2007 3 'S6AM TWO -WAY STOP CONTROL SUMMARY General Information Site Informati A nalyst PHR +A Intersection Route 11 & Step henson Road Agency/Co. PHR +A J urisdiction Frederick County, VA Date Performed 0712712006 A nalysis Year Existini Conditions A nalysis Time Period AM Peak Hour Project Description Jordan Springs Project East/West Street: Stephenson Road North /South Street Route 11 Intersection Orientation: North -South I 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) 205 31 51 303 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h) 0 215 32 53 318 0 Percent Heavy Vehicles 0 5 Median Type Two Way Left Turn Lane RT Channelized 0 T 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 1 1 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh /h) 29 30 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h) 0 0 0 30 0 31 Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 0 0 0 0 0 0 Configuration LR Delay, Queue Len th and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR veh /h) 53 61 C (m) (veh /h) 1302 659 c 0.04 0.09 95% queue length 0.13 0.30 Control Delay (s /veh) 7.9 11.0 LOS A B A pproach Delay (s'veh) 11.0 A pproach LOS — B Cooyrign[© 2005 University o Florioa. All Rigrls Reserved 4CS.TM Version 5 .2 Ga,-erated. 2/3/2007 3 'S6AM Capyriant© 2035 University or 9lor,da. All Rigors Reserved ,GS —TM Version 5.2 Generated'. 2/9;2007 3 .56 ANN TWO -WAY STOP CONTROL SUMMARY Gene Information Site Information A nalyst PHR +A Intersection Route 11 & Stephenson Road. Agency/Co.. PHR +A J urisdiction Frederick County, VA Date Performed 0712712006 A nalysis Year Existing Conditions A nalysis Time Period PM Peak Hour Project Description Jordan Springs Project East/West Street: Stephenson Road North /South Street: Route 11 Intersection Orientation: North - South ISludy 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) 415 54 59 267 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h) 0 436 56 62 281 0 Percent Heavy Vehicles 0 5 Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 59 79 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h) 0 0 0 62 0 83 Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 - 11 12 Lane Configuration LT LR (veh /h) 62 145 C (m) (veh /h) 1056 543 c 0.06 0.27 95% queue length 0.19 1.07 Control Delay (s /veh) 8.6 14.0 LOS A B pproach Delay (s /veh) 14.0 pproach LOS B Capyriant© 2035 University or 9lor,da. All Rigors Reserved ,GS —TM Version 5.2 Generated'. 2/9;2007 3 .56 ANN TWO -WAY STOP CONTROL SUMMARY General Information ISite Information A nalyst PHR +A Agency/Co. PHR +A. Date'Performed 0712712006 A nalysis Time Period AM Peak Hour Trel Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R V olume veh/h) 4 55 123 20 Peak -Hour Factor, PHI 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 4 57 0 0 129 21 Percent Heavy Vehicles 2 5 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) 55 4 Peak -Hour Factor. PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 57 0 4 Percent Heavy Vehicles 0 0 0 2 0 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I LR Delay, Queue Length, and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 4 61 C (m) (veh /h) 1431 788 c 0.00 0.08 95% queue length 0.01 0.25 Control Delay (s /veh) 75 10.0 LOS A A A pproach Delay (s/veh) 10.0 ooroach LOS A Cooyrigm 9 2005 Unlversiry o!; londa. All Rignrs Reserved ,4G3 Version 5.2 Gener_;ed: M %2007 8:55 TWO -WAY STOP CONTROL SUMMARY General Information Site Information nalyst PHR +A end /Co. PHR +A Date Performed 0712712006 nal sis Time Period PM Peak Hour anon &Old Cha Rd Ick Countv. VA Project Description Jordan Springs Pro ect East/West Street: Old Charles Town Road North /South Street: Intersection Orientation: East -West I Study Period hrs : 0.25 V ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 0 L T R L T R Volume veh /h 6 98 Southbound 79 64 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 6 103 0 0 83 67 Percent Heavy Vehicles 2 L 5 Median Type Undivided FIT Channelized 0 48 0 Lanes 0 1 0 0 1 0 Configuration LT 0.95 0.95 0.95 TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (ve /h 48 6 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 50 0 6 Percent Heavy Vehicles 0 0 0 2 0 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration i 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) 6 56 C (m) (veh /h) 1431 770 vlc 0.00 0.07 95% queue length 0.01 0.23 Control Delay (s /veh) 75 10.0 LOS A B Approach Delay (s /veh) 10.0 Aoo roach LOS -- -- B C3ow;gnD7 2005 Uriversq of Jlorlca. AN Rigrzs R.eservec ::CS - "" Version 3.2 Generated: 2/3'2007 8 :57 AM A nalyst Ag ency/Co. Date Performed A nalysis Time Period IRT Channelized Percent Heavy Vehicle Percent Grade ( %) Flared Approach Storage RT Channelized ration C (m) (veh /h) c 95% queue ler Control Delay LOS Approach De Approach LOS TWO -WAY STOP CONTROL SUMMARY Site Information �0 ©0� �000� goo ®o� 1:._d / I Cocyngn[ 0 2005 University o; Flarida. All Rights Reservea Version 5.2 Generated: 2/8/2007 8 .57 A,bI 1:._d / I Cocyngn[ 0 2005 University o; Flarida. All Rights Reservea Version 5.2 Generated: 2/8/2007 8 .57 A,bI C.O'right 'D 2005 University D. FIOr;C a, All Eigns Reseriea HCS —''" Y =rsior. 0 2 Genera[ea: 218120G7 3: qM TWO -WAY STOP CONTROL SUMMARY Gene Information Site Infor Intersection Woods Mill Rd &Old ChadesTown A nal y st PHR +A Ag enc y /Co. PHR +A J urisdiction Frederick County, VA Date Performed 0712712006 A nalysis Year Existing Conditions A nal y sis Time Period PM Peak Hour Project Description Jordan Springs Project EasUWest Street: Woods Mill Road North /South Street: Jordan S irin s Road Intersection Orientation: North -South I 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 V olume veh/h) 10 53 31 22 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 10 55 0 0 32 23 Percent Heavy Vehicles 5 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR U stream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 26 10 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 27 0 10 0 0 0 Percent Heavy Vehicles 5 0 5 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 10 37 C (m) (veh /h) 1531 901 c 0.01 0.04 95% queue length 0.02 0.13 Control Delay (s /veh) 74 9.2 LOS A A Approach Delay (s /veh) -- — 9.2 Approach LOS A C.O'right 'D 2005 University D. FIOr;C a, All Eigns Reseriea HCS —''" Y =rsior. 0 2 Genera[ea: 218120G7 3: qM HCS +' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 07126107 Time Period AM Peak Hour ntersection Route 11 & Old Charlestown Rd Area Type Allotherareas Jurisdiction Frederick County Analysis Year Con Background diitonss Project ID Jordan Springs Developemnt 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 1 1 Lane Group L R T R L T Volume, V (vph) 535 111 341 195 41 383 % Heavy Vehicles, %HV 5 5 5 5 5 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or Actuated (A) A A A A A A Start-up Lost Time. 11 2.0 2.0 2.0 12.0 2.0 2.0 Extension of Effective Green, e 1 2.0 2.0 2.0 12.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 3 Unit Extension, UE 3.0 13.0 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 11.000 1.000 1.000 1.000 11.000 Initial Unmet Demand, Qb 0.0 10.0 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, Na 0 0 0 0 0 0 Min. Time for Pedestrians, GP 1 3.2 3.2 3.2 Phasing WB Only 02 03 04 NS Perm 06 07 08 Timing G= 33.0 G= G= G= G= 55.0 G= G= G= Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB I NB SB LT TH I RT LT TH I RT LT TH RT LT TH RT Adjusted Flow Rate, v 563 117 359 205 43 403 Lane Group Capacity, c 1102 508 996 1538 493 996 v/c Ratio, X 0.51 0.23 0.36 0. t3 0.09 0.40 Total Green Ratio, g/C 0.33 0.33 0.55 1.00 0.55 0.55 Uniform Delay, d, 27.0 24.3 12.6 0.0 10.6 13.0 Progression Factor, PF 1.000 1.000 1.000 0.950 1.000 1.000 Delay Calibration, k 0.12 0.11 0.11 0.11 0.11 0.11 Incremental Delay, d 0.4 0.2 0.2 0.0 0.1 0.3 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 274 24.5 12.9 0.0 10.7 13.3 Lane Group LOS C C B A 8 B Approach Delay 2 ".9 8 .2 13.0 Approach LOS I I C I A I B Intersection Delay I 170 I X = 0.44 I Intersection LOS I B Copyright © 2005 University of Florida, M Rights Reserved HCS + Version 5.2 Generated: 2/8/2007 858 AM HCS + DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 07126107 Time Period PM Peak Hour ntersection Route 11 & Old Charlestown Rd Area Type All other areas Jurisdiction Frederick County Analysis Year 2008 Background Condiitons Project ID Jordan Springs Developemnt 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 1 1 Lane Group L R T R L T Volume, V (vph) 373 79 612 592 128 501 % Heavy Vehicles, %HV 5 5 5 5 5 5 Peak -Hour Factor, PHF 0.95 10.95 0.95 10.95 0.95 0.95 Pretimed (P) or Actuated (A) A I A A I A A A Start -up Lost Time, Ii 2.0 12.0 2.0 12.0 2.0 2.0 Extension of Effective Green, e 2.0 12.0 2.0 12.0 2.0 2.0 Arrival Type, AT 3 1 3 3 1 3 3 3 Unit Extension, UE 3.0 3.0 3.0 13.0 3.0 3.0 Filtering /Metering, 1 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qt 1 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 1 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 1 1 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing WB Only 1 02 03 04 SB Only NS Perm 07 08 G= 34.0 1 G= G= G= G= 9.0 G= 55.0 G JG= Timing Y= 6 1Y= Y= 1Y= ly= 0 Y= 6 IY= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 110.0 Lane Group Capacity. Control Delay, and LOS Determination EB I WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 393 83 644 623 135 527 Lane Group Capacity, c 1032 685 905 1328 310 1053 v/c Ratio, X 0.38 0.12 0.71 0.47 0.44 0.50 Total Green Ratio, g/C 0.31 0.45 0.50 0.86 0.58 0.58 Uniform Delay, d, 29.8 17.9 21.3 1.7 15.6 13.6 Progression Factor, PF 1.000 1.000 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, 0.2 0.1 2.6 0.3 1.0 0.4 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 Control Delay 30.0 18.0 24.0 t2O 6.6 3.9 Lane Group LOS C B C B B Appr oach Delay 27.9 Approach LOS I I C I 8 1 6 I Intersection Delay I 1 I X = 0.66 I Intersection LOS I 8 Copyright © 2005 University of Florida, All Rights Reserved HCS + Version 5 .2 Generated. 2/8/2007 8:59 AM TWO -WAY STOP. CONTROL SU MM A RY General Information ISite Information A nalyst PHR +A I Intersection R Road enc /Co. PHR +A Southbound Frederick County, VA Date Performed 0711712006 A nalysis Y nal sis Year 2008 Back round Condiitons A nalysis Time Period M Peak Hour L Project Description Jordan Springs Project East/West Street: Morrison Road North /South Street: Jordan S irin s Road Intersection Orientation: North -South Stud Period hrs : 125 ehicle Volumes and Adjustments Ma Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R V olume veh/h) 79 6 8 111 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh/h 0 83 6 8 116 0 Percent Heavy Vehicles 0 5 Median Type Undivided RT Channelized 0 0 0 1 0 0 1 0 1 Lanes Configuration TR LT LIpstream Si nal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh/h) 4 6 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 4 0 6 Percent Heavy Vehicles 5 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 8 10 C (m) (vehlh) 1488 871 vlc 0.01 0.01 95% queue length 0.02 0.03 Control Delay (s /veh) 7.4 9.2 LOS A A Approach Delay (s /veh) 9.2 Approach LOS A Gocyr,gnt 0 2005 University of Flmiaa, All Rigors Reserved 4GS.' �" W- -rsion 5 .2 Gederatec- 218%2U0/ tl n. Analyst PHR+ Ag ency/Co. PHR+ Date Performed 0712712006 A nalysis Time Period PM Peak Hour ALI Movement 1 2 3 4 5 6 L L T R L T R Volume veh /h 195 8. 15 133 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 205 8 15 140 0 Percent Heavy Vehicles 0 0 5 7 0 Median Type Undivided RT Channelized 5 0 0 0 Lanes 0 1 0 0 i 0 Configuration TR LT 0 Upstream Signal 0 N 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 Control Delay (s /veh) 7.7 9.9 LOS A A Approach Delay (s /veh) 9.9 Approach LOS A TWO -WAY STOP CONTROL SUMMARY Site Information A Intersection A Jurisdiction Coayogr[ D 2005 Jriversily or Florida, All Rights Beservea 4CS +T' Version 52 Generates 218,2007 3 :59 AM L T R L T R 'V olume veh /h 7 20 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 7 0 21 Percent Heavy Vehicles 5 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela , Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 15 28 C (m) (veh /h) 1340 758 c 0.01 0.04 95% queue length 0.03 0.11 Control Delay (s /veh) 7.7 9.9 LOS A A Approach Delay (s /veh) 9.9 Approach LOS A TWO -WAY STOP CONTROL SUMMARY Site Information A Intersection A Jurisdiction Coayogr[ D 2005 Jriversily or Florida, All Rights Beservea 4CS +T' Version 52 Generates 218,2007 3 :59 AM TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Agency/Co. PHR +A Date Performed 0712712006 A nalysis Time Period A M Peak Hour Project Description Jordan Springs Project EasdWest Street: Old Charles Town Road North /South Street Jordan S irin s Road Intersection Orientation: North -South Stud Period htsl: 0.25 V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R V olume veh/h) 84 1 42 115 Peak -Hour Factor, PHF. 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 88 1 44 121 0 Percent Heavy Vehicles 0 2 Median Type Undivided RT Channelized 0 1 0 Lanes 0 1 1 0 0 1 1 0 Configuration TR LT , Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 4 74 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh/h 0 0 0 4 0 77 Percent Heavy Vehicles 5 0 0 2 0 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 0 0 0 0 0 0 Configuration 1 LR Dela , Queue Length and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v ( veh /h) 44 81 C (m) (veh /h) 1506 949 V/c 0.03 0.09 95% queue length 0.09 0.28 Control Delay (s /veh) 7.5 9.1 LOS A A Approach Delay (s;veh) 9.1 Approach LOS A Cooyrig:ni © 2005 University of Flanda. All Righ[s Reserved .4CS + -tii Version o2 Ge^e:ared: 2/8/2007 8 .59 A nalyst PHR Agency/Co. PHR Date Performed 0711712006 A nalysis Time Period PM Peak Hour llntersection Orientation: North -South (Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 11 L T R L T R V olume veh /h 215 2 88 147 92 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh/h 0 226 2 92 154 0 Percent Heavy Vehicles 0 0.07 2 0.07 Median Type Undivided RT Channelized 95% queue length 0 0.24 0 Lanes 0 1 0 0 1 0 Configuration TR LT LOS U stream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh /h 2 54 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR ueh/h 0 0 0 2 0 56 Percent Heavy Vehicles 5 0 0 2 0 2' Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Delay, Queue Len th, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 92 58 C (m) (veh /h) 1340 790 c 0.07 0.07 95% queue length 0.22 0.24 Control Delay (s /veh) 7.9 9.9 LOS A A A pproach Delay (s /veh) 9.9 Approach LOS - - -- A TWO -WAY STOP CONTROL SUMMARY Site In formation +A Intersection +A urisdiction Cooyngn: © 2005 University of Flonca. 411 Pign;s Reserved HCS� % Version 52 Generated: '2/8/2007 9 00 Abl HCS +'" DETAILED REPORT General Information Site Information. Analyst PHR +A Agency or Co. PHR +A Date Performed 0712712006 Time Period AM Peak Hour Intersection Route 7 & Woods Mill Rd Area Type All other areas Jurisdiction Frederick County, VA 2008. Background Condiitons Analysis Year Project ID Jordan Springs Development Volume and Timinq Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 1 1 1 Lane Group L T R L R Volume, V (vph) 158 1103 47 139 176 % Heavy Vehicles, %HV 0 5 2 0 2 Peak -Hour Factor, PHF 0.90 0.95 0.95 0.90 10.95 Pretimed (P) or Actuated (A) A A A A I A Start-up Lost Time, li 2.0 2.0 2.0 2.0 12,0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 12.0 Arrival Type, AT 3 3 3 3 1 3 Unit Extension, UE 3.0 13.0 3.0 3.0 13.0 Filtering /Metering, I 1.000 11.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 0.0 0.0 10.0 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 Parking / Grade / Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Na 0 0 0 0 0 Min. Time for Pedestrians, Gp 1 3.2 3.2 3.2 Phasing I EB Only I WB Only 1 03 1 04 SB Only 06 07 OS Timing G= 17.0 G= 48.0 G= G= G= 17.0 G= G= G= Y= 6 Y= 6 Y= Y IY= 6 Y= ly= ly= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Dela , and LOS Determination EB WB NB SB LT J TH RT I LT I TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 176 1 1161 49 154 185 Lane Group Capacity, c 307 1654 1124 307 269 v/c Ratio, X 0.57 0.70 0.04 0.50 0.69 Total Green Ratio, g/C 0.17 0.48 0.71 0.17 0.17 Uniform Delay, d 38.2 20.4 4.3 37.7 139.0 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.17 0.27 0.11 0.11 0.26 Incremental Delay, d 2.6 1.4 0.0 1.3 7.2 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 Control Delay 40.8 21.7 4.4 39.0 40.2 Lane Group LOS D C A D D Approach Delay 40.8 21.0 42.9 .Approach LOS D C D Intersection Delay I 274 I X� = 0.67 I Intersection LOS I C Copyright © 2005 University of Florida, All Rights Reserved HCS + Version 5 .2 Generated: 2/8/2007 9:00 AM HCS +'° DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0712712006 Time Period PM Peak Hour Intersection . Route 7 & Woods Mill Rd Area Type All other areas Jurisdiction Frederick County, VA 2008 Background Condiitons Analysis Year Project ID Jordan Springs Development Volume and Timing Input EB WEI NB SB LT TH RT LT TH RT LT I.TH I RT LT TH RT Number of Lanes, Ni 1 2 1 1 1 Lane Group L T R L R Volume, V (vph) 257 2148 320 134 151 % Heavy Vehicles, %HV 0 5 2 0 2 Peak -Hour Factor, PHF 0.90 0.95 0.95 0.90 0.95 Pretimed (P) or Actuated (A) A A A A A Start-up Lost Time, Ii 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 1 12.0 Arrival Type, AT 3 3 3 3 1 1 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 1.000 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 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 Min. Time for Pedestrians, Gp 1 3.2 3.2 Phasing EB Only WB Only 03 04 SB Only 06 07 08 Timing G= 16.0 G= 68.0 G= G= G= 10.0 G = G= G= Y= 6 Y= 6 Y= Y= Y= 6 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 112.0 Lane Group Capacity, Control De la , and LOS Determination EB I WB NB SB LT TH RT LT TH RT I LT TH RT LT I TH I RT Adjusted Flow Rate, v 286 2261 337 149 159 Lane Group Capacity, c 258 2092 1187 161 141 v/c Ratio, X 1.11 1.08 0.28 0.93 1.13 Total Green Ratio, g/C 0.14 0.61 0.75 0.09 0.09 Uniform Delay, d 48.0 22.0 4.4 50.6 51.0 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.50 0.50 0.11 0.44 0.50 Incremental Delay, d 88.3 45.5 0.1 49.5 1142 Initial Queue Delay, d 0.0 0.0 0.0 0.0 1 10.0 Control Delay 136.3 67.5 4.6 100.2 165.2 Lane Group LOS F E A F F Approach Delay 136.3 59.4 133.7 Approach LOS F E F Intersection Delay 73.4 I X = 1.09 Intersection LOS E Copyright © 2005 University of Florida, All Rights Reserved HCS,TM Version 5.2 Generated: 2/812007 9 .00 AM HCS + DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0712712006 Time Period AM Peak Hour Intersection Route 7 & Woods Mill Rd . Area Type All other areas Jurisdiction Frederick County, VA 2008 Background Condiitons Analysis Year Project ID Jordan Springs Development 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 2 3 1 1 1 Lane Group L T R L R Volume,.V (vph) 158 1103 47 139 176 % Heavy Vehicles, %HV 0 5 2 0 2 Peak -Hour Factor, PHF 0.90 0.95 0.95 0.90 0.95 Pretimed (P) or Actuated (A) A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 12.0 2.0 2.0 Arrival Type, AT 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 1 13.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 1 11.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 10.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 1 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 1 3.2 3.2 3.2 Phasing I EB Only I WB Only 03 04 SB Only 06 07 08 Timing G= 18.0 1 G= 35.0 G= G JG= 19.0 G= G= G= Y= 6 IY= 6 Y= Y= IY= 6 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Ca acit , Control Dela , and LOS Determination EB I WB NB SB LT TH RT LT I TH I RT LT TH I RT LT TH RT Adjusted Flow Rate, v 176 1161 1 49 154 185 Lane Group Capacity, c 701 1917 1055 381 334 v/c Ratio, X 0.25 0.61 0.05 0.40 0.55 Total Green Ratio, g/C 0.20 0.39 0.67 0.21 0.21 Uniform Delay, d 30.3 22.0 5.2 30.6 131.7 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.19 0.11 0.11 0.15 Incremental Delay, d 02 0.6 0.0 0.7 1 2.0 Initial Queue Delay. d 0.0 0.0 10,0 0.0 10.0 Control Delay 30.5 22.5 5.2 31.3 33.7 Lane Group LOS C C A C C Approach Delay 30,5 21.8 32,6 Approach LOS C C C Intersection Delay I 24.8 I X� = 0.50 I Intersection LOS I C Copyright 9 2005 University of Florida, All Rights Reserved HCS +TM Version 5.2 Generated: 2/8/2007 9 :00 AM HCS + DETAILED REPORT General Information Site Inform Analyst PHR +A Agency or Co. PHR +A Date Performed 0712712006 Time Period PM Peak Hour Intersection Route 7 & Woods Mill Rd Area Type All other areas ,jurisdiction Frederick County, VA 2008 Background Condiitons Analysis Year Project ID Jordan Springs Development Sugge sted Im rovement 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 3 1 1 1 Lane Group L T R L R Volume, V (vph) 257 2148 320 134 151 % Heavy Vehicles, %HV 0 5 2 0 2 Peak -Hour Factor, PHF 0.90 0.95 0.95 0.90 10.95 Pretimed (P) or Actuated (A) A A A A A Start-up Lost Time, Ii 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 12.0 Arrival Type, AT 3 3 3 3 1 3 Unit Extension, UE 3.0 13.0 3.0 3.0 13.0 Filtering /Metering, 1 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 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 Min. Time for Pedestrians, Gp 32 3.2 3.2 Phasing EB Only WB Only 03 04 SB Only 06 07 08 Timing G= 18.0 G= 46.0 G= G= G= 15.0 G= G= G= Y= 6 Y= 6 Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 97.0 Lane ' Group Capacity, Control Dela , and LOS Determination EB I WB I NB SB LT TH RT LT TH I RT I LT TH RT LT TH RT Adjusted Flow Rate, v 286 2261 337 149 159 Lane Group Capacity, c 650 2337 1093 279 245 v/c Ratio, X 0.44 0.97 0.31 0.53 0.65 Total Green Ratio, g/C 0.19 0.47 0.69 0.15 0.15 Uniform Delay, d 35.0 24.8 5.9 37.8 38.5 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.47 0.11 0.14 0.23 Incremental Delay, d 0.5 12.0 0.2 2.0 5.9 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 Control Delay 35.5 36.7 6.1 39.8 44.4 Lane Group LOS D D A D D Approach Delay 35.5 32.8 42.2 Approach LOS D C D i Intersection Delay I 33.9 I X = 9.79 I Intersection LOS ( C Copyright 0 2005 University of Florida, All Rights Reserved HCS +n Version 5.2 Generated: 2/8/2007 9.00 AM TWO -WAY STOP CONTROL SUMMARY Site Informa [A nalyst PHR +A enc /Co. PHR +A Date Performed 0711712006 nal sis Time Period M Peak Hour ,Intersection urisdiction . nal sis Year 1I& Old Charle Eck County. VA Movement Project Description Jordan Springs Project East/West Street: Old Charles Town Road North /South Street: Route 11 Intersection Orientation: North -South I Study Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 Southbound L T R L T R Volume veh/h) 0.95 341 195 41 383 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 358 205 43 403 0 Percent Heavy Vehicles 0 N 5 N 483 Median Type Two Way Left Turn Lane RT Channelized v/c 0 0.04 FIT Channelized , 0 Lanes 0 1 0 0 1 0 Configuration 32.37 TR LT Control Delay (s /veh) - Upstream Signal 8.8 0 218.0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 Configuration L T R L T R V olume veh/h) ,Approach Northbound Southbound 535 Eastbound 111 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 563 0 116 Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N 994 N 483 Storage 0 v/c 0 0.04 FIT Channelized , 1.41 0 0 Lanes 1 0 0 0 0 0 0 Configuration I LR Delay, Queue Le ngth, and Level of Service ,Approach Northbound Southbound Westbound Eastbound '.Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veh /h) 43 679 C (m) (veh /h) 994 483 v/c 0.04 1.41 95% queue length 0.14 32.37 Control Delay (s /veh) - 8.8 218.0 LOS A F Approach Delay (s /veh) 218.0 Approach LOS F Cooyrign.© 2005 Universav of Florida. All Rigns ,Reserved 4CS + sM Version 5.2 Generaled. 2/620U1 sv 1 ;+mi nal st PHR+ enc /Co. PHR+ Date Performed 0712712006 nal sis Time Period PM Peak Hour 1 llntersection Orientation: North -South IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 G33yrigN9 2005 University of ,9orida, All Rigrr.s Reserved TWO -WAY STOP CONTROL SUMMARY Site Information A Intersection A urisdiction ,HCS +T' Version 3 .2 Generates 218/2007 9 -01 AM L T R L T R Volume veh /h 612 592 128 501 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HF R veh /h 0 644 623 134 527 0 Percent Heavy Vehicles 0 -- -- 5 -- Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes o 1 0 0 1 0 Configuration TR LT U stream Si nal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh /h 383 79 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 403 0 83 Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh/h) 134 486 C (m) (veh /h) 538 232 c 0.25 2.09 95% queue length 0.98 36.71 Control Delay (s /veh) 13.9 541.3 LOS B F A pproach Delay (s /veh) — — 541.3 pproach LOS F G33yrigN9 2005 University of ,9orida, All Rigrr.s Reserved TWO -WAY STOP CONTROL SUMMARY Site Information A Intersection A urisdiction ,HCS +T' Version 3 .2 Generates 218/2007 9 -01 AM Cooyrigh, Ov 2005 University of Florida. All Rights Reserved HCS+ - ' V Version 5 .2 Generated: 202007 9 .01 AM TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Intersection - Route 11 & Step henson Road Agency/Co. PHR +A J urisdiction lFrederick County, VA Date Performed 0712712006 A nalysis Year 2008 Back round Condiltons A nalysis Time Period 16M Peak Hour Project Description Jordan Springs Project East/West Street: Stephenson Road North /South Street: Route 11 Intersection Orientation: North -South I Study Period hrs ; 0.25 V ehicle Volumes and Adjustments Major Street Northbound I Southbound Movement 1 2 3 1 4 5 6 L T R L T R Volume veh/h) 413 31 51 387 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h) 0 434 32 53 407 0 Percent Heavy Vehicles 0 -- -- 5 _ -- Median Type Two Way Left Turn Lane FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 1 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume (veh /h) 29 30 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h) 0 0 0 30 0 31 Percent Heavy Vehicles 0 0 0 5 1 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay Queue Length, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 53 61 C (m) (veh /h) 1080 476 c 0.05 0.13 95% queue length 0.15 0.44 Control Delay (s /veh) 8.5 13.7 LOS A B A pproach Delay (s /veh) - - 13.7 A pproach LOS B Cooyrigh, Ov 2005 University of Florida. All Rights Reserved HCS+ - ' V Version 5 .2 Generated: 202007 9 .01 AM Cmw gnt © 2005 Universh9 of : Icr!da, All Rlgnfs Reservec NCS_TV Version 2 Generated. 2/312007 9:01 A,VI TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Intersection Route 11 & Stephenson Road Agency/Co. PHR +A J urisdiction Frederick County, VA Date Performed 0712712006 A nalysis Year 2008 Back round Condiitons A nalysis Time Period PM Peak Hour Pro ect Des cri tion Jordan Springs Project Ea Street: Stephenson Road - North /South Street: Route 11 rs s'/West Inteection Orientation: North -South I 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) 626 54 59 559 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh /h) 0 658 56 62 588 0 Percent Heavy Vehicles 0 5 Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuran tio TR LT U str ream Si nal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 59 79 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h) 0 0 D 62 0 83 Percent Heavy Vehicles 0 0 0 1 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration i LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 62 145 C (m) (veh /h) 872 350 c 0.07 0.41 95% queue length 0.23 1.97 Control Delay (s /veh) 9.4 22.4 LOS A C Approach Delay (s /veh) 22.4 A pproach LOS C Cmw gnt © 2005 Universh9 of : Icr!da, All Rlgnfs Reservec NCS_TV Version 2 Generated. 2/312007 9:01 A,VI TWO -WAY STOP CONTROL SU MMARY QPnaral Infnrmatinn Site Information A nalyst PHR +A Agency/Co. PHR +A Date Performed 0712712006 A nalysis Time Period A M Peak Hour Project Description Jordan Springs Project East/West Street: Old Charles Town Road North /South Street: Step henson Road Intersection Orientation: East -West ] Study Period hrsi: 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R V olume veh /h 4 141 158 20 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate HFR veh /h 4 148 0 0 166 21 Percent Heavy Vehicles 2 0 0 5 57 0 Median Type Undivided RT Channelized Percent Heavy Vehicles I 0 0 0 0 i ---- n I t I n I 0 I 1 1 0 Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 55 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 57 0 4 Percent Heavy Vehicles 0 0 0 2 0 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration . LT LR (veh /h) 4 61 C (m) (veh /h) 1387 671 c 0.00 0.09 95% queue length . 0.01 0.30 Control Delay (s/veh) 7.6 10.9 LOS A B ,A pproach Delay (s /veh) - 10.9 pproach LOS - B Cooyr:gnt0 2005 University of Florda. All Rlgh[s Reserved HCS- "" Ve,sion a2 oener=_ceo: Copy:igCa©2005 Unlve; siry of Rorvoa, All ?,lgh[s Reserved yC3 -Tmi Version 52 Cenara[ed 2181 2007 9:02 pibi TWO -WAY STOP CONTROL SUMMARY General Information Time Period P Site Information Intersection Stephenson &Old Charles Town Rd naf st PHR +A g enc y /co. PHR +A J urisdiction Frederick County, VA Date Performed A nal y sis 0712712006 A nalysis Year 2008 Background Condiitons Project Description Jordan's rings Project Eas"West Street: Old Charles Town Road North /South Street: Stephenson Road Intersection Orientation: East -West Stud 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 6 182 198 64 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 6 191 0 0 208 67 Percent Heavy Vehicles 2 5 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 48 6 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /'n 0 0 0 50 0 6 Percent Heavy Vehicles 0 0 0 2 0 - 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 6 56 C (m) (veh /h) 1288 586 c 0.00 0.10 95% queue length 0.01 0.32 Control Delay (s /veh) 7.8 11.8 LOS A B A pproach Delay (s /veh) -- -- 11.8 ooroach LOS 13 Copy:igCa©2005 Unlve; siry of Rorvoa, All ?,lgh[s Reserved yC3 -Tmi Version 52 Cenara[ed 2181 2007 9:02 pibi Time Period P PM Peak Hour 2007 9:02 pibi TWO -WAY STOP CONTROL SUMMARY LGeneral Information Site Information A nalyst PHR +A Intersection �Vvvu' "I'll r'V Charles Agency/Co. PHR +A J urisdiction Frederick County, VA Date Performed 712612006 A nalysis Year 2008 Background Condi A nalysis Time Period A M Peak Hour 4 5 Minor Street Project Description Jordan Springs Project EasVWest Street: Woods Mill Road North /South Street: Jordan S irin s Road Intersection Orientation: North -South Stud Period hrs : 0.25 V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 11 L T R L T R V olume (veh/ h 8 41 T 21 96 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 8 43 0 0 22 101 Percent Heavy Vehicles 5 -- - 5 33 Median Type Undivided RT Channelized 0 0 0 1 1 1 0 Lanes 0 1 0 0 1 0 r.nnfini ratinn I T 0 TR Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh/h) 32 2 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 33 0 2 0 0 0 Percent Heavy Vehicles 5 0 5 1 5 0 5 ,Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh /h) 8 35 C (m) (veh /h) 1446 858 vlc 0.01 0.04 95% queue length 0.02 0.13 Control Delay (s /veh) 7.5 9.4 LOS A A Approach Delay (s /veh) 9.4 Approach LOS A Cooyrigt: J 2005 University of 9orica, All Rignts Reserved ,4CS + ' Version 5.2 C_,nerated 2/3/2007 9 - 02 ABM A nalyst PHR Ag ency/Co. PHR Date Performed 712612006 A nalysis Time Period PM Peak Hour Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R V olume veh /h 10 58 34 96- Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 10 61 0 0 35 101 Percent Heavy Vehicles 5 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT 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 137 10 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 144 0 10 0 0 0 Percent Heavy Vehicles 5 0 5 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 10 154 C (m) (veh /h) 1430 819 c 0.01 0.19 95% queue length 0.02 0.69 Control Delay (s /veh) 7.5 10.4 LOS A 8 Apprcach Delay (s /veh) 10.4 pprcach LOS 8 C ooyngr =. 2005 Jn,versay or Florida, Al[ Righ[s Reservea TWO -WAY STOP CONTROL SUMMARY Site information +A Intersection +A urisdiction HCS -- Version 5.2 Generat=ed. 2/8,2007 9 .02 %M HCS +' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR ±A Date Performed 07126107 Time Period AM Peak Hour Intersection Route 11 & Old Charlestown Rd Area Type All other areas Jurisdiction Frederick County Analysis Year 2008 Build -out Conditions Project ID Jordan Springs Developemnt 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 T R L T Volume, V (vph) 580 124 341 208 44 383 % Heavy Vehicles, %HV 5 5 5 5. 5 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 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 1 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, I 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 1 112-0 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, Ns 0 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing WB Only 02 03 04 NS Perm 06 07 08 Timing G= 36.0 1 Y= G= G= 3= G= 42.0 G= G= 1 Y= G= 6 IY= Y= Y= IY= 6 Y= IY= 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 I FIT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 611 131 359 219 46 403 Lane Group Capacity, c 688 615 845 1538 396 845 v/c Ratio, X 0.89 0.21 0.42 0.14 0.12 0.48 Total Green Ratio, g/C 0.40 0.40 0.47 1.00 0.47 0.47 Uniform Delay, d, 25.1 17.7 16.0 0.0 13.5 16.5 Progression Factor, PF 1.000 1.000 1.000 0.950 1.000 1.000 Delay Calibration, k 0.41 0.11 0.11 0.11 0.11 0.11 Incremental Delay, d 13.5 0.2 0.3 0.0 0.1 0.4 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 38.6 17.9 15.3 0.0 13.7 16.9 Lane Group LOS D 8 B A B 8 Approach Delay 35.0 10.1 16.6 C 8 1 5 Approach LOS Intersection Delay I 22,2 I X� = 0.67 I Intersection LOS I C Copyright © 2005 University of Florida, All Rights Reserved HCS. Version 5.2 Generated: 2/8/2007 9 .03 AM HCS + DETAILED REPORT General information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 07126107 Time Period PM Peak Hour Intersection Route 11 & Old Charlestown Rd Area Type All other areas Jurisdiction Frederick County Analysis Year 2008 Build -out Conditions Project ID Jordan Springs Developemnt Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes, Ni 1 1 1 1 1 1 Lane Group L R T R L T Volume, V (vph) 401 87 612 642 143 501 % Heavy Vehicles, %HV 5 5 5 5 5 5 Peak -Hour Factor, PHF 0.95 Ja95 0.95 0.95 0.95 0.95 Pretimed (P) or Actuated (A) A A A A A A Start-up Lost Time, Ii 2.0 2.0 2.0 2.0 2.0, 2.0 Extension of Effective Green, e 2.0 12.0 2.0 12.0 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 10.0 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, Nrn Buses Stopping, Ne 0 1 0 0 0 0 0 Mi n. Time for Pedestrians, GP 1 3.2 3.2 1 3.2 Phasing WB Only 02 03 04 SB Only NS Perm 07 08 Timing G= 34.0 G= G= G= G= 9.0 G= 45 -0 G= G= I Y= 6 1Y= Y= 1Y= IY= 0 Y= 6 IY= IY= Duration of Analysis, T = 0.25 Cycle Length, Lane Group Capacity, Control Delay, and LOS Determination EB I WB NB SB LT TH RT I LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 422 92 644 676 151 527 Lane Group Capacity, c 584 754 814 1307 264 977 vlc Ratio, X 0.72 0.12 0.79 0.52 0.57 0.54 Total Green Ratio, g/C 0.34 0.49 0.45 0.85 0.54 0.54 Uniform Delay, d 28.9 13.8 23.5 2.0 175 14.9 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.28 0.11 0.34 0.12 0.17 0.14 Incremental Delay, d 4.4 0.1 5.3 0.4 3.0 0.6 Initial Queue Delay. d 0.0 0.0 0.0 0.0 0.0 10,0 Control Delay 33.3 13.9 28.8 2.4 20.4 15.5 Lane Group LOS C 8 C A C B Approach Delay 29.8 15.3 16.6 C B 3 Approach LOS Intersection Delay I 18,6 I X = 0.84 I Intersection LOS I B Copyright 0 2005 University of Florida, All Rights Reserved HCS +Tv Version 5.2 Generated: 2/812007 9 :03 AM Cooyright©2005 Univ =rsl!y o. Florida, Ail RigniS Beservea Ysrion 52 Generated 2/82 s.oa � mi TWO -WAY STOP CONTROL SUMMARY General Information Site Information I ntersection Jordan Spiring &Monastry Ridge A nal y st PNR +A Ag enc y /Co. PHR +A J urisdiction Frederick County, VA Date Performed 0712712006 A nalysis Year 2008 Buildout Conditions A nal y sis Time Period PM Peak Hour Project Description Jordan Springs Project East/West Street: Monastry Ride Road North /South Street: Jordan S irin Intersection Orientation: North - South I Study Period hrs : 0.25 'V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 152 4 0 139 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 160 4 0 146 0 Percent Heavy Vehicles 0 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 1 0 Minor Street Eastbound Westbound Movement 7 . 8 9 10 11 12 L T R L T R V olume veh/h) 3 15 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 3 0 15 Percent Heavy Vehicles 5 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LP Delay, Queue Length, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 0 18 C (m) (veh /h) 1396 835 c 0.00 0.02 95% queue length 0.00 0.07 Control Delay (s /veh) 76 9.4 LOS A A A pproach Delay (s /veh) 9.4 Approach LOS A Cooyright©2005 Univ =rsl!y o. Florida, Ail RigniS Beservea Ysrion 52 Generated 2/82 s.oa � mi mi nal st PHR enc /Co. PHR +A Date Performed 0712712006 hal sis Time Period PM Peak Hour Northbound TWO -WAY STOP CONTROL SUMMARY Site Information +A � I Intersection Cooyrigr[ O 200 U- iversi!y or Ronda, All Rlgc:s Reserved HCS +' "' Version n.2 Genera[ea 2/3,2007 9 03 .AM L T R L T R V olume veh /h 247 3 12 220 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR vehih 0 260 3 12 231 0 Percent Heavy Vehicles 0 -- 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0' Configuration TR LT U i nal stream S 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh /h 5 8 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 5 0 8 Percent Heavy Vehicles 5 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 12 13 C (m) (veh /h) 1284 642 VIC 0.01 0.02 95% queue length 0.03 0.06 Control Delay (s /veh) 7.8 10.7 LOS A 8 Approach Delay (s /veh) — 10.7 Approach LOS 8 TWO -WAY STOP CONTROL SUMMARY Site Information +A � I Intersection Cooyrigr[ O 200 U- iversi!y or Ronda, All Rlgc:s Reserved HCS +' "' Version n.2 Genera[ea 2/3,2007 9 03 .AM TWO -WAY STOP CONTROL SUMMARY General Information Site Information &M A nalyst PHR +A Agency/Co. PHR +A Date Performed 0711712006` A nalysis Time Period AM Peak Hour Intersection Jordan Sprang ornson Road Jurisdiction Frederick County, VA A nalysis Year 2008 Build -out Conditions V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R V olume veh/h) 155 12 8 133 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 163 12 8 140 0 Percent Heavy Vehicles 0 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh/h) 6 6 Peak -Hour Factor, PHF 0.95 0.95 0 -95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 6 0 6 Percent Heavy Vehicles 5 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length,,, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 - . 9 10 11 12 Lane Configuration LT LR v (veh /h) 8 12 C (m) (veh /h) 1383 749 vlc 0.01 0.02 95% queue length 0.02 0.05 Control Delay (slveh) 7.6 9.9 LOS A A Approach Delay (s /veh) 9.9 Approach LOS A Cocyrigh,© 2005 J. ive;siiy of londa. All Rlgnts Reserved HGS, r'bt Version,, 52 Generasec- 2/82001 ., TWO -WAY STOP CONTROL SUMMA General Information ISite Information nal st PHR +A 2 PHR +A o . med 07/27/2006 me Period I PM Peak Hour and Movement 1 2 1 3 4 5 6. L T R L T R Volume veh/h) 243 12 15 219 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 255 12 15 230 0 Percent Heavy Vehicles 0 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume (ve /h 14 20 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 14 0 21 Percent Heavy Vehicles 5 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 15 35 C (m) (veh /h) 1280 636 c 0.01 0.06 95% queue length 0.04 0.17 Control Delay (s /veh) 7.8 11.0 LOS A B Approach Delay (s /veh) 11.0 Approach LOS - B Cooyrign; 0 2000 University of R!or,aa, All Righ's Reserved HCS._ "' Version 5 .2 Genera,ed M 9:04 A,r/i TWO -WAY STOP CONTROL SUMMARY Information ISite Information IF nal st PHR +A Agency/Co. PHR +A Date Performed 0712712006 A nalysis Time Period AM Peak Hour Spiring &Old ;Town V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 161 1 42 137 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 169 1 44 144 0 Percent Heavy Vehicles 0 2 Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 4 74 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 4 0 77 Percent Heavy Vehicles 5 0 0 2 0 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I LR Delay, Queue Len th, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh/h) 44 81 C (m) (veh /h) 1407 853 c 0.03 0.09 95% queue length 0.10 0.31 Control Delay.(sNeh) 7.6 9.7 LOS A A A pproach Delay (s /veh) 9.7 pproach LOS -- - -- A Cooyright 92005 University of;lorida, All Rights Reserved h'CSy version5.2 Generated. 2 /8/2007 9U4ami TWO -WAY STOP CONTROL SUMMARY General Information ISite Information 1 ,a A nalyst PHR +A Intersection 1V1 UQ" "I ..... " Ag ency/Co. Date Performed ' PHR +A 07/17/2006 urisdiction FFrederick Count , VA rede ck A nalysis Year Analysis Time Period J PM Peak Hour Project Descri Lion Jordan Springs Project East /West Street: Old Charles Town Road North /South Street Jordan S irin s Road Intersection Orientation: North -South I 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 263 2 88 233 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 276 2 92 245 0 Percent Heavy Vehicles 0 -- -- 2 -- -- Median Type Undivided RT Channelized 0 0 . Lanes 0 1 0 0 1 0 Configuration TR LT U stream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 2 54 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 2 0 56 Percent Heavy Vehicles 5 0 0 2 0 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 92 58 C (m) (veh /h) 1285 736 c 0.07 0.08 95% queue length 0.23 0.26 Control Delay (s /veh) 8.0 10.3 LOS A B A pproach Delay (s /veh) 10.3 A pproach LOS B Cooyrigh, 72005 Univeriy oi.= lorioa. A'i Alghts Reservec 4CS —' Version 52 Generated 2/312007 9.04,A.IJ HCS + DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0712712006 Time Period AM Peak Hour Intersection Route 7 & Woods Mill Rd Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2008 Buildout Conditions Project ID Jordan Springs Development Suggested Improvement Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 1 1 1 Lane Group L T R L R Volume, V (vph) 162 1104 55 164 189 % Heavy Vehicles, %HV 0 5 2 0 2 Peak -Hour Factor, PHF 0190 0.95 0.95 0.90 10.95 Pretimed (P) or Actuated (A) A A A A A Start-up Lost Time, I 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 1 2.0 12.0 2-0 2.0 Arrival Type, AT 3 3 1 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qe 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 Parking / Grade / Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 1 0 0 0 0 Min. Time for Pedestrians, GP 1 3.2 3.2 1 1 3.2 Phasing EB Only WB Only 03 04 SB 221y 06 07 08 G= 170 G= 48.0 G= G= G= 17.0 G= G= G= Timing Y= 6 Y= 6 Y= Y= Y= 6 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Ca acit , Control Dela , and LOS Determination EB I WB I NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 180 1162 58 182 199 Lane Group Capacity, c 307 1654 1124 307 269 v/c Ratio, X 0.59 0.70 0.05 0.59 0.74 Total Green Ratio, g/C 0.17 0.48 0.71 0.17 0.17 Uniform Delay, d 38.3 20.4 4.4 38.3 139.4 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.18 0.27 0.11 0.18 0.30 Incremental Delay, d 2.9 1.4 0.0 3.1 10.4 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 Control Delay 41.2 21.8 4.4 41.4 49.8 Lane Group. LOS D C A D D Approach Delay 41.2 20.9 45.8 Approach LOS D C D I I Intersection Delay I 28.3 I X = 0.69 I Intersection LOS I C Copyright © 2005 University of Florida, All Rights Reserved HCS + Version 5.2 Generated. 2/8/2007 9:04 AM HCS +' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0712712006 Time Period PM Peak Hour Intersection Route 7 &Woods Mill Rd Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2008 Buildout Condiitons Project ID Jordan Springs Development 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 3 1 1 1 Lane Group L T R L R Volume, V (vph) 272 2150 349 150 158 % Heavy Vehicles, %HV 0 5 2 0 2 Peak -Hour Factor, PHF 0.90 0.95 0.95 0.90 10.95 Pretimed (P) or Actuated (A) A A A A I A Start-up Lost Time, 11 2.0 2.0 2.0 2.0 12.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 12.0 Arrival Type, AT 3 3 3 3 1 3 Unit Extension, LIE 3.0 3.0 3.0 3.0 13.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 11.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 10.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 112.0 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 1 3.2 3.2 3.2 Phasing EB Only WB Only 03 04 SB Only 06 07 08 Timing G= 19.0 G= 40.0 G= G= G= 13.0 G= G= G= Y= 6 Y= 6 Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Dela , and LOS Determination EB I WB NB SB LT TH I RT I LT TH I RT LT TH RT LT TH RT Adjusted Flow Rate, v 302 2263 367 167 166 Lane Group Capacity, c 381 2191 1038 261 229 v/c Ratio, X 0.79 1.03 0.35 0.64 0.72 Total Green Ratio, g/C 0.21 0.44 0.66 0.14 0.14 Uniform Delay, d 33.6 25.0 6.9 36.3 36.8 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.34 0.50 0.11 0.22 0.29 Incremental Delay, d 10.9 28.3 0.2 5.2 10.9 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 Control Delay 44.6 53.3 7.2 41.5 47.7 Lane Group LOS D D A D D Approach Delay 44.6 46.8 44.6 Approach LOS D D D Intersection Delay I 46.4 I X=0.91 I Intersection LOS I D Copyright © 2005 University of Florida. All Rights Reserved HCS + Version 5.2 Generated: 2/8/2007 9 :05 AM HCS +' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0712712006 Time Period AM Peak Hour Intersection Route 7 & Woods Mill Rd Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2008 Buildout Condiitons Project ID Jordan Springs Development Volume and Timinq Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 2 3 1 1 1 Lane Group L T R L R Volume, V (vph) 162 1104 55 164 189 % Heavy Vehicles, %HV 0 5 2 0 2 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.90 10.95 Pretimed (P) or Actuated (A) A A A A I A Start -up Lost Time, Ii 2.0 2.0 12.0 2.0 1 12.0 Extension of Effective Green, e 2.0 2.0 12.0 2.0 1 12.0 Arrival Type, AT 3 3 1 3 3 1 3 Unit Extension, UE 3.0 3.0 3.0 3.0 13.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 11.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 1 O.0 Pod / Bike / RTOR Volumes 0 0 0 0 0 0 0 1 0 Lane Width 12.0 12.0 12.0 12.0 112.0 Parking / Grade / Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Na 0 0 0 0 0 Min. Time for Pedestrians, Gp 32 3.2 3.2 Phasing EB Only WB Only 03 04 SB Only 06 07 08 Timing G= 22.5 G= 36.0 G= G= G= 23.5 G= G= G= Y= 6 IY= 6 Y= Y IY= 6 Y= Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Del a , and LOS Determination EB WB I NB SB LT TH I RT LT TH I RT LT I TH I RT LT I TH RT Adjusted Flow Rate, v 171 1162 58 182 199 Lane Group Capacity, c 789 1774 1037 424 372 v/c Ratio, X 0.22 0.66 0.06 0.43 0.53 Total Green Ratio, g/C 0.22 0.36 0.65 0.23 0.23 Uniform Delay, d, 31.6 26.8 6.2 32.5 33.5 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0,11 0.23 0.11 0.11 0.14 Incremental Delay, d 0.1 0.9 1 0.0 0.7 1.5 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 Control Delay 31.7 27.7 62 33.2 35.0 Lane Group LOS C C A C C Approach Delay 31.7 26.7 34.2 Approach LOS C C C Intersection Delay I 28.8 I X = 0.50 I Intersection LOS I C Copyright© 2005 University of Florida, All Rights Reserved HCS +TM Version 5 .2 Generated: 2/8/2007 9:05 AM HCS + DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0712712006 Time Period PM Peak Hour Intersection Route 7 & Woods Mill Rd Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2008 Buildout Condiitons Project ID Jordan Springs Development Sugg ested 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 2 3 1 1 1 Lane Group L T R L R Volume, V (vph) 272 2150 349 150 158 % Heavy Vehicles, %HV 0 5 2 0 2 Peak -Hour Factor, PHF 0.90 0.95 10.95 0.90 10.95 Pretimed (P) or Actuated (A) A A I A A I A Start -up Lost Time, li 2.0 2.0 12.0 1 1 2.0 2.0 Extension of Effective Green, e 2.0 2.0 12.0 1 1 2.0 12.0 Arrival Type, AT 3 3 1 3 1 3 1 3 Unit Extension, UE 3.0 3.0 3.0 1 3.0 13.0 Filtering /Metering, 1 1.000 1.000 1.000 1 1.000 11.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 10.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 112.0 Parking / Grade / Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 1 0 0 0 1 0 Min. Time for Pedestrians, Gp 3.2 3.2 1 3.2 Phasing I EB Only WB Only 03 04 �SB Only 06 07 OS Timing G= 14.0 G= 42.0 G= G= G= 16.0 G= G= G= Y= 6 IY= 6 Y= Y= IY= 6 Y= IY= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Cap acity, Control Dela , and LOS Determination EB I WB NB SB LT TH I RT I LT TH I RT LT I TH I RT LT I TH I RT Adjusted Flow Rate, v 302 2263 1 367 167 166 Lane Group Capacity, c 545 2300 1126 321 281 v/c Ratio, X 0.55 0.98 0.33 0.52 0.59 Total Green Ratio, g/C 0.16 0.47 0.71 0.18 0.18 Uniform Delay, di 35.1 23.7 4.9 33.5 34.0 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration. k 0.15 0.49 0.11 0.13 0.18 Incremental Delay, d 1.2 15.1 0.2 1.5 3.3 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 Control Delay 36.4 38.8 5.1 35.0 373 Lane Group LOS D D A D D Approach Delay 36.4 34.1 362 Approach LOS D C D I Intersection Delay I 34.5 I X� = 0.81 I Intersection LOS I C Copyright-0 2005 University of Florida, All Rights Reserved HCS +TM Version 5 .2 Generated: 2/8 /2007 9 :05 AM TWO -WAY STOP CONTROL SUMMARY General Information Site Information R 11 &Old Ch rle� r ^^^ nal st PHR +A Agency/Co. PHR +A Date Performed 0711712006 A nalysis Time Period A M Peak Hour IVehicle Intersection oute a Rd J urisdiction Frederick C ounty, VA A nalysis Year 2008 Build -out Condit Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 341 208 44 383 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h . 0 358 218 46 403 0 Percent Heavy Vehicles 0 5 Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 580 124 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 610 0 130 Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 46 740 C (m) (veh /h) 983 479 vlc 0.05 1.54 95°% queue length 0.15 39.63 Control Delay (s /veh) 8.8 277.4 LOS A F Approach Delay fs /veh) 2774 Approach LOS F CooyrigbtOO 2005 University of:lorida. All .Rights Reserved, Version5.2 Genera [ ea- 2r3RU0r 5.uo,+mi TWO -WAY STOP CONTROL SUMMARY I (General Information ISite Information I Project Description Jordan Springs Pro ntersection Route 11 &Old Charles Town Rd nal st PHR +A enc /Co. PHR +A Jurisdiction Frederick County, VA Date Performed 0712712006 A nalysis Year 2008 Build -out Conditions nal sis Time Period PM Peak Hour Vehicle Volumes and Adjustments Project Description Jordan Springs Pro East/West Street: Old Charles Town Road North /South Street: Route 11, Intersection Orientation: North -South I 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) 612 642 143 501 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 644 675 150 527 0 Percent Heavy Vehicles 0 5 Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT U stream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 401 87 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 422 0 91 Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 150 513 C (m) (veh /h) 514 211 c 0.29 2.43 95°% queue length 1.20 42.30 Control Delay (s /veh) 14.9 693.9 LOS B F [Approach Delay (srveh) 693.9 pproach LOS -- -- F Gooyrign[320C5 UNversiry Ronda. All Rignts Reserved NCS_ version 5.2 Genera 218 9:0o AM Caffvngh:0 2005 Jri,ersiry of: lonoa, All Righs Reserved HCS—' Verse, 5 .2 Generered' 2/5/2007 906 A TWO -WAY STOP CONTROL SUMMARY General Information Site Information nalyst _VP +A Intersection _ Route 11 & Stephenson Road Agency/Co. PHR +A J urisdiction J Fredefick County, VA Date Performed 0712712006 A nalysis Year 2008 Build -out Conditions A nalysis Tim( AM Peak Hour Project Description Jordan Springs Project East/West Street: Stephenson Road North /South Street: Route 11 Intersection Orientation: North -South I 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 V olume (veh /h) 426 31 56 390 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h) 0 448 32 58 410 0 Percent Heavy Vehicles 0 , 5 _ Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 0 1 0 0 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 29 49 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh /h) 0 0 0 30 0 51 Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 58 81 C (m) (veh /h) 1067 529 c 0.05 0.15 95% queue length 0.17 0.54 Control Delay (s /veh) .8.6 13.0 LOS A B Approach Delay (s /veh) 13.0 oproach LOS B Caffvngh:0 2005 Jri,ersiry of: lonoa, All Righs Reserved HCS—' Verse, 5 .2 Generered' 2/5/2007 906 A TWO -WAY STOP CONTROL SUMMARY General Information ISite Information 1 Time Period 11 ! Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh /h) 634 54 81 574 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh/h) 0 667 56 85 604 0 Percent Heavy Vehicles 0 5 -- L -- Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh/h) 59 91 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh /h) 0 0 0 62 0 95 Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh/h) 85 157 C (m) (veh /h) 866 374 c 0.10 0.42 95% queue length 0.33 2.02 Control Delay (s /veh) 9,6 21.4 LOS A C Approach Delay (s /veh) -- -- 21.4 pproach LOS - C Copyright'] 2005 University of - I orida. A.!1 Rig h[s P.eservea 4CS =' V Version 52 Generated: 20200T 9.06 AEI TWO -WAY STOP CONTROL SUMMARY General Information Site Information St D #1 &J rdan nal st PHR +A Intersection r e nv o S irin s e Agency/Co. PHR +A urisdiction l Frederick County, VA Date Performed 0712512006 A nalysis Year 1 2008 Build -out Conditions A Ti me Period A M Peak Hour Project Description Jordan Springs Project East/West Street: Site Drive #1 North /South Street: Jordan S irin s Road Intersection Orientation: North -South I 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) 5 80 121 22 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0 -95 0.95 Hourly Flow Rate, HFR veh /h 5 84 0 0 127 23 Percent Heavy Vehicles 5 5 Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 i 0 Configuration LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 1 11 12 L T R L T R V olume veh/h) 76 17 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh/h 80 0 17 0 0 0 Percent Heavy Vehicles 5 0 5 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration L Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 5 97 C (m) (veh /h) 1413 770 c 0.00 0.13 95% queue length 0.01 0.43 Control Delay (s /veh) 7.6 10.3 LOS A B A pproach Delay (s /veh) — 10.3 Appr LOS B Copyngh! 5 2005 'Jnlversl[y or Rlorida. All Rign;s Reserved HCS -' v' Vvslon 5 .2 uenera:ec: zinreuui 1— Cooyrigh[©2005 Univsrsi;y o; : loriha, Ail Rights Reserveo HCS -' � Version 52 Genara[etl: 2/8/2007 9'.07 A,ti1 TWO -WAY STOP CONTROL SUMMARY General Information Time Period P Site Inform Inte rsection Site Drive #1 &Jordan S irin s A nal y st PHR +A Ag enc y /Co. PHR +A J urisdiction Frederick County, VA Date Performed A nal y sis 0712712006 A nalysis Year 2008 Build -out Conditions Project Description Jordan Springs Project East/West Street: Site Drive #1 North /South Street: Jordan S irin s Road Intersection Orientation: North -South Stud 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 19 202 140 86 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 20 212 0 0 147 90 Percent Heavy Vehicles 2 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 > 0 Configuration LT TR U stream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh /h 48 10 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 50 0 10 0 0 0 Percent Heavy Vehicles 2 0 2 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 1 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vehlh) 20 60 C (m) (veh /h) 1330 596 c 0.02 0.10 95% queue length 0.05 0.33 Control Delay (s /veh) 7.7 11.7 LOS A B A pproach Delay (s /veh) 11.7 Approach LOS — B Cooyrigh[©2005 Univsrsi;y o; : loriha, Ail Rights Reserveo HCS -' � Version 52 Genara[etl: 2/8/2007 9'.07 A,ti1 Time Period P PM Peak Hour 9'.07 A,ti1 Cooyright 2005 University o. Florida, All Ri,n[s R.eservetl 4G5 -"' Version 5,2 u ecera;ea: TWO -WAY STOP CONTROL SUMMARY General Information Site Information . Intersection Site Drive #2& Road Woods Mill A nal y st PHR +A Ag enc y /Co. PHR +A Jurisdiction Frederick County, VA Date Performed 7/26/2006 A nalysis Year 2008 Build -out Conditions nal sis Time Period M Peak Hour Project Description Jordan Springs Project East/West Street: Woods Mill Road North /South Street: Site Drive #2 Intersection Orientation: East -West Stud Period hrs ". 0.25 V ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R V olume veh /h 7 38 119 3 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 7 40 0 0 125 3 Percent Heavy Vehicles 5 -- 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R V olume veh /h 9 25 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 9 0 26 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 7 35 C (m) (veh /h) 1440 883 c 0.00 0.04 95% queue length 0.01 0.12 Control Delay (sNeh) 7.5 9.2 LOS A A A pproach Delay (s /veh) 9.2 ,A pproach LOS A Cooyright 2005 University o. Florida, All Ri,n[s R.eservetl 4G5 -"' Version 5,2 u ecera;ea: ecera;ea: Cooyrlgc, �J 205 �Jniversiy of = lorida, All Righs Reserved ,4CS. Verson 52 Generated: 2/8i2007 9 .07 ,qa,l TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Site Drive #2& Woods Mill Road A nal y st PHR +A Ag enc y /Co. PHR +A J urisdiction Frederick County, VA Date Performed 712612006 A nalysis Year 2008 Build -out Conditions A nal y sis Project Description Jordan Springs Project East/West Street: Woods Mill Road North /South Street: Site Drive #2 Intersection Orientation: East -West Stud Period hrs : 0.25 V ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R V olume veh /h 29 165 117 10 Peak -Hour Factor, PHF 0.95' 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 30 173 0 0 123 10 Percent Heavy Vehicles 5 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R V olume veh /h 6 16 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh/h 0 0 0 6 0 _ 16 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela , Queue Length and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 30 22 C (m) (veh /h) 1433 809 c 0.02 0.03 95% queue length 0.06 0.08 Control Delay (s /veh) 7.6 9.6 LOS A A A pproach Delay (s /veh) 9.6 pproach LOS A Cooyrlgc, �J 205 �Jniversiy of = lorida, All Righs Reserved ,4CS. Verson 52 Generated: 2/8i2007 9 .07 ,qa,l Time Period .07 ,qa,l TWO- WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Intersection Town Rd Agency/Co. PHR +A Jurisdiction Frederick County, VA Date Performed 0712712006 A nalysis Year 2008 Build -out Conditions A nalysis Time Period 16 Peak Hour 5 6 Project Description Jordan Springs Project EasUWes I Street: Old Charles Town Road North /South Street: Stephenson Road Intersection Orientation: East -West Stud Period hrs : 0.25 V ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 4 157 215 39 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 4 165 0 0 226 41 Percent Heavy Vehicles 2 5 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 60 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 63 0 4 Percent Heavy Vehicles 0 0 0 2 0 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, 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) 4 67 C (m) (veh /h) 1297 598 Vlc 0.00 0.11 95% queue length 0.01 0.38 Control Delay (s'veh) 7.8 11.8 LOS A B Approach Delay (s /veh) 11.8 Approach LOS B Coorigr!.o 2005 University or . lorica, All Rights Reserves HCS -I �r Version 5.2 uereraree zrarouur n r TWO -WAY STOP CONTROL SUMMARY General Information ISite Information nal st PHR +A Intersection xepnensonLN manes Town Rd enc /Co. PHR +A urisdiction Frederick County, VA Date Performed nal sis Time Period 0712712006 PM Peak Hour nal sis Year 2008 Build -out Conditions 3 4 5 6 Project Description Jordan Springs Project East/West Street: Old Charles Town Road North /South Street: Stephenson Road Intersection Orientation: East -West I 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) 6 247 234 76 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 6 260 0 0 246 80 Percent Heavy Vehicles 2 -- 5 -- -- 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 V olume veh/h) 70 6 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h) 0 0 0 73 0 6 Percent Heavy Vehicles 0 0 0 2 0 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh /h) 6 79 C (m) (veh /h) 1234 502 vlc 0.00 0.16 95% queue length 0.01 0.55 Control Delay (s /veh) 7.9 13.5 LOS A B Approach Delay (s /veh) 13.5 Approach LOS B Cody rig n; © 2005 Universir/ of Florida. All Rignts Reserved HCS_r Version 5.2 Generazec: 213;2007 9:07 aM Cooyrign. ,� 2005 Unlvsrsl;y of Flo ritla. All Rigors ReserveC HCS -' " Varsion 5.2 aer,ni z,ec- 11o11 w � -.� �, + TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Woods Mill Rd &Old CharlesTown A nal y st PHR +A Ag enc y /Co. PHR +A urisdiction Frederick County, VA Date Performed 712612006 A nalysis Year 2008 Build - out Conditions A nal y sis Time Period M Peak Hour Project Description Jordan Springs Project East/West Street: Woods Mill Road North /South Street: Jordan S irin s Road Intersection Orientation: North -South I 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) 9 42 25 111 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 9 44 0 0 26 116 Percent Heavy Vehicles 5 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR U stream Si na! 0 C Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh/h) 42 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate,,HFR veh /h 44 0 5 0 0 0 Percent Heavy Vehicles 5 0 5 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 9 49 C (m) (veh /h) 1423 846 c 0.01 0.06 95% queue length 0.02 0.18 Control Delay (s /veh) 7.5 9.5 LOS A A A pproach Delay (s /veh) - 9.5 A pproach LOS - A Cooyrign. ,� 2005 Unlvsrsl;y of Flo ritla. All Rigors ReserveC HCS -' " Varsion 5.2 aer,ni z,ec- 11o11 w � -.� �, + w � -.� �, + naP st PHR+ enc /Co. PHR +A Date Performed 712612006 nal sis Time Period PM Peak Hour Mill Rd &Old Town * Countv. VA Jordan Spirings Road 7.25 Southbound Hourly Flow Rate, HFR veh /h 13 66 0 0 38 0 Percent Heavy Vehicles 5 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR U stream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh /h 156 12 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95' 0.95 Hourly Row Rate, HFR veh /h 164 0 12 0 0 0 Percent Heavy Vehicles 5 0 5 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 PT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, arid Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh /h) 13 176 C (m) (veh /h) 1553 860 vlc 0.01 0.20 95% queue length 0.03 0.77 Control Delay (s /veh) 7.3 10.3 LOS A B Approach Delay (s /veh) 10.3 Approach LOS B TWO -WAY STOP CONTROL SUMMARY Site Infor A Intersection Cooyng'nt02005 Unlverslt7 or _Iorlda, All Rignis Reserved HCS- V=rson 5 .2 Generated: 2/3/2007 9:78 AM HCS +' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 07/26/07 Time Period AM Peak Hour Intersection Route 11 & Old Charlestown Rd Area Type All other areas Jurisdiction Frederick County Analysis Year 2010 Background Condiitons Project ID Jordan Springs Developemnt (Suggested Improvements) Volume and Timinq Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of Lanes, Ni 2 1 1 1 1 1 Lane Group L R T R L T Volume, V (vph) 635 112 603 345 42 557 % Heavy Vehicles, %HV 5 5 5 5 5 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 10.95 0.95 0.95 Pretimed.(P) or Actuated (A) A A A I A A A Start-up Lost Time, li 2.0 2.0 2.0 12.0 2.0 2.0 Extension of Effective Green, e 2.0 12.0 2.0 12.0 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 WB Only 02 03 04 NS Perm 06 07 08 G= 33.0 G= G= G= G= 55.0 G= G= G= Timing Y= 6 Y= Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Dela , and LOS Determination EB I WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 668 118 635 363 44 586 Lane Group Capacity, c 1102 508 996 1538 280 996 v/c Ratio, X 0.61 0.23 0.64 0.24 0.16 0.59 Total Green Ratio, g/C 0.33 0.33 0.55 1.00 0.55 0.55 Uniform Delay, d 28.1. 24.3 15.6 0.0 11.1 15.0 Progression Factor, PF 1.000 1.000 1.000 0.950 1.000 1.000 Delay Calibration, k 0.19 0.11 0.22 0.11 0.11 0.18 Incremental Delay, d 1.0 0.2 1.4 0.1 0.3 0.9 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 29.0 24.5 17.0 0.1 11.3 15.9 Lane Group LOS C C B A B B Approach Delay 28.3 10.8 15.6 I Approach LOS I I C I 8 I B Intersection Delay 178 X = 0.63 Intersection LOS B Copyright © 2005 University of Florida, All Rights Reserved HCS + Version 5 .2 Generated: 2/8/2007 9:19 AM HCS +" DETAILED REPORT General Information Site Information Route 11 & Old Charlestown Intersection Rd Analyst PHR +A Agency or Co. PHR +A Area Type All other areas Date Performed 07126107 Jurisdiction Frederick County Time Period PM Peak Hour Analysis Year 2010 Background Condiitons Jordan Springs Developemnt Project ID (Suggested Improvements) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes, Ni 2 1 1 1 1 1 Lane Group L R T R L T Volume, V (vph) 528 81 832 716 130 774 % Heavy Vehicles, %HV 5 5 5 5 5 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or Actuated (A) A A A A A Approach LOS I I C I C I C Intersection Delay I 26.6 I X = 0.87 I Intersection LOS I C Copyright ® 2005 University of Florida, All Rights Reserved HCS +TN Version 5.2 Generated: 2/8/2007 9:19 AM A nalyst PHR +A Agency/Co. PHR +A Date Performed 0712712006 A nalysis Time Period A M Peak Hour Movement 1 2 3 4 5 6 L T R L T R V olume veh/h) 142 4 1 237 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 149 4 1 249 0 Percent Heavy Vehicles 0 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 3 15 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 3 0 15 Percent Heavy Vehicles 5 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 0 0 0 0 0 0 Configuration I I LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 1 12 Lane Configuration LT LR . (veh /h) 1 18 C (m) (veh /h) 1409 821 /p 0.00 0.02 95% queue length 0.00 0.07 Control Delay (s /veh) 7.6 9.5 LOS A A Approach Delay (s /veh) 9.5 ADpfoach LOS -- -- A TWO -WAY STOP CONTROL SUMMARY Site Information Cooyrignt© 2005 University of Rorida, All FRign's Reserved aCS_'� Version 4.2 Generated: 2 /&205, e:eo AM TWO -WAY STOP CONTROL SUMMARY General Information ISite Information Hro)ect Description Jordan East /West Street: Monastr Intersection Orientation: Nc ehicle Volumes and A u Factor, PHF ow Rate, HFR IRT Channelized Hourly Flow Rat veh /h) Percent Heavy \ Percent Grade (' Flared Approa& Storage RT Channelized Lane Configuration v (veh /h) C ( m) (v /h) Vi 95 %aueue lenath Dela LOS Northbound Southbound 1 4 LT 12 1202 0.01 0.03 8.0 A A n Intersection Jordan Spiring &Monastry Ridge A nalyst PHR +A Agency/Co. PHR +A J urisdiction Frederick Count Y, VA Date Performed 0712712006 A nalysis Year 2010 Background Conditions A nalysis Time Period PM Peak Hour �0 -0 Hro)ect Description Jordan East /West Street: Monastr Intersection Orientation: Nc ehicle Volumes and A u Factor, PHF ow Rate, HFR IRT Channelized Hourly Flow Rat veh /h) Percent Heavy \ Percent Grade (' Flared Approa& Storage RT Channelized Lane Configuration v (veh /h) C ( m) (v /h) Vi 95 %aueue lenath Dela LOS Northbound Southbound 1 4 LT 12 1202 0.01 0.03 8.0 A A n Cooyrign.'Z 2005 U Mersiry 0 `lerida. All Rights Reserrea 4 S _7M Version 5.2 Generated. 202007 920 AM _0 �0 -0 -0 �0 Cooyrign.'Z 2005 U Mersiry 0 `lerida. All Rights Reserrea 4 S _7M Version 5.2 Generated. 202007 920 AM 11110: A nalyst PHR Ag ency/Co. PHR Date Performed 0711 A nalysis Time Period M Peak Hour Vehicle Volumes and Adjustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R V olume veh /h 153 6 8 232 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 161 6 8 244 0 Percent Heavy Vehicles 0 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh /h 4 6 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 4 0 6 Percent Heavy Vehicles 5 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement - 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 8 10 C (m) (veh /h) 1393 725 c 0.01 0.01 95% queue length 0.02 0.04 Control Delay (s /veh) 7.6 10.0 LOS A 8 Approach Delay (s /veh) 10.0 Approach LOS B TWO -WAY STOP CONTROL SUMMARY Site In formation +A Intersection +A urisdiction 7/2006 nalvsis Year Caoyrignt 0 2005 'Jniw_rs,;y o' Florida, All Rignss Reserved HCS-' " Version 5 .2 1 -' tl1Jj TWO -WAY STOP CONTROL SUMMARY General Information ISite Information nal st PHR +A enc /Co. PHR +A Date Performed 0712712006 nal sis Time Period PM Peak Hour llntersection Orientatic Vehicle Volumes IAr lvsis Year . 12010 Backaround Condiitons II Cooyngrr O 2005 Uciwrsity of Flortda, A.II Rights Reserved 4CS - 7 '' Versian 5.2 Generatea 2/8/2007 9'20 .AM L T R L T R Volume veh/h) 322 8 15 223 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 338 8 15 234 0 Percent Heavy Vehicles 0 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh /h 7 20 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 7 0 21 Percent Heavy Vehicles 5 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 15 28 C (m) (veh /h) 1196 611 c 0.01 0.05 95% queue length 0.04 0.14 Control Delay (s /veh) 6.0 11.2 LOS A B A pproach Delay (s /veh) — 11.2 Approach LOS B Cooyngrr O 2005 Uciwrsity of Flortda, A.II Rights Reserved 4CS - 7 '' Versian 5.2 Generatea 2/8/2007 9'20 .AM TWO -WAY STOP CONTRO S UMMARY Irpncrnl Infnrmntinn - - - Site Information A naly st PHR +A Agency/Co. PHR +A Date Performed 0712712006 A nalysis Time Period A M Peak Hour 'roject Descriptio - ast/West Street: ntersection Orien Vehicle Volurt Major Street Movement Peak -Hour Factor, PHF Hourly Flow Rate, HFR veh /h Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Peak -Hour Factor, PHF Hourly Flow Rate, HFR veh /h Percent Heavy Vehicle: Percent Grade ( %) Flared Approach Storage RT Channelized 1 iW 0 /O Jorc 0.25 4 0 m Lanes 0 0 Configuration Delay, Queue Len th, and Level of Service A pproach Northbound Southbound Movement 1 4 Lane Configuration ©0� (veh /h) i C (m) (veh /h) 1410 c 0.03 Lanes 0 0 Configuration Delay, Queue Len th, and Level of Service A pproach Northbound Southbound Movement 1 4 Lane Configuration LT (veh /h) 4 8 C (m) (veh /h) 1410 c 0.03 95% queue length 0.11 Control Delay (s /veh) 76 LOS A Approach Delay (s /veh) Approach LOS F] a Copyright �) 2005 University of Florida, All Rights Reserved HCs -' p Version �0 �0 East Copyright �) 2005 University of Florida, All Rights Reserved HCs -' p Version ! TWO -WAY STOP CONTROL SUMMARY (General Information ISite Inf ormation I Project Description Jordan Springs Project Intersection Jordan Spiring &Old CharlesTown nal st PHR +A NorthiSouth Street: Jordan Sp irin s Road enc /Co, EEE PHR +A J urisdiction Frederick County, VA I Study Date Performed 07/17/2006 A nalysis Year 2010 Background Condiitons Vehicle Volumes and Adiustments nal sis Time Period PM Peak Hour Major Street Project Description Jordan Springs Project East/West Street: Old Charles Town Road NorthiSouth Street: Jordan Sp irin s Road ntersection Orientation: North -South I Study Period hrs : 0.25 Vehicle Volumes and Adiustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 344 2 97 239 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 362 2 102 251 0 Percent Heavy Vehicles 0 2 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 2 60 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 2 0 63 Percent Heavy Vehicles 5 0 0 2 0 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I i LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vehl 102 65 C (m) (veh /h) 1195 659 c 0.09 0.10 95% queue length 0.28 0.33 Control Delay (s /veh) 8.3 11.1 LOS A B A pproach Delay (s /veh) -- -- 11.1 A pproach LOS B Coovrlghi Z' 2005 Uriversief w Rlcnda. All Rignts Reserved HCS —' Version 5 2 Genera [ed 2/ &'20G7 9.Y Afvl HCS +' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0712712006 Time Period AM Peak Hour Intersection Route 7 & Woods Mill Rd Area Type All other areas Jurisdiction Frederick County, VA 2010 Background Condiitons Analysis Year Project ID Jordan Springs Development 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 1 1 1 Lane Group L T R L R Volume, V (vph) 170 1225 117 259 182 % Heavy Vehicles, %HV 0 5 2 0 2 Peak -Hour Factor, PHF 0.90 0.95 10.95 0.90 10.95 Pretimed (P) or Actuated (A) A A I A A I A Start-up Lost Time, h 2.0 2.0 12.0 2.0 12.0 Extension of Effective Green, e 2.0 2.0 12.0 2.0 12.0 Arrival Type, AT 3 3 1 3 3 1 3 Unit Extension, UE 3.0 3.0 3.0 3.0 13.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 11.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 10.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 72.0 Parking / Grade/Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Ne 0 0 0 0 0 Min. Time for Pedestrians, Gp 1 3.2 3.2 3.2 Phasing EB Only WB Only 03 04 SB Only 06 07 08 Timing G= 17.5 G= 36.5 `G= G= G= 18.0 G= G= I Y= G= Y= 6 IY= 6 Y= Y= IY= 6 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Dela , and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 189 1289 123 288 192 Lane Group Capacity, c 351 1397 1064 361 730 v/c Ratio, X 0.54 0.92 0.12 0.80 0.26 Total Green Ratio, g/C 0.19 0.41 0.67 0.20 0.46 Uniform Delay, d 32.6 25.4 5.2 34.3 14.9 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.14 0.44 0.11 0.34 0.11 Incremental Delay, d 1.7 10.4 0.0 11.9 0.2 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 Control Delay 34.3 35.8 5.3 46.2 15.1 Lane Group LOS C D A D 8 Approach Delay 34.3 332 33.7 Approach LOS C C C Intersection Delay 1 33.4 1 X„ = 1 1 Intersection LOS I C Copyright© 2005 University of Florida, All Rights Reserved HCS + T 'N Version 5.2 Generated: 2/8/2007 9.21 AM HCS+ DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0712712006 Time Period PM Peak Hour Intersection Route 7 & Woods Mill Rd Area Type All other areas Jurisdiction Frederick County, VA 2010 Background Condiitons Analysis Year Project ID Jordan Springs Development Volume and Timing Input EB WB NB SB IT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 1 1 1 Lane Group L T R L R Volume, V (vph) 270 2439 455 222 158 % Heavy Vehicles, % HV 0 5 2 0 2 Peak -Hour Factor, PHF 0.90 0.95 0.95 0.90 0.95 Pretimed (P) or Actuated (A) A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 12.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 12.0 Arrival Type, AT 3 3 3 3 1 3 Unit Extension, UE 3.0 3.0 3.0 3.0 13.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 1 11.000 Initial Unmet Demand, Qe 0.0 0.0 0.0 0.0 10.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 1 0 0 0 0 Min. Time for Pedestrians, Gp 1 3.2 3.2 1 L 3.2 Phasing EB Only WB Only 03 04 SB Only 06 07 08 Timing G= 15.0 G= 72.0 G= G= I Y= G= 15.0 G= G= G= Y= 6 Y= 6 Y= Y= 6 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 120.0 Lane Group Capacity, Control Dela , and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 300 2567 479 247 166 Lane Group Capacity, c 226 2067 1227 226 198 v/c Ratio, X 1.33 1.24 0.39 1.09 0.84 Total Green Ratio, g/C 0.13 0.60 0.77 0.13 0.13 Uniform Delay, d 52.5 24.0 14.4 52.5 51.3 Progression Factor, PF 1.000 1.000 1,000 1.000 1.000 Delay Calibration, k 0.50 0.50 0.11 0.50 0.37 Incremental Delay, d 174.6 113.2 0.2 86.9 26.0 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 Control Delay 227.1 137.2 4.6 139.4 773 Lane Group LOS F F A F E Approach Delay 227.1 116.3 4.4 Approach LOS F F F Intersection Delay I 124.9 I X = 1.23 Copyright © 2005 University of Florida, All Rights Reserved Intersection LOS HCS.TM Version 5.2 Generated: 2/8/2007 9:21 AM HCS +' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0712712006 Time Period AM Peak Hour Intersection Route 7 & Woods Mill Rd Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Condiitons Project ID Jordan Springs Development Suggested Improvement Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of Lanes, Ni 2 3 1 1 1 Lane Group L T R L R Volume, V (vph) 170 1225 117 259 182 % Heavy Vehicles, %HV 0 5 2 0 2 Peak -Hour Factor, PHF 0.90 0.95 0.95 0.90 0.95 Pretimed (P) or Actuated (A) A A A A A Start-up Lost Time, Ii 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 12.O 2.0 2.0 Arrival Type, AT 3 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 1 13.0 Filtering /Metering, I 1.000 1.000 1.000 1.000 1 11.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 10.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 1 0 .Lane Width 12.0 1 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 1 3.2 3.2 L 3.2 Phasing EB Only WB Only 03 04 1 SB Only 06 07 08 Timing G= 17.5 G= 36.5 G= G= G= 18.0 G= G= G= Y= 6 IY= 6 Y= 1Y= IY= 6 Y= Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Dela , and LOS Determination EB I WB I NB SB LT TH I RT LT I TH I RT LT TH I RT LT I TH RT Adjusted Flow Rate, v 189 1289 1 123 288 192 Lane Group Capacity, c 682 1999 1064 361 730 v/c Ratio, X 0.28 0.64 0.12 0.80 0.26 Total Green Ratio, g/C 0.19 0.41 0.67 0.20 0.46 Uniform Delay, d 30.9 21.5 15.2 34.3 114.9 Progression. Factor, PF 1.000 1.000 1.000 1 1.000 1.000 Delay Calibration k 0.11 0.22 0.11 0.34 0.11 Incremental Delay, d 0.2 0.7 0.0 11.9 0.2 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 Control Delay 31.1 22.3 5.3 46.2 15.1 Lane Group LOS C C A D B Approach Delay 31.1 20.8 33.7 Approach LOS C C C Intersection Delay I 24.7 I X c = 0.59 Intersection LOS Copyright © 2005 University of Florida, All Rights Reserved HCS + Version 5.2 Generated. 2/8/2007 921 AM HC3 +'" DETAILED REPORT General Information Site Information . Analyst PHR + A Agency or Co. PHR +A Date Performed 0712712006 Time Period PM Peak Hour Intersection Route 7 & Woods Mill Rd Area Type All other areas Jurisdiction Frederick County, VA 2010 Background Condiitons Analysis Year Project ID Jordan Springs Development Suggested Improvement Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of Lanes, Ni 2 3 1 1 1 Lane Group L T R L R Volume, V (vph) 270 2439 455 222 158 % Heavy Vehicles, %HV 0 5 2 0 2 Peak -Hour Factor, PHF 0.90 0.95 0.95 0.90 10.95 Pretimed (P) or Actuated (A) A A A A I A Start-up Lost Time, li 2.0 2.0 2.0 2.0 12.0 Extension of Effective Green, e 2.0 2.0 12.0 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, 1 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 12.0 12.0 1 . 1 12.0 12.0 Parking / Grade/ Parking N 0 N N 0 1 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 I EB Only I WB Only 03 04 SB Only 06 07 08 Timing G= 12.0 G= 45.0 G= G= G= 15.0 G= G= G= Y= 6 Y= 6 Y= Y= Y= 6 = Y= Y= Duration of Analysis, T = 0.25 C Length, C = 90.0 Lane Group Capacity, Control Dela , and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 300 2567 479 247 166 Lane Group Capacity, c 467 2465 1161 301 264 v/c Ratio, X 0.64 1.04 0.41 0.82 0.63 Total Green Ratio, g /C 0.13 0.50 0.73 1 0.17 0.17 Uniform Delay, d 370 22.5 4.6 36.2 34.9 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.22 0.50 0.11 0.36 0.21 Incremental Delay, d 3.0 30.0 1 0.2 16.4 4.7 Initial Queue Delay, d 0.0 0.0 10.0 0.0 0.0 Control Delay 40.0 52.5 4.8 52.6 39.6 Lane Group LOS D D A D D Approach Delay 40.0 45.0 i 474 Approach LOS D D D Intersection Delay 1 44.9 1 X„ = 0.93 1 Intersection LOS I D Copyright © 2005 University of Florida, All Rights Reserved HCS + Version 5.2 Generated: 218/2007 9 :22 AM TWO -WAY STOP CONTROL SUMMARY General Information Site Information Project Description Jordan Springs 1�rolect East/West Street: Old Charles Town Road North /South Street: Route 11 Intersection Orientation: North -South [ Study Period hrs : 0.25 V ehicle Volumes and Adiustments Movement Intersection Route 11 &Old Charles Town Rd A nalyst PHR +A Agency/Co. Date Performed PHR +A 07/17/2006 J urisdiction Frederick County, VA A nalysis Year 2010 Back round Condiitons A nalysis Time Period M Peak Hour R V olume veh/h) A pproach Project Description Jordan Springs 1�rolect East/West Street: Old Charles Town Road North /South Street: Route 11 Intersection Orientation: North -South [ Study Period hrs : 0.25 V ehicle Volumes and Adiustments Movement 1 2 3 4 5 6 Configuration L T R L T R V olume veh/h) A pproach 603 345 42 557 Movement Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 634 363 44 586 0 Percent Heavy Vehicles 0 -- -- 5 -- -- Median Type Two Way Left Turn Lane FIT Channelized 0 682 0 Lanes 0 1 0 0 1 0 Configuration 2.42 TR LT Upstream Signal 0 62.23 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh /h pproach Delay (s /veh) 635 112 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 668 0 117 Percent Heavy Vehicles 0 0 0 5 0 1 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 0 0 1 0 u Configuration I I LR Delay, Queue Len th, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 to 11 12 Lane Configuration LT LR (veh /h) 44 785 C (m) (veh /h) 682 325 c 0.06 2.42 95% queue length 0.21 62.23 Control Delay (s /veh) 10.6 671.4 LOS B F pproach Delay (s /veh) 671.4 Approach LOS F Cooyngn! (n` 2005 University of Florida, All Rignts Reserved L CS - "t ` /e:sion 5 2 uenera[ea. uaiw� 7.c Information A nalyst PHR Ag ency/Co. PHR +A Date Performed 0712712006 A nalysis Time Period PM Peak Hour Jordan llntersection Orientation: North -South (Study Period (hrs): 0.25 V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh /h 832 716 130 774 Peak -Hour Factor,HF P 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 875 753 136 814 0 Percent Heavy Vehicles 0 0.95 .5 0 Median Type Two Way Left Turn Lane RT Channelized 555 0 85 0 Lanes 0 1 0 0 1 0 Configuration 5 TR LT 0 Movement 7 8 9 10 11 12 L T R L T R Volume veh /h 528 81 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 555 0 85 Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4' 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 136 640 C (m) (veh /h) 391 102 c 0.35 6.27 95% queue length 1.53 70.65 Control Delay (s /veh) 19.0 2455 LOS C F Approach Delay (s /veh) 2455 Approach LOS - F TWO -WAY STOP CONTROL SUMMARY Site Information +A I ntersectio n CopyrigrtC 2005 University of - lor,da- AJ Righs Reserved HCS -" Version 5 2 Genera!ed_ 1 112007 9 '.22 Aib1 Cooyrigh; C 2005 inivers,zv of : for ca, All Rights Raservec L CS T' Version 52 Genera :ec - 2/8;2007 923 ANSI TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Intersection Route 11 & Stephenson Road Agency/Co. PHR +A J urisdiction Frederick County, VA Date Performed 1 0712712006 . nal sis Year 2010 Backg round Condiitons A nalysis Time Period I PM Peak Hour Project Description Jordan Springs Pro ect East/West Street: Stephenson Road North /South Street: Route 11 Intersection Orientation: North -South Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Ma - or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh /h) 843 54 81 827 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h) 0 887 56 85 870 0 Percent Heavy Vehicles 0 — 5 Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 59 79 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h) 0 0 0 62 0 83 Percent Heavy Vehicles 0 0 0 5 1 0 1 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 85 145 C (m) (veh /h) 715 231 c 0.12 0.63 95% queue length 0.40 3.75 Control Delay (s /veh) 10.7 43.7 LOS B E Delay (s /veh) 43.7 , A pproach pproach LOS E Cooyrigh; C 2005 inivers,zv of : for ca, All Rights Raservec L CS T' Version 52 Genera :ec - 2/8;2007 923 ANSI Cooyrign'0 2005 University of Florida. All Rignts Reserved HCS TM Version 5 2 Generated 2/9/2007 9 -22 ABM TWO -WAY STOP CONTROL SUMMARY General Information Site Inform A nalyst PHR +A Intersection Route 11 & Stephenson Road Agency/Co. PHR +A J urisdiction Frederick County, VA Date Performed 0712712006 A nalysis Year 2010 Background Condiitons A nalysis Time Period A M Peak Hour Pro ect Descri tion Jordan Springs s Project EasUWest Street: Stephenson Road North /South Street: Route 11 ntersection Orientation: North -South I 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) 673 31 58 558 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh /h) 0 708 32 61 587 0 Percent Heavy Vehicles 0 - 5 — — Median Type Two Way Left Turn Lane FIT Channelized 0 1 1 0 Lanes 0 1 0 0 i 0 Configuration TR LT ,Upstream Signal 0 1 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L. T R Volume (veh /h) 29 30 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh /h) 0 0 0 30 0 31 Percent Heavy Vehicles" - 0 0 0 5 0 5 -" -- Percent Grade 1 %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 - 0 Lanes 0 0 0 0 0 0 Configuration I LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11' 12 Lane Configuration LT LR (veh /h) 61 61 C (m) (veh /h) 853 328 c 0.07 0.19 95% queue length 0.23 0.67 Control Delay (s /veh) 9.5 18.5 LOS A C A pproach Delay (s /veh) 18.5 pproach LOS C Cooyrign'0 2005 University of Florida. All Rignts Reserved HCS TM Version 5 2 Generated 2/9/2007 9 -22 ABM HCS +`° DETAILED REPORT Genera/ Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0712712006 Time Period AM Peak Hour Intersection Route 11 & Stephenson Road Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Condiitons Project ID Jordan Springs Development 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 0 0 1 0 1 1 Lane Group LR TR L T Volume, V (vph) 29 30 673 31 58 558 % Heavy Vehicles, %HV 5 5 5 5 5 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or Actuated (A) A A A A A A Start-up Lost Time, li 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 Unit Extension, LIE 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 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 Parking / Grade/ Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing I WB Only 1 02 03 04 NS Perm 06 07 08 Timing G= 25.0 G= G= G= G= 55.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Del a , and LOS Determination EB I WB I NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 63 741 61 587 Lane Group Capacity, c 457 1099 334 1106 v/c Ratio, X 0.14 0.67 0.18 0.53 Total Green Ratio, g/C 0.28 0.61 0.61 0.61 Uniform Delay, d, 24.4 11.6 7.7 10.1 Progression Factor, PF 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.25 j 0.11 0.13 Incremental Delay, d 0.1 1.6 0.3 0.5 Initial Queue Delay, d 0.0 0.0 0.0 0 Control Delay 24.5 13.2 7.9 0.6 Lane Group LOS C B A B Approach Delay 24.5 13.2 0.3 I Approach LOS I I C I B I B Intersection Delay. I 12.4 I X = 0.51 I Intersection LOS I B Copyright (9) 2005 University of Florida, All Rights Reserved HCS +TM Version 5.2 Generated: 2/8/2007 9:23 AM HCS + DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0712712006 Time Period PM Peak Hour Intersection Route 11 & Stephenson Road Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Background Condiitons Project ID Jordan Springs Development Suggested Improvement Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of Lanes, Ni 0 0 1 0 1 1 Lane Group LR TR L T Volume, V (vph) 59 79 843 54 81 827 % Heavy Vehicles, %HV 5 5 5 5 5 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or Actuated (A) A A A A A A Start-up Lost Time, Ii 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 11.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 Ped / Bike / RTCR Volumes 0 0 0 0 0 0 0 0 Lane Width 1 12.0 1 12.0 12.0 12.0 Parking / Grade i Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Na 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 32 Phasing WB Only 1 02 03 04 NS Perm 06 07 08 G= 23.0 G= G= G= G= 57.0 G= G= G= Timing Y_ 5 1Y= Y= 1Y= IY= 5 Y= Y= 1Y= Duration of Analysis, 7 = 0.25 Cycle Length, Lane Group Capacity, Control Del a , and LOS Determination EB I WB I NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Adjusted Flow Rate, v 145 944 85 871 Lane Group Capacity, c 418 1137 275 1146 v/c Ratio, X 0.35 0.83 0.31 0.76 Total Green Ratio, g/C 0.26 0.63 0.63 0.63 Uniform Delay, d 1 1 27.4 12.8 75 11.7 Progression Factor, PF 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.37 0.11 0.31 Incremental Delay, d 0.5 5.3 0.6 3.0 Initial Queue Delay. d 0.0 0.0 0.0 0.0 Control Delay 279 18.1 8.2 14.7 Lane Group LOS C B A B Approach Delay 279 18.1 14.1 Approach LOS C 8 8 Intersection Delay 16.9 X� = 0.69 Intersection LOS 8 Copyright 0 2005 University of Florida, All Rights Reserved HCS, Version 5.2 Generated: 2/8/2007 9:23 AM Copyright 0 2005 University of Florida All R.ign!s Reserved HCS_ VeFsion 52 Generates: zls¢our _ Z - TWO -WAY STOP CONTROL SUMMARY General Information Site Information ntersection Stephenson &Old Town Rd Charles A nal y st PHR +A Ag enc y /Co. PHR +A J urisdiction Frederick County, VA Date Performed A nal y sis Time Period 07/27,'2006 M Peak Hour A nalysis Year 2010 Background Condiitons Project Descri tion Jordan Springs Project . East/West Street: Old Charles Town Road North/South Street: Stephenson Road Intersection Orientation: East -West . IStudy Period (hr$)7 0.25 V ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R V olume veh/h) 4 265 241 20 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 4 278 0 0 253 21 Percent Heavy Vehicles 2 5 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 V olume veh/h) 55 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 57 0 4 Percent Heavy. Vehicles 0 0 0 2 0 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) - 4 61 C (m) (veh /h) 1289 506 c 0.00 0.12 95% queue length 0.01 0.41 Control Delay (s/veh) 7.8 13.1 LOS A B Delay (s /veh) 13.1 , A pproach pproach LOS B Copyright 0 2005 University of Florida All R.ign!s Reserved HCS_ VeFsion 52 Generates: zls¢our _ Z - - A nalyst PHR Ag ency/Co. PHR +A Date Performed 0712712006 A nalysis Time Period PM Peak Hour i11507mrd Intersection Orientation: East -West IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Ma - or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R V olume veh /h 6 278 326 64 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 6 292 0 0 343 67 Percent Heavy Vehicles 2 5 Median Type Undivided FIT 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 V olume veh/h 48 6 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh/h 0 0 0 50 0 6 Percent Heavy Vehicles 0 0 0 2 0 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 6 56 C (m) (veh /h) 1149 433 c 0.01 0.13 95% queue length 0.02 0.44 Control Delay (s /veh) 8.1 14.5 LOS A B pprcach Delay (s /veh) -- -- 14.5 Apprcach LOS B TWO -WAY STOP CONTROL SUMMARY Site Information +A Intersection Copyngnt 2005 University of Florida. All Rignts Reserveo - ICS + Tol Version 52 Generated 2/8/2007 9 24 All TWO -WAY STOP CONTROL SUMMARY G formation Site Information A nalyst PHR +A Agency/Co. PHR +A Date Performed 712612006 A nalysis Time Period V M Peak Hour Intersection Orientation North -South 10 47 I Study Period (hrs): 0.25 0 24 Vehicle Volumes and Adjustments Percent Heavy Vehicles 5 Major Street Northbound Median Type. Undivided Southbound Movement 1 2 3 4 5 6 1 L T R L T R Volume veh/h) 10 45 TR 23 218 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 10 47 0 0 24 229 Percent Heavy Vehicles 5 5 Median Type. Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR U stream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh/h) 102 2 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 107 0 2 0 0 0 Percent Heavy Vehicles 5 0 5 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela ,.Queue Len th, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 10 109 C (m) (veh /h) 1295 773 c 0.01 0.14 95% queue length 0.02 0.49 Control Delay (s /veh) 7.8 10.4 LOS A B Approach Delay (s /veh) 10.4 Approach LOS B Cooyrignt© 2005 University of Flor All Rlgnts P.eservec HCS —' " Version 53 uer.e.ziea _ - I TWO -WAY STOP CONTROL SUMMARY Project Description Jordan Springs Project Intersection Woods Mill Rd &Jordan S irin s A nalyst PHR +A Agency/Co. PHR +A J urisdiction Frederick County, VA Date Performed A nalysis Time Period 712612006 PM Peak Hour Analysis Year 2010 Background Condiitons : 0.25 Project Description Jordan Springs Project East/West Street: Woods Mill Road North /South Street: Jordan S irin s Road 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) 12 64 38 186 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 12 67 0 0 40 195 Percent Heavy Vehicles 5 5 Median Type Undivided FIT Channelized I or 0 Lanes 0 1 0 0 1 0 Configuration LT TR U stream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh/h) 262 12 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 275 0 12 0 0 0 Percent Heavy Vehicles 5 0 5 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration - LR Delay, Queue Length, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 12 287 C (m) (veh /h) 1315 751 c 0.01 0.38 95/ queue length 0.03 1.80 Control Delay (s /veh) 78 12.7 LOS A B A pproach Delay (s /veh) 12.7 A pproach LOS — B Copyrigc,©2005 Universiry of Rlonca, All Rights .Reserved HC3_ Vers:on52 3enerared. 2/6/2007 9 :24AM HCS +' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 07126107 Time Period AM Peak Hour Intersection Route 11 & Old Charlestown Rd Area Type All other areas Jurisdiction Frederick County Analysis Year 2010 Build -out Condlitons Project ID Jordan Springs Developemnt Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of Lanes, Ni 2 1 1 1 1 1 Lane Group L R T R L T Volume, V (vph) 714 135 603 423 64 557 % Heavy Vehicles, %HV 5 5 5 5 5 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 10.95 0.95 0.95 Pretimed (P) or Actuated (A) A A A I A A A Start-up Lost Time, h 2.0 2.0 2.0 12.0 2.0 2.0 Extension of Effective Green, a 2.0 2.0 2.0 12.0 2.0 2.0 Arrival Type, AT 3 3 3 1 3 3 3 Unit Extension, LIE 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 1 0 0 Min. Time for Pedestrians, GP 3.2 3.2 1 3.2 Phasing WB Only 02 03 .04 NS Perm 06 07 08 Timing G= 33.0 G= G= G= G= 55.0 G= G= G= Y= 6 IY= Y= ly= IY= 6 Y= 1Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Dela , and LOS Determination EB I WB I NB SB LT TH I RT I LT TH I RT LT I TH I RT LT TH RT Adjusted Flow Rate, v 1 752 142 635 1 445 67 586 Lane Group Capacity, c 1102 508 996 1538 280 996 v/c Ratio, X 0.68 0.28 0.64 0.29 0.24 0.59 Total Green Ratio, g/C 0.33 0.33 0.55 1.00 0.55 0.55 Uniform Delay, d 1 29.0 24.7 15.6 10.0 11.7 15.0 Progression Factor, PF 1.000 1.000 1.000 0.950 1.000 1.000 Delay Calibration, k 0.25 0.11 0.22 0.11 0.11 0.18 Incremental Delay, d 1.7 0.3 1.4 0.1 0.4 0.9 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Control. Delay 30.7 25.0 17.0 0.1 12.1 15.9 Lane Group LOS C C B A S B Approach Delay 29.8 10.0 15.5 C 3 B Approach LOS Intersection Delay I ig, 1 I X = 0.65 I Intersection LOS I 8 Copyright 2005 University of Florida, All Rights Reserved HCS.T'`^ Version 5.2 Generated: 2/8/2007 9 :24 AM HCS +`" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date. Performed 07126107 Time Period PM Peak Hour Intersection Route 11 & Old Charlestown Rd Area Type All other areas Jurisdiction Frederick County Analysis Year 2010 Build -out Condiitons Project ID Jordan Springs Developemnt Suggested Improvements Volume and Timing Input EB WB NB SIB LT TH RT LT TH I RT LT TH RT LT TH RT Number of Lanes, Ni 2 1 1 1 1 1 Lane Group L R T R L T Volume, V (vph) 627 109 832 806 155 774 % Heavy Vehicles, %HV 5 5 5 5 5 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 10.95 0.95 0.95 Pretimed (P) or Actuated (A) A A A I A A A Start-up Lost Time, I 1 1 2.0 2.0 2.0 12.0 2.0 2.0 Extension of Effective Green, e 2.0 12.0 2.0 12.0 2.0 2.0 Arrival Type, AT 3 3 3 1 3 3 3 Unit Extension, LIE 3.0 3.0 3.0 13.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 11.000 1.000 1.000 Initial Unmet Demand, Ob 0.0 0.0 0.0 10.0 0.0 0.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 1 0 0 0 Lane Width 12.0 12.0 12.0 112.0 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 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing I WB Only 1 02, 03 04 SB Only NS Perm 07 08 Timing G= 34.0 G= G= G= G= 9.0 G= 55.0 G= G= Y= 6 1Y= Y= 1Y= IY= 0 Y= 6 IY= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 110.0 Lane Group Capacity, Control Delay, and LOS Determination EB I WB NB SIB LT TH RT LT TH RT LT TH RT LT I TH I RT Adjusted Flow Rate, v 660 115 876 848 163 815 Lane Group Capacity, c 1032 685 905 1328 207 1053 v/c Ratio, X 0.64 0.17 0.97 0.64 0.79 0.77 Total Green Ratio, g/C 0.31 0.45 0.50 0.86 0.58 0.58 Uniform Delay, d 1 32.7 18.3 26.6 2.3 23.3 17.5 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.22 0.11 0.48 0.22 0.33 0.32 Incremental Delay, d 1.3 0.4 22.4 1.0 18.1 3.7 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay 34.1 18.4 49.0 3.3 41.4 21.2 Lane Group LOS C 8 D A D C Approach Delay 31.7 26.5 24.5 C C C Approach LOS Intersection Delay . I 271 I X = 0.91 I Intersection LOS I C Copyright © 2005 University of Florida, All Rights Reserved HCS + Version 5.2 Generated: 2/8/2007 9 :25 AM TWO -WAY STOP CONTROL SUMMARY General Information ISite Information nal st PHR +A Agency/Co. PHR +A Date Performed 0712712006 A nalysis Time Period A M Peak Hour 0181 V ehicle Volumes and Adjustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R V olume veh/h) 351 4 .0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 369 4 0 0 0 Percent Heavy Vehicles 0 5 Median Type Undivided RT Channelized 1 0 t 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh/h) 3 15 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 3 0 15 Percent Heavy Vehicles 5 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh /h) 0 18 C (m) (veh /h) 1169 660 vlc 0.00 0.03 95% queue length 0.00 0.08 Control Delay (s /veh) 8.1 10.6 LOS A B Approach Delay (s /veh) 10.6 Approach LOS B Copyright rJ 2005 University o; Florida. All Rign's Reserveo ACS - Version 52 Generated: 216iZUU/ Sao ±.m, CooyrighL7 ?005 Univarsi!y of Florian. All P.igns Rese:vetl ,4CS -'"' Version 5.2 Gersrn[ed: 2/8 i2007 925 A?A TWO -WAY STOP CONTROL SUMMARY General Information Time Period P Site Information Intersection Jordan Spiring &Monastry Ridge [Analyst PHR +A enc /Co. PHR +A Jurisdiction Frederick County, VA Date Performed 0712712006 A nalysis Year 2010 Build -out Conditions [Analysis Project Description Jordan Springs Project Ea st/Weat Street: - Monastr Ride Road North /South Street: Jordan S irin Intersection Orientation: North -South Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Ma - or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R V olume veh /h 516 3 12 378 Peak- Hour PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 543 3 12 397 0 Percent Heavy Vehicles 0 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 i 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh /h 5 8 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 5 0 8 Percent Heavy Vehicles 5 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 12 13 C (m) (veh /h) 1008 392 c 0.01 0.03 95% queue length 0.04 0.10 Control Delay (s /veh) 8.6 14.5 LOS A B A pproach Delay (s /veh) 14.5 Approach LOS B CooyrighL7 ?005 Univarsi!y of Florian. All P.igns Rese:vetl ,4CS -'"' Version 5.2 Gersrn[ed: 2/8 i2007 925 A?A Time Period P PM Peak Hour i2007 925 A?A TWO -WAY STOP CONTROL S UMMARY General Information ISite information A nalyst PHR +A Agency/Co. PHR +A Date Performed 0711712006 A nalysis Time Period JA Peak Hour Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 16 L T R L T R V olume veh/h) 0.95 346 22 8 375 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 364 23 8 394 0 Percent Heavy Vehicles 0 5 Storage Median Type Undivided RT Channelized 0 0 RT Channelized B 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 Lanes 0 0 0 0 0 0 Configuration I LR Delay, Queue Length, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement . 1 4 - 7 8 9 .10 11 12 Lane Configuration LT LR (veh /h) 8 22 C (m) (veh /h) L T R L T R Volume veh/h) c 16 6 Peak -Hour Factor, PHF 0.95 0.95 0.95 .0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 16 0 6 Percent Heavy Vehicles 5 0 0 5 0 1 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 14.4 0 RT Channelized B 0 0 Lanes 0 0 0 0 0 0 Configuration I LR Delay, Queue Length, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement . 1 4 - 7 8 9 .10 11 12 Lane Configuration LT LR (veh /h) 8 22 C (m) (veh /h) 1155 407 c 0.01 0.05 95% queue length 0.02 0.17 Control Delay (s /veh) 8.1 14.4 LOS A B A pproach Delay (s /veh) 14.4 pproach LOS B Copyright O 2005 University c; Florida. All Rights Reserved 7�CS - ' Version 5.2 deneratec [Inimur y:eo non TWO -WAY STOP CONTROL SUMMARY General Information ISite Information A nalyst PHR +A Agency/Co. PHR +A Date Performed 0712712006 A nalysis Time Period PM Peak Hour Description Jordan Springs Projec ?st Street: Morrison Road tion Orientation: North -South e Volumes and Adiustments Street: Jordan Spiring &Morrison ck County. VA F9 , 7170A d Movement 1 2 1 3 4 5 6 L T R L T R Volume veh/h) 518 24 15 433 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 545 25 15 455 0 Percent Heavy Vehicles 0 -- 5 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L. T R V olume veh/h) 24 20 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 25 0 21 Percent Heavy Vehicles 5 0 0 5 - 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0' 0 Configuration LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 15 46 C (m) (veh /h) 988 325 c 0.02 0.14 95% queue length 0.05 0.49 Control Delay (s /veh) 8.7 17.9 LOS A C Approach Delay (s /veh) 17.9 Approach LOS C •�oapr m 0 2005 University of Florica, Ail Rights Reserved Version 5.2 Genera[ea: 2/8/2007 9:25 AM A nalyst PHR Ag ency/Co. PHR +A Date Performed 0712712006 A nalysis Time Period M Peak Hour 1587 Movement 1 2 3 4 5 6 L T R L T R V olume veh /h 352 1 46 380 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 370 1 48 400 0 Percent Heavy Vehicles 0 2 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh /h .5 81 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 5 0 85 Percent Heavy Vehicles 5 0 0 2 0 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 0 0 0 0 nfig Couration LR Delay, Queue Length, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 - 4 7 8 9 10 11 12 Lane Configuration LT LR. (veh /h) 48 90 C (m) (veh /h) 1188 635 lc 0.04 0.14 95% queue length 0.13 0.49 _ Control Delay (s /veh) 8.2 11.6 LOS A B A pproach Delay (s /veh) 11.6 A pproach LOS B TWO -WAY STOP CONTROL SUMMARY, Site Information +A Intersection Copyright 1 ) 2005 University of Rorida, Ail Rigc:s Reservec 1?CS - "�' Version 5.2 Ce.nsra(ad: 2/912COi 925 rM TWO -WAY STOP CONTROL SUMMARY General Information ISite Information A nalyst PHR +A Agency/Co. PHR +A Date Performed 0711712006 A nalysis Time Period PM Peak Hour Project Description Jordan Springs Pro Coovnghi © 2005 University of Florida. All Rlgn :s Reserved HCS.' "' Version 5.2 Generated: 2/8/2007 9:26 ABM Project Description Jordan Springs Pro East/West Street: Old Charles Town Road North /South Street: Jordan S irin s Road Intersection Orientation: North -South I Study Period hrs : 0.25 V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 540 2 97 449 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 568 2 102 472 0 Percent Heavy Vehicles 0 2 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT - Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 2 60 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 2 0 63 Percent Heavy Vehicles 5 0 0 2 0 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 102 65 C (m) (veh /h) 1002 491 Vi 0.10 0.13 95% queue length 0.34 0.45 Control Delay (s /veh) 9.0 13.4 LOS A B Approach Delay (s /veh) 13.4 Approach LOS B Coovnghi © 2005 University of Florida. All Rlgn :s Reserved HCS.' "' Version 5.2 Generated: 2/8/2007 9:26 ABM HCS +" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0712712006 Time Period AM Peak Hour Intersection Route 7 & Woods Mill Rd Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Buildout Condiitons Project ID Jordan Springs Development Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 1 1 1 Lane Group L T R L R Volume, V (vph) 194 1227 165 323 1214 % Heavy Vehicles, %HV 0 5 2 0 1 2 Peak -Hour Factor, PHF 0.90 0.95 0.95 0.90 10.95 Pretimed (P) or Actuated (A) A A A A I A Start -up Lost Time, Ir 2.0 2.0 2.0 2.0 12.0 Extension of Effective Green, e 2.0 1 2.0 2.0 2.0 12.0 Arrival Type, AT 3 1 3 3 3 1 3 Unit Extension, UE 3.0 1 3.0 3.0 3.0 13.0 Filtering /Metering, 1 1.000 11.000 1.000 1.000 11.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 10.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nrn Buses Stopping, Na 0 0 0 0 0 Min. Time for Pedestrians, Gp 1 3.2 1 3.2 3.2 Phasing I EB Only I WB Only 03 04 SB Only 06 07 08 G= 16.0 G= 36.0 G= G= G= 20.0 G= G= G= Timing Y= 6 IY= 6 Y= IY= Y- 6 Y= Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Dela , and LOS Determination EB WB I NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 216 1292 174 359 225 Lane Group Capacity, c 321 1378 1091 401 739 v/c Ratio, X 0.67 0.94 0.16 0.90 0.30 Total Green Ratio, g/C 0.18 0.40 0.69 0.22 0.47 Uniform Delay, d 34.6 25.9 4.9 34.0 14.9 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.24 0.45 0.11 0.42 0.11 Incremental Delay, d 5.4 12.3 0.1 21.9 0.2 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 Control Delay 40.0 38.2 5.0 55.9 15.2 Lane Group LOS D D A E B Approach Delay 40.0 34.3 40. Approach LOS D C D Intersection Delay 36.4 = 0.87 1 Intersection LOS Copyright © 2005 University of Florida, All Rights Reserved HCS +TM Version 5.2 Generated: 2 9:26 AM HCS +'" DETAILED REPORT. General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0712712006 Time Period PM Peak Hour Intersection Route 7 & Woods Mill Rd Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Buildout Condiitons Project ID Jordan Springs Development Volume and Timinq Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes, Ni 1 2 1 1 1 Lane Group L T R L R Volume, V (vph) 305 2441 525 288 190 % Heavy Vehicles, %HV 0 5 2 0 2 Peak -Hour Factor, PHF 0.90 0.95 0.95 0.90 0.95 Pretimed (P) or Actuated (A) A A A A A Start-up Lost Time, I 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 13.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 11.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 10.0 Ped / Bike / RTCR Volumes 0 0 0 0 0 0 0 0 Lane Width 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, Na 0 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing I EB Only WB Only 03 04 SB Only 06 07 08 Timing G= 16.0 G= 74.0 G= G= I G= 12.0 G= G= G= Y= 6 Y= 6 Y= Y= Y= 6 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 120.0 Lane Group Capacity, Control Dela , and LOS Determination EB WB I NB SB LT TH RT LT TH I RT I LT TH RT LT TH I RT Adjusted Flow Rate, v 339 2569 553 320 200 Lane Group Capacity, c 241 2124 1214 181 449 v/c Ratio, X 1.41 1.21 0.46 1.77 0.45 Total Green Ratio, g/C 0.13 0.62 0.77 0.10 0.28 Uniform Delay, d 52.0 23.0 5.0 54.0 35.3 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.50 0.50 0.11 0.50 0.11 Incremental Delay, d 205.9 98.9 0.3 367.1 0.7 Initial Queue Delay, d 0.0 0.0 0.0 0.0 Control Delay 257.9 121.9 5.3 421.1 t 36 Lane Group LOS F F A F Approach Delay 257.9 101.3 2730 Approach LOS F F F Intersection Delay 1 137.0 1 X„ = 1.31 1 Intersection LOS I F Copyright © 2005 University of Florida, All Rights Reserved HCS. Version 5 .2 Generated: 2r8/2007 9:29 AM HCS +" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co: PHR +A Date Performed 0712712006 Time Period AM Peak Hour Intersection Route 7 & Woods Mill Rd Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Buildout Conditions Project ID Jordan Springs Development Suggested Improvement Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT . LT TH RT LT TH RT Number of Lanes, Ni 2 3 1 1 1 Lane Group L T R L R Volume, V (vph) 194 1227 165 323 214 % Heavy Vehicles, %HV . 0 5 2 0 2 Peak -Hour Factor, PHF 0.90 0.95 0.95 0.90 0.95 Pretimed (P) or Actuated (A) A A A A A Start-up Lost Time, li 2.0 1 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 12.0 2.0 2.0 Arrival Type, AT 3 3 3 3 11 3 Unit Extension, UE 3.0 3.0 3.0 3.0 13.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 11.000 Initial Unmet Demand, Qb 0.0 0.0 0.0 0.0 10.0 Ped / Bike / RTOR Volumes 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, Ne 0 0 0 0 0 Min. Time for Pedestrians, Gp 1 3.2 3.2 3.2 Phasing EB Only WB Only 03 04 SB Only 06 07 08 Timing G= 16.0 G= 34.0 G= G= G= 22.0 G= G= G= Y= 6 IY= 6 Y= 1Y= IY= 6 Y= 1Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity Control Dela , and LOS Determination EB I WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Adjusted Flow Rate, v 216 1292 174 359 225 Lane Group Capacity, c 623 1862 1091 441 774 v/c Ratio, X 0.35 0.69 0.16 0.81 0.29 Total Green Ratio g/C 0.18 0.38 0.69, 0.24 0.49 Uniform Delay, d 32.4 23.6 4.9 32.1 13.7 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0,11 0.26 0.11 0.35 0.11 Incremental Delay d 0.3 1.1 0.1 11.2 0.2 Initial Queue Delay. d 0.0 0.0 0.0 0.0 0.0 Control Delay 32.8 24.7 5.0 43.3 E 3.9 Lane Group LOS C C A D A pproach Delay 32.8 22.4 32.0 Approach LOS C C C I Intersection Delay I 25,6 I X� = 0.65 I Intersection LOS I C Copyright © 2005 University of Florida, All Rights Reserved HCS + Version 5.2 Generated: 2)8/2007 9 :29 AM HCS + DETAILED REPORT General information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0712712006 Time Period PM Peak Hour Intersection Route 7 & Woods Mill Rd Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Buildout Condlitons Project ID Jordan Springs Development - 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 2 3 1 1 1 Lane Group L T R L R Volume, V (vph) 305 2441 525 288 190 %.Heavy Vehicles, %HV 0 5 2 0 2 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 10.95 Pretimed (P) or Actuated (A) A A A A I A Start -up Lost Time, li 2.0 2.0 12.0 2.0 12.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 12.0 Arrival Type, AT 3 3 3 3 1 3 Unit Extension, LIE 3.0 3.0 3.0 3.0 13.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 11.000 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 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, N3 0 0 0 0 1 0 Min. Time for Pedestrians, GP 1 3.2 3.2 3.2 Phasing EB Only WB Only 03 04 SB Only 06 07 08 Timing G= 11.0 G= 44.0 G= G= G= 17.0 G= G= G= I Y= 6 IY= 6 Y= 1Y= IY= 6 Y= 1Y= Y= Duration of Analysis, T = 0.25 Cycie Length, C = 90.0 Lane Group Capacity, Control Del a , and LOS Determination EB I WB NB SB LT TH I RT I LT TH I RT LT TH I RT LT I TH I RT Adjusted Flow Rate, v 321 2569 1 553 303 200 Lane Group Capacity, c 428 2410 1178 341 598 v/c Ratio, X 0.75 1.07 0.47 0.89 0.33 Total Green Ratio, g/C 0.12 0.49 0.74 0.19 0.38 Uniform Delay, d., 38.2 23.0 4.5 35.6 19.9 Progression Factor, PF 1.000 1.000 1.000 1.000 1.000 Delay Calibration, k 0.31 0.50 0.11 0.41 0.11 Incremental Delay, d 7.2 38.9 1 0.3 23.6 0.3 Initial Queue Delay, d 0.0 0.0 0.0 0.0 0.0 Control Delay 45.4 61.9 4.8 59.2 20.3 Lane Group LOS D E A E C Approach Delay 45,4 51.8 43.7 Approach LOS D D D I Intersection Delay I 50.2 I X = 0.98 I Intersection LOS ' D Copyright 0 2005 University of Florida, All Rights Reserved HGS + Version 5.2 Generated: 2/8/2007 9 :29 AM J TWO -WAY STOP CONTROL SUMMARY (General Information (Site Information Project Description Jordan Springs Pro Intersection Route I 1901 Charles Town Rd EasUWest Street: Old Charles Town Road A nalyst PHR +A Agency/Co. PHR +A Jurisdiction Frederick County, VA : 0.25 Date Performed 0711712006 A nalysis Year 2010 Buildout Conditions A nalysis Time Period AM Peak Hour Major Street Northbound Project Description Jordan Springs Pro EasUWest Street: Old Charles Town Road North /South Street: Route 11 Intersection Orientation: North -South Stud Period hrs : 0.25 V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R V olume veh/h) 603 428 66 557 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 634 450 69 586 0 Percent Heavy Vehicles 0 5 Median Type Two Way Left Turn Lane FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT , Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 748 144 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 787 0 151 Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR . (veh /h) 69 938. C (m) (veh /h) 632 297 c 0.11. 3.16 95% queue length 0.37 84.30 Control Delay (s /veh) 11.4 1006 LOS R F pproach Delay(s /veh) 1006 A pproach LOS F Copyright © 2005 University or Fiorfda, All Rights Reserved ,gCS. Version 5.2 Generated. 2/81 9.30 ABM A nalyst PHR Ag ency/Co, /Co. PHR +A Date Performed 0712712006 A nalysis Time Period PM Peak Hour ute 11 &Old Charles ?derick County, VA 10 Buildout Conditio Cooynght © 2005 University or F!orida, Ad R.ignis Reserved TWO -WAY STOP CONTROL SUMMARY Site Information +A Intersection NCS - " Versio, 5.2 Cdenarated: D/ 12UUi 9' U,ami Project Description Jordan Springs Project East/West Street: Old Charles Town Road North /South Street: Route 11 Intersection Orientation: North -South Stud 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 832 839 165 774 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 875 883 173 814 0 Percent Heavy Vehicles 0 5 Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh /h 643 114 Peak -Hour Factor. PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 676 0 120 Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh /h) 173 796 C (m) (veh /h) 348 0 v/c 0.50 95% queue length 2.65 Control Delay (s /veh) 25.1 LOS D F Approach Delay (s /veh) — Approach LOS — Cooynght © 2005 University or F!orida, Ad R.ignis Reserved TWO -WAY STOP CONTROL SUMMARY Site Information +A Intersection NCS - " Versio, 5.2 Cdenarated: D/ 12UUi 9' U,ami Copyright © 2005 University of �forida. Alf Rfgr:s Reserved ,ACS T'lf Vsrslon 52 Generated. 2/8/2007 9:30 AM TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Intersection Route 11 & Stephenson Road Agency/Co. PHR +A . J urisdiction Frederick County, VA Date Performed 0712712006 A nalysis Year 2010 Build -out Conditions nalysis Time Period A M Peak Hour Project Description Jordan Springs Project East/West Street: Stephenson Road North /South Street: Route 11 Intersection Orientation: North -South Stud Period hrs : 0.25 Vehicle Volumes and. Adjustments Major Street Northbound I Southbound Movement 1 2 3 4 5 6 L T R L T R V olume (veh /h ) 705 31 92 582 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh /h) 0 742 32 96 612 0 Percent Heavy Vehicles 0 5 -- Median Type Two Way Left Turn Lane RT Channelized 0 1 1 0 Lanes 0 1 0 0 0 Configuration TR LT U stream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 29 78 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h) 0 0 0 30 0 82 Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes D 0 0 0 0 0 Configuration I LP Delay Queue Len th, and Level of Service A pproach . Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 96 112 C (m) (veh /h) 828 362 lc 0.12 0.31 95% queue length 0.39 1.29 Control Delay (slveh) 9.9 19.3 LOS A C A pproach Delay (s /veh) 19.3 Approach LOS — C Copyright © 2005 University of �forida. Alf Rfgr:s Reserved ,ACS T'lf Vsrslon 52 Generated. 2/8/2007 9:30 AM Goornght© 2005 University or Rarida. All Rlgns Reservea HCS. Version 52 Generated' M/2007 9.30 AM TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Intersection Route 11 & Stephenson Road enc /Co PHR +A J urisdiction Frederick County, VA Date Performed 0712712006 A nalysis Year 2010 Build -out Conditions A nalysis Time Period PM Peak Hour Project Description Jordan Springs Project East/West Street: Stephenson Road North /South Street: Route 11 Intersection Orientation: North -South I 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) 875 54 133 862 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR (veh /h) 0 921 56 140 907 0 Percent Heavy Vehicles 0 -- -- 1 5 -- -- Median Type Two Way Lela Turn Lane RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT U stream Si nal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 59 128 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h) 0 0 0 62 0 134 Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vehih) 140 196 C (m) (veh /h) 694 228 c 0.20 0.86 ' 95°% queue length 0.75 6.80 Control Delay (s /veh) 11.5 73.5 LOS B F [Approach . Delay (s /veh) 73.5 [A pproach LOS F Goornght© 2005 University or Rarida. All Rlgns Reservea HCS. Version 52 Generated' M/2007 9.30 AM HCS +' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0712712006 Time Period AM Peak Hour Intersection Route 11 & Stephenson Road Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010 Build -out Conditions Project ID Jordan Springs Development Su ested'Im rovement 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 0 1 1 Lane Group LR TR L T Volume, V (vph) 29 78 705 31 92 582 % Heavy Vehicles, %HV 5 5 5 5 5 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or Actuated (A) A A A A A A Start-up Lost Time, h 2.0 2.0 2.0 2.0 Extension of Effective Green, e 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1.000 1.000 Initial Unmet Demand, Qb 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 Parking /Grade /Parking N 0 N N 0 N N 0 tN Parking Maneuvers, Nm Buses Stopping, Na 0 0 0 0 Min. Time for Pedestrians, Gp 3.2 3.2 3.2 Phasing WB Only 02 03 04 SIB Only NS Perm 07 1 08 Timing G= 28.0 G= G= G= G= 9.0 G= 48.0 G= G= Y= 6 1Y= Y= IY= IY= 0 Y= 6 IY= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 97.0 Lane Group Capacity, Control Deia , and LOS Determination EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 113 775 97 613 Lane Group Capacity, c 465 890 324 1064 v/c Ratio, X 0.24 0.87 0.30 0.58 Total Green Ratio, g/C 0.29 0.49 0.59 0.59 Uniform Delay, d, 26.4 21.7 12.3 12.5 Progression Factor, PF 1.000 1.000 1.000 1.000 Delay Calibration, k 0.11 0.40 0.11 0.17 Incremental Delay, d 0.3 9.4 0.5 0.8 Initial Queue Delay, d 3 0.0 0.0 0.0 0.0 Control Delay 26.7 31.1 12.8 3.2 Lane Group LOS C C 8 8 Aporoach Delay 26.7 31.1 32 C C B Approach LOS Intersection Delay I 22,8 I X= 0.68 I Intersection LOS I C I Copyright © 2005 University of Florida, All Rights Reserved HCS.T'M Version 5 2 Generated 2/8/2007 9 :30 AM HCS + DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0712712006 Time Period PM Peak Hour Intersection Route 11 & Stephenson Road Area Type All other areas Jurisdiction Frederick County, VA Analysis Year 2010'Build -out Conditions Project ID Jordan Springs Development 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 0 0 1 0 1 1 Lane Group LR TR L T Volume, V (vph) 59 128 875 54 133 862 % Heavy Vehicles, %HV 5 5 5 5 5 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 10.95 0.95 0.95 Pretimed (P) or Actuated (A) A A A A A A Start-up Lost Time, Ii 2.0 2.0 2.0 IZO Extension of Effective Green, e 2.0 2.0 2.0 2.0 Arrival Type, AT 3 3 3 3 Unit Extension, UE 3.0 3.0 3.0 3.0 Filtering /Metering, 1 1.000 1.000 1 1.000 1.000 Initial Unmet Demand, Qb 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 Parking / Grade / Parking N 0 N N 0 N N 0 N Parking Maneuvers, Nm Buses Stopping, NB 0 0 0 0 Min. Time for Pedestrians, Gp 1 3.2 3.2 3.2 Phasing WB Only 02 03 04 SB Only NS Perm 07 08 Timing G= 20.0 G= G= G= G= 6.0 G= 52:0 G= G= Y= 6 1Y= Y= Y IY= 0 Y= 6 1Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Cap acity, Control Del a , and LOS Determination EB I WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow Rate, v 197 978 140 907 Lane Group Capacity, c 359 1037 296 1166 v/c Ratio, X 0.55 0.94 0.47 0.78 Total Green Ratio, g/C 0.22 0.58 0.64 0.64 Uniform Delay, d 31.0 17.6 10.0 1 11.4 Progression Factor, PF 1.000 1.000 1.000 1.000 Delay Calibration, k 0.15 0.46 0.11 0.33 Incremental Delay, d 1.8 16.1 1 1.2 3.4 Initial Queue Delay, d 0.0 0.0 0.0 0.0 Control Delay 32.8 33.7 11.2 14.8 Lane Group LOS C C B 3 Approach Delay 32.8 33.7 14.3 C C 3 Approach LOS Intersection Delay I 24.5 I X� = 0.92 I Intersection LOS I C Copyright © 2005 University of Florida; All Rights Reserved HCS +TM Version 5.2 Generated: 2/8/2007 9 :31 AM TWO -WAY STOP.CONTROL SUMMARY General Information Site Information ve Intersection de n or a S irin s J urisdiction Frederick County, VA A nalysis Year 2010 Build -out Conditions +A PHR +A Wed PHR 0712512006 e Period A M Peak Hour ve Intersection de n or a S irin s J urisdiction Frederick County, VA A nalysis Year 2010 Build -out Conditions Movement Project Description Jordan Springs Project East West Street: Site Drive #1 ` North /South Street: Jordan S irin s Road Intersection Orientation: North -South ] Study Period hrs : 0.25 V ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L 1 T R V olume veh/h 11 175 231 344 52 Peak -Hour Factor, PHF 0.95 0.95 0.95 1 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 11 184 0 0 362 54 Percent Heavy Vehicles 5 95% queue length 0.03 5 Median Type Undivided RT Channelized Control Delay (s /veh) 0 0 Lanes 0 1 0 0 1 0 Configuration LT C TR U stream Signal 0 19.1 Approach LOS 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/ h 181 39 Peak -Hour Factor. PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 190 0 41 0 0 0 Percent Heavy Vehicles 5 0 5 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela , Queue Len th, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veh /h) 11 231 C (m) (veh /h) 1127 483 vlc 0.01 0.48 95% queue length 0.03 2.54 Control Delay (s /veh) 8.2 19.1 , A C Approach Delay (s /veh) 19.1 Approach LOS C Cocyrlgnt© 2005 University o.' FlaTrda , All Rlgnts Reservea HCS +'' Version 5 .2 enerateu ztei[uur I— TWO -WAY STOP CONTROL SUMMARY General Information ISite Information A nalyst PHR +A Agency/Co. PHR +A Date Performed 0712712006 A nalysis Time Period PM Peak Hour Project Description Jord, East/UVeSt Street: Site Dn Intersection Orientation: Vehicle Volumes and #1 &Jordan - ountv. VA Street: Jordan Soirinas Road Movement 1 2 1 3 4 5 6 4 L T R L T R V olume veh /h 42 432 259 192 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 44 454 0 0 272 202 Percent Heavy Vehicles 2 5 c Median Type I Undivided RT Channelized 0 0.42 0 Lanes 0 1 1 0 0 1 1 1 0 Configuration LT 8.4 I TR Upstream Signal 24.0 0 LOS A 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 A pproach LOS L T R L T R Volume veh/h) 107 23 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh/hl 112 0 24 0 0 0 Percent Heavy Vehicles 2 0 2 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 1 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration i LR Delay, Queue Length, and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 44 136 C (m) (veh /h) 1088 323 c 0.04 0.42 95°% queue length 0.13 2.01 Control Delay (s /veh) 8.4 24.0 LOS A C Approach Delay (s /veh) 24.0 A pproach LOS C Cooyright0 2005 University of : ixiida. Ail 21gh[s Reserved HCa' -' Version 5 .2 Genera:ea 2/9/2007 9 .31 AM ral Information A nalyst PHR + Agency/Co.. PHR Date Performed 712612006. A nalysis Time Period PM Peak Hour ` Project Description Jordan Springs Project East/West Street: Woods Mill Road North /South Street: Site Drive #2 Intersection Orientation: East -West Stud 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 17 159 264 6 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 17 167 0 0 277 6 Percent Heavy Vehicles 5 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 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 21 60 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh/h 0 0 0 22 0 63 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 17 85 C (m) (veh /h) 1262 679 c 0.01 0.13 95% queue length 0.04 0.43 Control Delay (s /veh) 7.9 11.1 LOS A S A pproach Delay (s /veh) - 11.1 A pproach LOS B TWO -WAY STOP CONTROL SUMMARY Site Inform Intersection +A urisdiction Cooyright 0 2005 University of Florida, All Rights Peserved HCS ='' Version. 5.2 Generated 2!5 y_e! IM Information A nalyst PHR+ Ag ency/Co. /Co. PHR+ Date Performed 712612006 A nalysis Time Period M Peak Hour Project Description Jordan Springs Project TWO -WAY STOP CONTROL SUMMARY Site Information A Intersection A urisdlction Copyr[gm:D 2005 Universlry of Florida, All Rlgn;s Reserved HCo -T ' Version 5 .2 Generated- MB 2007 9 '32 4M Project Description Jordan Springs Project East/West Street: Woods Mill Road North /South Street: Site Drive #2 Intersection Orientation: East -West Stud 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 64 315 260 22 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h) 67 331 0 0 273 23 Percent Heavy Vehicles 5 5 Median Type Undivided FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh /h 12 36 Peak -Hour Factor, PHF 0.95 - 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 12 0 37 Percent Heavy Vehicles 5 5 5 5 5 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 67 49 C (m) (veh /h) 1248 588 v/c 0.05 0.08 95% queue length 0.17 0.27 Control Delay (s /veh) 8.0 11.7 LOS A 8 Approach Delay (s /veh) -- -- 11.7 Approach LOS 8 TWO -WAY STOP CONTROL SUMMARY Site Information A Intersection A urisdlction Copyr[gm:D 2005 Universlry of Florida, All Rlgn;s Reserved HCo -T ' Version 5 .2 Generated- MB 2007 9 '32 4M A nalyst PHR +A Agency/Co. PHR +A Date Performed 7126 A nalysis Time Period A M Peak Hour To] VA East/West Street: Site Drive #3 Nortn/tioutn street. ✓oruan o rnn s nuau Intersection Orientation: North -South Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Movement 1 2 1 3 4 b b L T R L T R Volume veh/h) 173 53 99 284 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 182 55 104 298 0 Percent Heavy Vehicles 5 2 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Si nal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh/h) 7 13 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 7 0 13 Percent Heavy Vehicles 5 0 5 1 2 0 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 1 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela , Queue Len th, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR V (veh /h) 104 20 C (m) (veh /h) 1330 575 v/c 0.08 0.03 95% queue length 0.25 0.11 Control Delay (s/veh) 7.9 11.5. LOS A 8 Approach Delay fs /veh) 11.5 Approach LOS B TWO -WAY STOP CONTROL SUMMARY Site information Intersection Cooyrignt © 2005 Umvervy of : lorida. All Righas Reserved HGS� -n ' Varsion 5.2 Genera :oo: 21a2oui J -aZ ,v,m TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Agency/Co. PHR +A Date Performed 7126 A nalysis Time Perio PM Peak Hour e Drive #3 &Old arlesTown �derick County. VA 10 Build -out Condit llntersection 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) 376 11 20 263 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 395 11 21 276 0 Percent Heavy Vehicles 5 2 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 52 97 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 54 0 102 Percent Heavy Vehicles 5 0 5 2 0 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 1 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vehih) 21 156 C (m) (veh /h) 1153 527 c 0.02 0.30 95% queue length 0.06 1.23 Control Delay (s /veh) 8.2 14.7 LOS A B Approach Delay (s /veh) 14.7 Approach LOS B Cooyrio.: `J 2005 Umversity of Flodca. All R',gn:s Reservea HCS_"" V== -rsAn 5.2 Generated: 2r812007 9'.32 AM TWO -WAY STOP CONTROL SUMMARY General Information ISite Information A nalyst PHR +A Agency/Co. PHR +A Date Performed 0712712006 A nalysis Time Period AM Peak Hour 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 V olume veh/h) 4 372 385 68 Peak -Hour Factor, PHF . 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 4 391 0 0 405 71 Percent Heavy Vehicles 2 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R V olume veh/h) 91 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 95 0 4 Percent Heavy Vehicles 0 0 0 2 0 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh/h) 4 99 C (m) (veh /h) 1086 341 c 0.00 0.29 95% queue length 0.01 1.18 Control Delay (s /veh) 8.3 19.8 LOS A C Approach Delay (s /veh) — 19.8 Approach LOS C Oopyrignt© 2005 lJniverslty o. Florica, All Rights Reservea HOST" l Version 5.2 Generated'. 218,2007 9'.32 CopyngCl rJ^ 2005 Unly =_rs(ry of Ronda, 911 Rights Reserved ICS -' M Version o2 Generated ' 2Bi2007 9:33 A,bt TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Stephenson &Old Charles Town Rd A nal y st PHR +A Ag enc y /Co. PHR +A J urisdiction Frederick County, VA Date Performed 0712712006 A nalysis Year 2010 Build -out Conditions A nal y sis Time Period PM Peak Hour Project Description Jordan Springs Project EasVWest Street: Old Charles Town Road North /South Street: Stephenson Road Intersection Orientation: East -West I 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) 6 436 473 113 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 6 458 0 0 497 118 Percent Heavy Vehicles 2 -- 5 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR UP; tream Signal 0 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 100 6 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 0 0 0 105 0 6 Percent Heavy Vehicles 0 1 0 1 0 2 1 0 2 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I I LR Delay, Queue Length, and Level of Service A pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 6 111 C (m) (veh /h) 965 265 c 0.01 0.42 95°% queue length 0.02 1.96 ' Control Delay (s /veh) 8.8 28.0 LOS A D Approach Delay (s /veh) 28.0 Approach LOS D CopyngCl rJ^ 2005 Unly =_rs(ry of Ronda, 911 Rights Reserved ICS -' M Version o2 Generated ' 2Bi2007 9:33 A,bt ' 2Bi2007 9:33 A,bt A nalyst PHR+ Ag ency/Co. /Co. PHR +A Date Performed 712612006 A nalysis Time Period M Peak Hour 1— Project Descri tion Jordan Springs Project E s"West Street: Woods Mill Road North/ Intersection Orientation: North -South Stud V ehicle Volumes and Adjustments Major Street Northbound Movement 1 2 3 9 L T R V olume veh /h 11 55 Peak -Hour Factor, PHF 0.95 0.95 0.R Hourly Flow Rate, HFR veh /h 11 57 0 Percent Heavy Vehicles 5 V olume veh /h Median Type RT Channelized 0 Lanes 0 1 0 Confiouration LT 0.95 0.95 [9 ME M m Minor Street 2010 Build - Eastbound Jordan Spirings Road 0.25 Westbound Southboun( 4 5 L T 9 33 0.95 0.95 0 34 12 [9 ME M m Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R V olume veh /h 171 8 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 180 0 8 0 0 0 Percent Heavy Vehicles 5 0 5 5 0 5 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 - 8 9 10 11 12 Lane Configuration LT LR (veh /h) 11 188 C (m) (veh /h) 1239 7 3 1 c 0.01 0.26 95% queue length 0.03 1.02 Control Delay (s /veh) 7.9 11.6 LOS A B A pproach Delay (s /veh) 11.6 A pproach LOS B TWO -WAY STOP CONTROL SUMMARY Site info rmation A Intersection Ccoyr Universry of Florda. All Rigrts Reserved ,RCSJ"' Version 5,2 Generates: 2 /6/2u0/ y:o Information A nalyst PHR Ag ency/Co : PHR +A Date Performed 712612006 A nalysis Time Period PM Peak Hour rods Mill Rd &Old arlesTown ,derick County, VA 10 Build -out Condit Project Description Jordan Springs Pro ect EasnVest Street: Woods Mill Road North /South Street: Jordan S irin s Road Intersection Orientation: North - South Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 0.95 L T R L T R Volume veh /h 19 76 0 0 50 264 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 20 80 0 0 52 277 Percent Heavy Vehicles 5 0 5 0.51 0 Median Type Undivided RT Channelized 0 0 0 0 Lanes 0 1 0 0 1 0 Configuration LT LOS A TR Upstream Signal 0 Approach Delay (s /veh) 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 Delay, Queue Length and Level of Service L T R L T R Volume veh /h 312 7 16 9 10 11 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR veh /h 328 0 16 0 0 0 Percent Heavy Vehicles 5 0 5 5 0 5 Percent Grade ( %) 0 0 Flared Approach N c N Storage 0 0.51 0 95°% queue length RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration 15.8 LR LOS A Delay, Queue Length and Level of Service A pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh /h) 20 344 C (m) (veh /h) 1214 672 c 0.02 0.51 95°% queue length 0.05 2.94 Control Delay (s /veh) 8.0 15.8 LOS A C Approach Delay (s /veh) 5.8 Approach LOS C TWO -WAY STOP CONTROL SUMMARY Site Informa +A Intersection Cooyngn.0 2005 University of Florida. All Rights Reserved ,HCS- Varsion 5.2 Generated: 218/2007 933 ABU interecttoo W'OODMILLS RD Weather RAIN Fil Namel N-S: JORDON SPRIlVGS RD Count By 7JP ] nyu[ BvpJP Location WLNCHESTERNA Count Date 7/18/2006 15 Minate EB WOODMI LLS RD WE NB: JORDON SPRINGS RD Sit JORDON SPRINGS RD 15 Min. Period N Period Begening Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thou Right Total E W Beginine 7:00 2 0 1 3 0 0 0 0 2 4 0 6 0 2 2 4 13 7:00 7:15 1 0 0 1 0 0 0 0 6 6 0 12 0 1 6 7 20 7:15 7:30 2 0 1 3 0 0 0 0 3 5 0 8 0 1 6 7 IS 7:30 7:45 1 0 1 2 0 0 0 0 3 4 0 7 0 0 4 4 13 7 45 8:00 1 0 0 l 0 0 0 0 3 5 0 8 0 2 5 7 16 8:00 8:15 2 0 2 4 0 0 0 0 5 7 0 12 0 1 3 4 20 815 8:30 3 0 0 3 0 0 0 0 0 8 0 8 0 1 3 4 IS 8:30 8:45 3 0 0 3 0 0 0 0 0 5 0 5 0 4 5 9 17 8:45 A.M. Total - 15 0 5 20 0 0 0 0 22 44 0 66 0 12 34 46 132 AM. Total 16:00 4 0 5 9 0 0 0 0 2 9 0 11 0 2 6 8 28 1600 16:15 7 0 3 10 0 0 0 0 3 6 0 9 0 3 5 8 27 1615 16:30 6 0 2 8 0 0 0 0 1 14 0 15 0 3 8 11 34 16:30 1645 5 0 1 6 0 0 0 0 3 16 0 19 0 4 5 9 34 16:45 17:00 5 0 2 7 0 0 0 0 2 10 0 12 0 4 5 9 28 17°00 1715 10 0 5 15 0 0 0 0 4 7 0 II 0 2 4 6 32 17:15 [7:30 9 0 1 10 0 0 0 0 2 5 0 7 0 3 6 9 26 17:30 17:45 2 0 0 2 0 0 0 0 2 4 0 6 0 2 5 7 15 1745 P.M. Total 48 0 19 67 0 0 0 0 19 71 0 90 0 23 44 67 224 P.M. Total I How EB WOODMILLS RD WE M3: JORDON SPRINGS RD SB: JORDON SPRINGS RD 1 Hour Period N,S. Period Begining Left Thou Right Total Left Thru Right Total Left Thru Right Total Left TJuu Right Total E &W Begimng 700 6 0 3 9 0 0 0 0 14 19 0 33 0 4 18 22 64 700 7:15 5 0 2 7 0 0 0 0 15 20 0 35 0 4 21 25 67 ! 7:15 730 6 0 4 10 0 0 0 0 14 21 0 35 0 4 18 22 67 7:30 7:45 7 0 3 10 0 0 0 0 11 24 0 35 0 4 15 19 64 7:45 8:00 9 0 2 11 0 0 0 0 8 25 0 33 0 8 16 24 68 , 8:00 1600 22 0 11 33 0 0 0 0 9 45 0 54 0 12 24 36 123 16:00 1615 23 0 8 31 0 0 0 0 - 9 46 0 55 0 14 23 37 L23 16:15 16:30 26 0 10 36 0 0 0 0 10 47 0 57 0 13 22 35 128 16:30 16:45 29 0 9 38 0 0 0 0 11 38 0 49 0 13 20 33 120 16:45 17:00 26 0 8 34 0 0 0 0 10 26 0 36 0 It 20 31 l01 IT00 I Hour EB: W'OODMB.LS RD WB: NB: JORDON SPRINGS RD S6: JORDON SPRINGS RD i 1 Houo per N,S. Period Begitun_g Left Thou Right Total Left TI u Right Total Left Thru Right Total Left Thru Right Total E& W' Begitung 8:00 9 0 2 11 0 0 0 0 8 25 0 33 0 8 16 24 68 1 8:00 A.M. Peak PHF = 0.69 PHF = PHF = 069 PHF = 0.67 0.85 A.M. Peak 1630 26 0 10 36 0 0 0 0 10 47 0 57 0 13 2? 35 128 16:30 P -11, Peak PHF = 0.60 PHF = PHF = 0.75 PHF = 0.80 0.94 !P.bt. Peak finersemov: E -W: WOODMILI RD Weather RAIN File Name 1/0/1900 N -S: JORDON SPP VGS RD Co= B HP ti u B JUP Locatlov WINCHESTER.VA C ount Date 7 /18/2006 - JORDON SPRINGS RD A.M. PEAK HOUR 8,00- 900 1 24 (43 %) 34 16 8 0 Jl� D 24 t (26 %) 9 0 . 2 0 (0 %) 0- WOODMILLS RD �7 I r 8 25 0 101 133 %1 33 1 - JORDON SPRINGS RD JORDON SPRINGS RD P.M. PEAK HOUR 16:30- 17:30 ( 35 (41 %) 73 _'2 13 0 JIL o — 32 (27 %) 26 t t— 0 36 0 0 0 10 0 (0 %) 0 —� WOODMILLS RD 10 47 0 23 1 01 %) 571 JORDON SPRINGS RD Duvih¢ ion TJ Fr o PePe em Ean D 00% W', 36.154 North 42,42% Smth )1?3 °0 1001, Intersection: E -W:OLD CHARLESTOWN RD Weather Dry Fil Name e N -S: JORDON SPRINGS RD Count By 7JP I nput JJP Location WINCHESTER -VA Count Date 7/17/2006 15 Minute EB: WB: OLD CHARLESTOWN RE NB: JORDON SPRINGS RD Sit. OLD CHARLESTOWN RD 15 Mia. Period N,S, Period Begining Left Thou Right Total Left Thru Right Total Left Thru Right Total Left Thant Right Total E & W Bea nine 700 0 0 0 0 1 0 11 12 0 14 I 15 9 9 0 18 45 7:00 7:15 0 0 0 0 2 0 13 15 0 t0 0 10 10 5 0 15 40 7:15 7:30 0 0 0 0 1 0 22 23 0 9 0 9 12 8 0 20 52 730 7:45 0 0 0 0 0 0 19 19 0 15 1 16 7 8 0 15 50 7:45 8 00 0 0 0 0 L 0 13 14 0 12 0 t2 9 It 0 20 46 8:00 8'.15 0 0 0 0 0 0 LO 10 0 11 0 11 10 9 0 19 40 8.15 8:30 0 0 0 0 0 0 LO l0 0 12 0 12 6 5 0 11 33 8:30 8:45 0 0 0 0 1 0 10 11 0 10 1 It 12 12 0 24 46 8:45 A.M.Total 0 0 0 0 6 0 108 114 0 93 3 96 75 67 0 142 352 A.M.Total 1600 0 0 0 0 2 0 16 18 0 20 1 21 16 12 0 28 67 1600 1615 0 0 0 0 0 0 13 13 0 19 I 20 22 13 0 35 68 16:15 1630 0 0 0 0 0 0 14 14 0 23 0 23 17 13 0 30 67 1630 1645 0 0 0 0 0 0 12 12 0 20 0 20 18 20 0 38 70 1645 17.00 0 0 0 0 0 0 13 13 0 29 1 30 29 22 0 51 94 1700 17 15 0 0 0 0 1 0 9 10 0 19 1 20 17 19 0 36 66 17:15 17.30 0 0 0 0 1 0 15 16 0 26 0 26 16 15 0 31 73 17:30 17:45 0 0 0 0 2 0 15 17 0 25 0 25 1 9 9 0 18 60 1 1745 P.M. Total 0 0 0 0 6 0 107 113 0 181 4 185 144 123 0 267 565 P.M. Total 1 Hour EB: WB: OLD CHARLESTOWN RE NB: JORDON SPRIGS RD SB: OLD CHARLESTOWN RD 1Hour Period N.S, Period Beeinins Left Thou Right Total Left Thru Right Total Left Thru Right Total Left Thm Right Total E & W Begining 700 0 0 0 0 4 0 65 69 0 48 2 50 38 30 0 68 187 P.00 7:15 0 0 0 0 4 0 67 71 0 46 1 47 38 32 0 70 188 7:15 7:30 0 0 0 0 2 0 64 66 0 47 1 48 38 36 0 74 188 7:30 7:45 0 0 0 0 1 0 52 53 0 50 1 51 32 33 0 65 169 7:45 8:00 0 0 0 0 2 0 43 45 0 45 1 46 37 37 0 74 165 8:00 16.00 0 0 0 0 2 0 55 57 0 82 2 84 73 58 0 131 272 Hi 00 16. 15 0 0 0 0 0 0 52 52 - 0 - 91 2 93 86 68 0 154 299 16:15 16'.30 0 0 0 0 1 0 48 49 0 91 2 93 81 74 0 155 297 16:30 16'.45 0 0 0 0 2 0 49 51 0 94 2 96 80 76 0 156 303 16:45 17 -00 0 0 0 0 4 0 52 56 0 99 2 101 71 65 0 136 293 17:00 1 Hour EB: WB: OLD CHARLESTOWN RE NB: JORDON SPRINGS RD So. OLD CHARLESTOWN RD I How Period N,S. Period Beguung Left Thm Right Total Left Thtu Right Total Left Thom Right Total Left Thru Right Total E &W Begining 7:15 0 0 0 0 4 0 67 71 0 46 1 47 38 32 0 70 715 A.bt. Peak PHF = PHF = 077 PHF = .0.73 PHF = 0.88 ]303 A.MPeak 1645 0 0 0 0 2 0 49 51 0 94 2 96 80 76 0 L56 1645 P.M. Peak PHF = PHF = 0.80 PHF = 0.80 PHF = 0.76 RM. Peak Intersection E -W: OLDCHARLESTOWN RD Weather Dry - File Name 1/0/1900 N -S: JORDON SPRINGS RD - Count ByjHP Input BjjJJP Location WINCHESTER'.VA Count Date 7/!72006 OLD CHARLESTOWN RD . A.M. PEAK HOUR 7,15 - 8:15 . 1 70 (49 %) 1 113 J 0 3 38 L OLD CHARLESTOWN RD 0 (0%) 0 67 0 4 (29 %) 39 —� i r 0 46 1 36 (22 %) 471 JORDON SPRINGS RD OLD CHARLESTOWN RD P.M. PEAK HOUR 16 17:45 156 (49 %) 143 J 0 7 180 I-. ` OLD CHARLESTOWN RD 0 (0 %) 0 t t 49 0 0 0 51 0 2 (22 %) 82 o .y I 0 94 2 78 1 129%) 96 JORDON SPRINGS RD Distibuuon To /Fro Ps�ent Em't Zi.6oG P/at 0 -00% Korth 4901% South 35 -? % 100°. Intersection: E -W: MORRISON RD Weathr Dry Fil Namel N -S: JORDON SPRINGS RD Coun[ B T I nput By I1P Location WINCHESTER.VA Count Date 7/11/2006 15 Minute EB: Will MORRISON RD NB: JORDON SPRNGS RD SB: JORDON SPRINGS RD l5 Nlin. Period N,S, Period Beeining Left Thn Right Total Left Tom Right Total Left Thm Right Total Lett Thm Right Total E & W Beginine 7:00 0 0 0 0 1 0 2 3 0 4 1 5 0 4 0 4 12 7:00 7: 15 0 0 0 0 1 0 2 3 0 8 0 8 1 4 0 5 16 7:15 7:30 0 0 0 0 2 0 I 3 0 12 3 15 0 7 0 7 25 7:30 745 0 0 0 0 1 0 4 5 0 16 0 16 0 10 0 to 31 7:45 5:00 0 0 0 0 0 0 1 1 0 10 2 12 0 7 0 7 20 8:00 8:15 0 0 0 0 1 0 0 I 0 13 I 14 1 4 0 5 20 ..8:15 8:30 0 0 0 0 0 0 0 0 0 7 3 10 0 to 0 10 20 8:30 815 0 0 0 0 1 0 2 3 0 12 2 14 0 2 0 2 19 845 A.M. Total 0 0 0 0 7 0 12 19 0 82 12 94 2 48 0 50 163 A.M. Total 16.00 0 0 0 0 1 0 1 2 0 II 2 13 0 7 0 7 22 1600 16.15 0 0 0 0 0 0 1 1 0 19 1 20 2 14 0 16 37 16:15 16:30 0 0 0 0 4 0 6 10 0 20 2 22 3 8 0 II 43 16:30 1645 0 0 0 0 2 0 0 2 0 15 2 17 4 12 0 16 35 16:45 17:00 0 0 0 0 1 0 0 1 0 22 3 25 1 12 0 13 39 17.00 1715 0 0 0 0 1 0 2 3 0 15 1 16 2 16 0 18 37 17:15 1730 0 0 0 0 1 0 1 2 0 10 1 II 3 9 0 12 25 17:30 17:45 0 0 0 0 0 0 0 0 2 1 2 20 0 9 0 9 29 17:45 P.M. Total 0 0 0 0 10 0 11 Ti 0 130 14 144 15 87 0 102 267 P.M. Total 1 Hour EB: WB: MORRISON RD NB: JORDON SPRLNGS RD SB: JORDON SPRINGS RD I How Period N,S. Pcriod Beeiniae Left Tluu Right Total Left Thru Right Total Left Thru Right Total Left Thr. Right Total E & W Be, 700 0 0 0 0 5 0 9 14 0 40 4 44 1 25 0 26 84 7:00 7.15 0 0 0 0 4 0 8 12 0 46 5 51 1 28 0 29 92 7:15 7.30 0 0 0 0 4 0 6 to 0 51 6 57 1 28 0 29 96 7:30 7:45 0 0 0 0 2 0 5 7 0 46 6 52 1 31 0 32 91 7:45 8:00 0 0 0 0 2 0 3 5 0 42 8 50 1 23 0 24 79 8:00 1600 0 0 0 0 7 0 8 15 0 65 7 72 9 41 0 50 137 1600 1615 0 0 0 0 7 0 7 14 0 76 8 84 10 46 0 56 154 16.15 1630 0 0 0 0 3 0 8 16 0 72 8 80 10 43 0 58 L54 16:30 16:45 0 0 0 0 5 0 3 8 0 62 7 69 10 49 0 59 136 16:45 17.00 0 0 0 0 3 0 3 6 0 65 7 72 6 46 0 52 130 17:00 I Hour EB: WB: NIORRLSON RD NB: JORDON SPRLNGS RD SB: JORDON SPRINGS RD I Hour Period N,S. Penod Beeining Left Thm Right Total Left Thm Right Total Left Th. Right Total Left Th. Right Total E & W Beginine_ 730 0 0 0 0 4 0 6 10 0 51 6 57 1 28 0 29 96 7:30 A.bl. Peak PHF = PHF = 0.50 PHF = 0.89 PHF = 0.73 0.77 A.M. Peak 16:15 0 0 0 0 7 0 7 l4 0 76 8 84 [0 46 0 56 154 16:29 P. }I. Peak ! PHF = PHF = 0. ?5 PHF = 0 .84 PHF = 0.88 0.90 P.M. Peak Intersection E -W: MONASTERY RD Weather Dry File Name N -S: JORDON SPRINGS RD Count B 1; - In ut B JJP LocationjWLVCHESTER.VA .Count Date 1 7/1212006 15 Minute EB: WB: NONASTERY RD NB: JORDON SPRINGS RD SB: JORDON SPRINGS RD 15. Min. Period N.S. Period Begining -Left Thor Right Total Left Thru Rieht Total Left Thru Right Total Left Thou Right Total E &W Begming 7:00 0 0 0 0 0 0 a 4 0 4 1 5 2 2 0 4 13 7:00 7:15 0 0 0 0 1 0 2 3 0 6 0 6 0 3 0 3 I2 7:15 7:30 0 0 0 0 2 0 3 5 0 10 0 10 0 7 0 7 22 7:30 7:45 0 0 0 0 0 0 3 3 0 7 1 8 0 8 0 8 19 745 800 0 0 0 0 0 0 2 2 0 10 0 10 0 9 0 9 21 800 8:15 0 0 0 0 1 0 1 2 0 8 0 8 0 7 0 7 17 8:15 3:30 0 0 0 0 2 0 1 3 0 7 1 8 2 6 0 8 19 8:30 8:45 0 0 0 0 3 0 1 4 0 5 0 5 1 6 0 7 16 8:45 A.M. Total 0 0 0 0 9 0 17 26 0 57 3 60 5 48 0 53 139 A.M. Total 16:00 0 0 0 0 0 0 2 2 0 20 0 20 3 9 0 L 34 16:00 16:15 0 0 0 0 2 0 0 2 0 19 0 19 4 6 0 10 31 16:15 16:30 0 0 0 0 1 0 0 1 0 IS 1 19 2 10 0 12 32 1640 16:45 0 0 0 0 2 0 0 2 0 14 2 16 3 9 0 12 30 16:45 1700 0 0 0 0 0 0 2 2 0 13 0 13 3 6 0 9 24 17:00 17:15 0 0 0 0 0 0 2 2 0 17 1 18 5 10 0 15 35 17:15 17:30 0 0 0 0 0 0 1 1 0 16 3 19 0 9 0 9 29 17:30 17:45 0 0 0 0 1 0 2 3 0 14 2 16 0 5 0 5 24 17:45 P.M. Total 0 0 0 0 6 0 9 15 0 131 9 140 20 64 0 84 239 P.M. Total I Hour Ed WB: MONASTERY RD NB: JORDON SPRINGS RD SB: JORDON SPRINGS RD 1 Hour Period N.S. Period Beginine Left Thru Right Total Left Thru Right Total Left Thru Right Total Lett Thru Right Total E & W Be; atng 700 0 0 0 0 3 0 12 15 0 27 2 29 2 20 0 22 66 7:00 7:15 0 0 0 0 3 0 10 13 0 33 1 34 0 27 0 27 74 7:15 7:30 0 0 0 0 3 0 9 12 0 35 1 36 0 31 0 31 79 7:30 7:45 0 0 0 0 3 0 7 10 0 32 2 34 2 30 0 32 76 1 7:45 8:00 0 0 0 0 6 0 5 I1 0 30 1 31 3 28 0 31 73 800 16:00 0 0 0 0 5 0 2 7 0 71 3 74 12 34 0 46 127 16:00 16:15 0 0 0 0 5 0 2 7 0 64 3 67 12 31 0 43 117 16:15 1 16:30 0 0 0 0 3 0 4 7 0 62 4 66 13 35 D 48 LI 16:30 16.45 0 0 0 0 2 0 5 7 0 60 6 66 II 34 0 45 IIS 16:45 17:00 0 0 0 0 1 0 7 8 0 60 6 66 8 30 0 38 112 17.00 I Hour EB: W3: MONASTERY RD -NB : JORDON SPRINGS RD SB: JORDON SPRINGS RD I How N.S. Period Period Beaming Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thou Right Total E &W' Bemaine 7:30 0 0 0 0 3 0 9 12 0 35 1 36 0 31 0 31 79 730 A.M. Peak PHF = PHF = 0.60 PHF = 0.90 PHF = 0.86 0.90 AAJ. Peak 1600 0 0 0 0 5. 0 2 7 0 71 3 74 12 34 0 46 127 16:00 P.M. Peak PHF = PHF = 0.88 PHF = 0.93 PHF = 0 .96 0.93 P.M. Peak Inrermtion: JORDON SPRINGS RD A.M. PEAK HOUR 7:30 - 8:30 131 (47 %) .a4 0 31 0 J I L 0 (0%) 0 L 9 0 0 - - 0 0 3 0 35 1 341 144 %) 36 1 JORDON SPRINGS RD JORDON SPRINGS RD P.M. PEAK HOUR 16:00- U:00 146 (47 %I 73 0 34 12 J I L MONASTERY RD 0 (0 %) 0 t ? 0 0 0 7 15 ° I r 0 71 3 39 1 (44%) 74 1 JORDON SPRINGS RD Dixnhmion Tnl� P:rccn: Eust 814% WCSI 000% Nbnh 47.16% Sou,h ja 30" 1005 File Nie� 1/0/1900 Input BY I1P RD MONASTERY RD 12 (ail In[ersec[ioa E- W :�ROUTE7 - - Wea[herD File Name N -S: ROUTE 660 Count By 11P 1n ulsl JJP Loca[ionjWN HESTER. VA Count Date 717/2006 15 Minute EB: ROUTE 7 WB: ROUTE 7 NB: ROUTE 660 SB: ROUTE 660 t5 Mia. Period - _ N.S. Period Begimne. Left Thm Right Total Left Thru Right Total Left Thm Right Total Left Thm pint Total E&WI Begining 7:00 15 258 0 273 0 134 2 136 0 0 0 0 6 0 2 18 427 T.00 7:15 19 266 0 285 0 156 2 158 0 0 0 0 5 0 16 2 1 464 715 7:30 22 256 0 278 0 166 1 167 0 0 0 0 5 0 I5 20 465 730 745 30 289 0 319 0 188 4 192 0 0 0 0 4 0 L' 16 527 7'.45 8:00 29 295 0 324 0 203 1 204 0 0 0 0 3 0 [1 14 542 800 8:15 22 287 0 309 0 t95 3 198 0 0 0 0 5 0 13 LS 525 8:15 3'.30 25 252 0 277 0 190 2 192 0 0 D 0 4 0 11 15 484 830 845 28 249 0 277 0 -195 I 196 0 0 0 0 5 0 8 13 486 8:45 A.N. Total 190 2152 0 2342 0 1427 16 1443 0 0 0 0 37 0 99 135 3920 A.N. Total 16:00 30 200 0 230 0 399 16 415 0 0 0 0 6 0 1 18 663 16'.00 f6:U 28 196 0 224 0 385 25 410 0 0 0 0 10 0 10 20 654 16'.15 16:30 28 209 0 237 0 400 32 432 0 0 0 0 8 0 11 19 688 16:30 16:45 25 202 0 227 0 395 36 431 0 0 0 0 8 0 18 26 684 1645 17'.00 29 201 0 230 0 401 41 443 0 0 0 0 10 0 20 30 702 1200 11:15 28 193 0 221 0 380 39 4t9 0 0 0 0 4 0 15 19 659 17:15 17:30 15 189 0 204 0 350 28 378 0 0 0 0 8 0 L 20 602 1730 1745 16 183 0 199 0 382 22 404 0 0 0 0 9 0 14 23 626 1745 P.M. Tom] 199 1573 0 1772 0 3092 239 3331 0 0 0 0 63 0 112 175 5278 P.M. Total I Hour EB: ROUTE 7 WB: ROUTE 7 NB: ROUTE 660 SB: ROUTE 660 I Hour Period N,S. Period Begirdne Left Thru Right Total Left Thru Right Total Left Thru Right Total Left TH. Right Total E & W Begnine 7:00 86 1069 0 1155 0 644 9 653 0 0 0 0 20 0 55 75 1883 TD0 7:15 100 1106 0 1206 0 713 8 721 0 0 0 0 17 0 54 71 1998 7:15 7:30 1 103 1127 0 1230 0 752 9 761 0 0 0 0 17 0 51 68 2059 7:30 7 45 106 1123 0 1229 0 776 10 786 0 0 0 0 16 0 47 63 2078 7:45 8:00 104 1083 0 1187 0 783 7 790 0 0 0 0 17 0 43 60 2037 8:00 16:00 111 807 0 918 0 1579 109 1688 0 0 0 0 32 0 51 83 2689 16'.00 I6:U 110 808 0 918 0 1581 134 1715 0 0 0 0 36 0 59 95 2728 16.15 16'.30 110 805 0 915 0 1576 148 1724 0 0 0 0 30 0 64 94 2733 16:30 16:45 97 785 0 882 0 1526 144 1670 0 0 0 0 30 0 65 95 2647 16:45 88 766 0 854 0 1513 130 1643 0 0 0 0 31 0 61 92 2589 17'.00 I How EB: ROUTE 7 WB: ROLPCE 7 NB: ROUTE 660 SB: ROUTE 660 I Hour Period N,S. Period Besinin_g Left Thtu Right Total Left Thm Ri¢ht Total Left Thm Right Total Left Thtu Right Total E & W BegmmR 7:45 106 1123 0 1229 0 776 10 786 0 0 0 0 16 0 47 63 2078 7:45 A.M. Peak PHF = 0.95 PHF = 0.96 PHF = PHF = 0.88 0.96 A.M. Peak 16:30 HO 805 0 915 0 1576 148 1724 0 0 0 0 30 0 64 94 2733 16:30 P.M. Peak PHF = 0.97 PHF = 0.98 PHF = PHF = 0.78 0.97 P.N. Peak Intersection: E -W: ROUTE? ROUTE 660 Location WINCHESTER. VA File Namel 1/0/1900 Inpm By 1JP ROUTE7 I l r 0 0 0 1 1 (09) 0 ( ROUTE 660 ROUTE 660 P.M. PEAK HOUR 16.30- 17:30 l 94 (6%) 258 64 0 30 JIL 1640 (47%) I10 —J 915 805 —• 0 ROUTE7 ( r 0 0 I 0 ROUTE7 L- 148 1576 1724 0 (47%) 835 �• 0 l (OY) 0 l ROUTE 660 Di.orihm TolFm Pcaxn: East 4657 °r W,t 48 06% norm 5.37:, S.u6, 0000 °0 10011, ROUTE 660 A.M. PEAK HOUR 745 - 845 63 (44) 116 47 0 16 J l L ROUTE7 '— 823 t (49'x) 106 �� 10 f229 — 11 776 786 0 0 (46`6) 1139^ ROUTE7 I l r 0 0 0 1 1 (09) 0 ( ROUTE 660 ROUTE 660 P.M. PEAK HOUR 16.30- 17:30 l 94 (6%) 258 64 0 30 JIL 1640 (47%) I10 —J 915 805 —• 0 ROUTE7 ( r 0 0 I 0 ROUTE7 L- 148 1576 1724 0 (47%) 835 �• 0 l (OY) 0 l ROUTE 660 Di.orihm TolFm Pcaxn: East 4657 °r W,t 48 06% norm 5.37:, S.u6, 0000 °0 10011, Intersection: E -W: OLD CHARLESTOWN RD Weather Dry. File Name N -S: ROUTE I I Count By - Input By AP Loeation WINCHESTER.VA Count Date 7242006 15 Minute EB: WB: OLD CHARLESTOWN RE NB: ROUTE I I SB: ROUTE 11 15 Min. Period NS, Peacd Beginine Left Thru Right Total Left Thru Right Total Left That Right Total Left That Right Total E & W Begining 7:00 0 0 0 0 24 0 0 24 0 49 14 63 1 79 0 80 167 7:00 7:15 0 0 0 0 28 0 1 29 0 54 17 71 0 101 0 Lot 201 7:15 7:30 0 0 0 0 27 0 1 28 0 48 13 61 I 89 0 90 179 7.30 7:45 0 0 0 0 39 0 3 42 0 46 20 66 2 79 0 at 189 745 8:00 1 0 0 0 0 35 0 2 37 0 42 13 55 2 75 0 77 169 8'.00 8:15 0 0 0 0 34 0 0 34 0 36 12 48 5 58 0 63 145 8.15 8:30 0 0 '0 0 29 0 5 34 0 42 15 57 2 63 0 65 156 8:30 8:45 0 0 0 0 29 0 b 29 0 38 14 52 2 71 0 73 154 8:45 A.M.Tota1 0 0 0 0 245 0 12 257 0 355 118 473 15 615 0 630 1360 A.M.Total 1600 0 0 0 0 18 0 3 21 0 87 35 122 0 58 0 58 201 1600 16:15 0 0 0 0 17 0 3 20 0 110 49 159 2 55 0 57 236 16:15 16:30 0 0 0 0 31 0 0 31 0 106 53 159 3 51 0 54 244 16.30 1645 0 0 0 0 22 0 4 26 0 103 39 142 4 62 0 66 23 16:45 17:00 0 0 0 0 21 0 4 25 0 121 38 159 4 70 0 74 258 17:00 !7'.15 0 0 0 0 25 0 3 29 0 116 47 163 5 S9 0 64 255 17:15 17:30 0 0 0 0 21 0 4 25 0 89 34 123 3 52 0 55 203 1730 17:45 0 0 0 0 29 0 1 30 0 67 28 95 3 53 0 56 161 17.05 P.M. Total 0 0 0 0 184 0 22 206 0 799 323 1122 24 460 0 484 1812 P.M. Total 1 Haur EB: WB: OLDCHARLESTOWNRE NB: ROUTE I I SS : ROUTE 11 1 1 Hour Period N S. Period Begin.- Left Thru Right Total Left Thrn Right Total Left Thru Right Total Left Thin Right Total E & W Begining 7:00 0 0 0 0 118 0 5 123 0 197 64 261 4 348 0 352 736 700 7:15 0 0 0 0 129 0 7 136 0 190 63 253 5 344 0 349 738 7:15 7:30 0 0 0 0 135 0 6 141 0 - 172 58 230 10 301 0 311 682 730 7:35 0 0 0 0 137 0 10 147 0 166 60 226 11 275 0 286 659 7:35 8:00 0 0 0 0 127 0 7 134 0 158 54 212 II 267 0 278 624 8:00 16:00 0 0 0 0 88 0 10 98 0 406 176 582 9 226 0 235 915 16.00 16: 15 0 0 0 0 91 0 11 102 0 440 179 619 13 238 0 251 972 16'.15 16:30 0 0 0 0 99 0 11 110 0 446 177 623 16 242 0 258 991 1630 16:45 0 0 0 0 89 0 15 104 0 429 158 587 16 213 0 259 950 ibOS 17:00 0 0 0 0 96 0 12 108 0 393 147 540 15 234 0 249 897 17:00 1 Hour EB'. WB: OLD CHARLESTOWN R NB: ROUTE I I SB: ROUTE I I I Hour Period N.S. Period Seeming Left Thru Right Total Left Thru Right Total Left That Right Total Left Tluu Right Total E &W Begining 715 0 0 0 0 129 0 7 136 0 190 63 253 5 344 0 349 738 7:15 A.M. Peak PHF = PHF = IS PHF = 0.89 PHF = 0.86 0.92 A.M. Peak 1630 0 0 0 0 99 0 II 110 0 446 177 623 16 242 0 258 991 16.30 P.M. Peak PHF = PHF = 0.89 PHF = 0.96 PHF = 0.87 0.96 P.1L Peak Inte wtm: E -W: OLD CH ARLESTOWN RD Weather Dry _ Eile Name 1/0/1900 V -S'. ROUTE I I Count By 1JP _ Inpm By JJP Location WWCHESTERNA Count Date 7/24/2006 ROUTE 11 A.M. PEAK HOUR 7:15 - 8.15 349 (37 %) 197 0 344 5 J l L OLD CHARLESTOIV'Si' RD (0 %) 0 L 7 0 —• 0 0 136 0 129 (14 %) 68 —` i r 0 190 63 4731 149%/ 253 I ROUTE II ROUTE 11 P.M. PEAK HOUR 16:30- 17:70 258 (36%8 457 0 242 1 16 .J OLD CHARLESTOWN RD 0 (o %) 0 t L. II 0 99 (159x) 93 ° 1 r 0 446 177 341 (49%) 623 ROUTE II Disrnhmian ToiFmm Purceu[ Ea..t 11.»1. Wzn 0D0% North 3633% Sau,h 43 9111, i00°l