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HomeMy WebLinkAbout21-06 Traffic Impact Analysis (2)n U A Revised Phased Traffic Impact Analysis of Willow Run Located in: Frederick County, Virginia Prepared for: • Miller and Smith Greystone Properties 8401 Greensboro Drive Suite 300 McLean, VA 22102 Prepared by: Patton Harris Rust & Associates, pc Engineers. surveyors. Planners. Landscape Architects. PI Martinsburg, Virginia 25401 2 est 1 304.264.3671 June 22, 2006 (Revised from the July 2005 submission) _ MAR 6 2007 0 OVERVIEW Report Summary Patton Hams Rust & Associates, pc (PHR +A) has prepared this "revised" traffic study (from July 2005 submission) for Miller and Smith and Greystone Properties to present the impacts associated with the proposed Willow Run development located northeast of the Cedar Creek Grade (Route 622)/Route 37 interchange in Frederick County, Virginia. The purpose of this report is to amend the Phase 1 and Phase 2 analyses using the revised land use and future roadway network. Phase 1 includes 260 single family- detached units and 339 single family- attached units that will be built -out by Year 2009. Phase 2 (full build -out) consists of 425 single family- detached units, 490 single family- attached units; 416 apartment units, 108 elderly housing-attached units, 150,000 square feet of office and 225,000 square feet of retail, which will be built -out by Year 2012. In order to accommodate the future traffic volumes, PHR +A assumed the following infrastructure improvements with respect to each Phase. Phase I includes: 1) Completion. of Jubal -Early Drive Extended from the existing Juba] Early Drive, through the Willow, Run development, to a point east of Menimans Lane; 2) Completion of Willow Run Drive from the Jubal Early Drive Extended to a point north of Cedar Creek Grade, 3) Completion of Birch Mont • Drive from the Jubal Early Drive Extended to Cedar Creek Grade, 4) Completion of the Meadow Branch Avenue Extended to Route 50 and 5) Realignment of Merrimans Lane north of Breckinridge Lane. Phase 2 assumes the improvements described under Phase 1 as well as the following infrastructure improvements: 1) Completion of the Juba] Early Drive Extended to Route 37, 2) Completion of a diamond interchange at the intersection of Merrimans Lane/Route 37 and 3) Realignment of Merrimans Lane north of the new Merrimans Lane/Route 37 interchange. Figure 1 is provided to illustrate the location of Willow Run with respect to the surrounding roadway network. Methodology The traffic impacts accompanying the Willow Run 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 Willow Run, • Distribution and assignment of Willow Run generated trips onto the completed study area road network, • Analysis of capacity and level of service using the newest version of the highway capacity software, HCS -2000, for existing and future conditions. � A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 P H Page 1 0 • 1• No Scale 50 Nor t h wester n • fl 44 f �� C��• /tp �t a' ��Q r..:. t y 41. f _ .. -� 1✓I(IffC 1j � ( d 3Y e r tL 7 522 >�stiti SITE r n ~'. ^ �C h G O n - r v l SD x 1f` . Ln Ce Creek ade .Z1` nT Try +n Figure 1 Vicinity Map P A Revised Phased Traffic Impact Analysis of Willow Run H ` June 22, 200 l Page e 2 2 0 E • EXISTING CONDITIONS Patton Harris Rust & Associates, pc (PHR +A) obtained AM and PM peak hour manual turning movement counts at the intersections of Cedar Creek Grade (Route 622)/Merrimans Lane (Route 621), Cedar Creek Grade/Route 37 interchange ramps, Cedar Creek Grade/Harvest Drive, US Route 50/Route 37 interchange ramps, US Route 50/Merrimans Lane, Merrimans LaneBreckinridge Lane, Jubal Early Drive/Handley Avenue and Jubal Early DriveNalley Avenue. Additionally, 24 -hour automatic "tube" counts were conducted along the Cedar Creek Grade west of Harvest Drive. PHR +A established the ADT (Average Daily Traffic) along each of the study area roadway links using an assumed "k" factor (the ratio of PM peak hour traffic volumes to 24 -hour traffic volumes) of 10 %. 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 -2000 levels of service worksheets are included in the Appendix section of this report. P R+A A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 3 ( ( %.194 4 ®439 )j R �r .o; h� Q i L e r It 6 � ccam�` N N f l 1� x (36 8re.... IS(99) • 1 • L (5� S3 ".# � 1 )53 oft* ^ n . c x i .T. 1- -f- 37 Gtade (603) 0 / _ y 51-(99) 1` No Scale i Ave U : U �ft 6 0(364 [56 (265) 234 (365) � N r'? ! r b b AM Peak Hour(PNI Peak Hour) 1 i Figure 2 Existing ADT and AM /PM Peak Hour Traffic Volumes P A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 4 / G � (44)31 (560) 660 �(247)9 80 " (603) 0 / _ y 51-(99) 1` No Scale i Ave U : U �ft 6 0(364 [56 (265) 234 (365) � N r'? ! r b b AM Peak Hour(PNI Peak Hour) 1 i Figure 2 Existing ADT and AM /PM Peak Hour Traffic Volumes P A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 4 � 1 J Signalized G In terse T g(C) LOS =C(C) . Route 50 \(QC_~ c . • 1 • Unsignalized Intersection a(B )Bj I Unsignalized lnlerseclion J `cse s G ` �4 P Figure 3 * Denotes critical unsignalized movement AM Peak Hour(PM Peak Hour) Existing conditions Lane Geometry and Level of Service P A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 5 L 37 D(C) 4— .1 a Route 50 o No Scale C; iQ� tae Z ignalized Intersection r LOS = IXq 1 V r Signalized 622 nntecsectioo wool ♦ Intersection ( LOS = B(C) e < A(B)' /�z �dRe Handley 621 �n Ave T V fi r '. G6 Unsignalisd n , .Intersection n 4 � a V c � o f. * Denotes critical unsignalized movement AM Peak Hour(PM Peak Hour) Existing conditions Lane Geometry and Level of Service P A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 5 G� 37 M� a � /y 4�C(C) r ejr Signalized Intersection iQ� He LOS =QQ .(g)A Unsignal6ed 622 nntecsectioo * Denotes critical unsignalized movement AM Peak Hour(PM Peak Hour) Existing conditions Lane Geometry and Level of Service P A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 5 n u PHASE I TRAFFIC ANALYSIS (2009) • Phase 1 is analyzed assuming the anticipated future roadway network that includes the following: 1) Completion of the Jubal Early Drive Extended from the existing Jubal Early Drive, through the Willow Run development, to a point east of Merrimans Lane; 2) Completion of Willow Run Drive from the Jubal Early Drive Extended to a point north of Cedar Creek Grade, 3) Completion of Birch Mont Drive from the Jubal Early Drive Extended to Cedar Creek Grade, 4) Completion of the Meadow Branch Avenue Extended to Route 50 and 5) Realignment of Merrimans Lane north of Breckinridae Lane. 2009 BACKGROUND CONDITIONS In order to accurately depict future conditions within the study area, PHR +A utilized A Traffic Impact Analysis of the WWW Property by PHR +A, dated December 5, 2002 to determine the trips associated with not yet completed area developments% Based upon the 7 th Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report and the aforementioned traffic study, Tables la and lb are provided to summarize the calculated trips associated with each of the 2009 "other developments ". Table la Background Development: WWW Property Trip Generation Summary -ITE AM Peak Hour. PM Peak Hour Land Use Amount AD.I, In I Out I Total In I Out I Total Code 750 Once Park 5acres 350 30 381 34 194 229 2241 813 Discount Superstore 135,000 SF 127 122 248 252 262 514 6030 820 Slopping Center 25,000 SF 42 27 68 120 130 251 2758 Total 519 179 697 406 587 993 11,028 Total Intemall 34 34 68 83 83 165 1,898 Total Pass -by 25 22 47 56 59 115 1318 Total "Ni w Trips" 459 122 582 1 268 445 713 7812 P A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 6 0 • • Table lb Background Development: Valley Health Systems and Degrange Properties Trip Generation Summary ITE AM Peak Hour PM Peak Hour Land Use Amount ADT In Oat Tolal In Oat To[al Code Valley Health Si31ea6 Property 150 Warehousing (Distribution Center) 5 acres 63 25 88 26 48 73 383 710 Office 50,000 SF 95 13 108 23 112 135 782 750 Office Park 5 acres 350 30 381 34 194 229 2241 620 Nursing Home 24,000 SF 6 3 9 5 5 10 146 252 Elderly Housing - Attach 80 units 3 4 6 5 3 9 278 Sub -total 517 75 592 93 363 456 3831 Degrange Property 312 Business Hotel 50 rooms 17 12 29 19 12 31 364 760 Research & Development Park 5 acres 70 13 84 9 68 77 398 820 Shopping Center 25,000 SF 43 27 70 121 131 252 2795 912 Drive -in Bank 2,400 SF 17 13 30 55 55 110 694 932 H -T Restaurant 7,600 SF 46 42 88 51 32 83 966 Sub -total 192 108 300 154 198 552 5118 Total 709 182 892 347 661 1,008 9,049 Total Internal 33 33 67 80 8o 160 1,415 Total Pass -by 19 8 28 28 38 66 583 Total "New Trips" 657 141 797 240 543 783 7050 In addition to the trips relating to the specific background developments shown in Tables I and 1b, existing traffic volumes were increased along study area roadways using an historic growth rate of 5% per year (compounded annually) through Year 2009 as determined in the aforementioned WWW Property traffic study. Figure 4- =shows the 2009 background ADT and AM/PM peak hour traffic volumes at key locations throughout the study area- Figure 5 shows the corresponding 2009 background lane geometry and AM/PM peak hour levels of service. All HCS -2000 levels of service worksheets are included in the Appendix section of this report. P A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 7 0 0 J O New Intersection P A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 8 0 • 1• Signalized Intersection LOS = C(C� Signalized Intersection L LOS =B(B) A(B) j Route 62 (B)B 6► V, C(C) Signalized Intersection I.Os = MY, 0• nvuu. .,� Signalized I`- /s �y Intersection LOS - B(C) "Suggested Unsignalized Intersection { Route 622 Signalized IntersectionSITE LOS =C(C) /37 ' �Bc�' *( B)B; �� Unsreml¢ed Intersection .Q1. g Lt� Rouse 622 * (B)A Ji G R } _ Route Unsignaliudt Q // C Intersection c *�' UnsignalizeJ =P Figure 5 Phase 1: 2009 Background LOS P (C)B Cn C(D) 4- j Route 50 ft No Scale J U O 621 C I �J. \ Unsignalized Intersection Q Unsignalized 4 Intersection B(Cl' prba)6ar /� dlo Pye Extend d 1 s s s 1 l ' O t OrPha r r& �� C(D) r r s c Signalized a A Intersection y LOS =C(Q Signalized /► Intersection LOS = B(C) *'8"4 s.eaar In Grade Umigmled L �= Denotes Free -Flow Lane Imerxd on * Denotes critical unsignalized movement AM Peak Hour(PM Peak Hour) nDenotes new intersections A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 9 0 PHASE 1 TRIP GENERATION PHR +A determined the number of trips entering and exiting the site using equations and rates provided in the 7` Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report Table 2 was prepared to summarize the trip generation associated with the Phase 1 Willow Run development. Table 2 Proposed Development: Willow Run Phase 1 TriD Generation Summary • ITE Land Use Amount Code AM Peak (tour PM Peak Hour ADT In Out Total In Out Total 210 Single Family Detached 260 units 230 Single Family Attached 339 units 48 23 144 114 191 137 160 110 94 54 253 164 2,600 2,949 Total 71 257 329 269 148 417 5,519 PHASE 1 TRIP DISTRIBUTION AND TRIP ASSIGNMENT The distribution of trips was based upon local travel patterns for the road network surrounding the proposed site. PHR +A utilized the trip distribution percentages shown in Figure 6 to assign the Phase I Willow Run trips (Table 2) throughout the study area roadway network. Figure 7 shows the respective Phase 1 development - generated AM/PM peak hour trips and ADT assignments. PHASE 12009 BUILD -OUT CONDITIONS The Phase I Willow Run assigned trips (Figure 7) were added to the 2009 background traffic volumes (Figure 4) to obtain 2009 Phase 1 build -out conditions. Figure 8 shows Phase 1 2009 build -out ADT and AM/PM peak hour traffic volumes at key locations throughout the study area. Figures 9a and 9b show the respective Phase 1 2009 build -out lane geometry and levels of service. All HCS -2000 levels of service worksheets are included in the Appendix section of this report. P H A A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 10 0 0 Residential • Figure 6 Phase l: Trip Distribution Percentages P A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page t I 0 • ►i No Scale 1� 13(7) t `.>2(36) �13(� 3 �Route ( � �C j M': B � I r ^ eo � lnr /dge LA 37 13 d � 1 °/1 V+ Figure 7 621 E r u ~46(175) it, tear Ave ExleOd m S g�p - 1 I 1 E 3 Fa�6a/ q 0 } —` r t(4 ) : •J I ¢1 L2l(81) ti 2(. tj/ m► �� (6'x)18°"1 �T_ t ; Cre ( �1 • /// '191:.. 13( Ns 39 22 (t41 �, Cedar Cr Route 622 _ , ` , ° �� Cade AM Peak Hour(PM Peak Hour) n� 0 New Intersection Phase 1: Development- Generated Trip Assignments P RA A Revised Phased Traffic Impact Analysis of Willow Run June22,2006 Page 12 p o ` 9 c 621 d (671116 R X13 - F ary ba i yd 0 • ►• q o Oq , No Scale 4.. 1047(159 3291(770) (118 i)1532e► = Route 50 (693)738 t ' .299(397) 4796(1721) (708)811 t to* 50 ( / (56 (912) (143)3 621) o \ 4(23 )3 37 ( ft. ( F +t Figure 8 Phase 1: 2009 Build -out ADT and AM /PM Peak Hour Traffic Volumes P 0 ( 0 ) (0) o 46(175) Juba) (0)0 D E fr J q b SITE o p VO P 9 ■ (23)4 (0)0 1 (013 ` t d� rs a L 68(57) > x20(22) Handley Ave �j ol ti g )I7Sa O" y' L507(852) (52)901 «.v110(169) Route 622 'o O AM Peak Hour(PM Peak Hour) 0 New Intersection Gtade A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 13 C� 11 r No Scale "Gn < 621 3 0 0 A(A)• � ° baI Na �1 Unsi ctioo te D`�Yn cr/ i Q O � X4 6 SITE U 2 U � 37 r 7� C[eek crj► CO ti 7 X61 Dpr d �v Unsignalized 9 ie • P Figure 9a =QQ O Denotes new Intersections * Denotes critical unsigualized movement AM Peak Hour(PM Peak Hour) Phase 1: 2009 Build -out LOS (Proffered Improvements) P A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 14 n U C J 1 • Signalized Intersection i✓ Los - Q G cn (C)C� Signalized "Suggested Intersection Improvement" I.OS = B(B) ® A(B) Signalivtion )B � N p to 622 ( B . G� Signalized Intersection LOS = B(C) Unsignalized Intersection 1121 a7) C IJ SITE/ I Improvement' Signalizarion SB - 1 Right Interse ion Unsgnal'ncd = Q creek Route 62'_ Unsignal'vxd c Intersection Unsignalized No Scale Signalized - Suggested Intersection Improvement" t v LOS = C(C) EB - 1 Right Lry = Unsignalized Intersection 1 D crd ry a � �j 'ice O� d C(D) rb j Signalized 5 Intetion rsec LOS = C(D) 8 (D) (C1g� Signalized j In re lion j LOS = B(D) j ar t(BJA t-e l;rcek Unsignalized Intersection Signalimil rsect = B(C) Inteiw LOS =B1Ll (C)a c� - snggeued Im emem prov ` G, WB -I TDn � Denotes Free -Fbw Lane * Denotes critical ansignalized movement IJ T� AM Peak Honr(PM Peak Hour) 0 Denotes new intersections • ll Figgu — r 1 r e 9b Phase 1: 2009 Build -out LOS (w/ Suggested Regional Improvements) P � L l A Revised Phased Traffic Impact Analysis of Willow Run 1 1 June 22, 2006 006 Page 15 • PHASE 2 TRAFFIC ANALYSIS (2012) 9 Phase 2 (full build -out) is analyzed assuming the anticipated future roadway network improvements described in Phase 1 as well as the following infrastructure improvements: I) Completion of the Jubal Early Drive Extended to Route 37, 2) Completion of a diamond interchange at the intersection of Merrimans Lane/Route 37 and 3) Realignment of Merrimans Lane north of the new Merrimans Lane/Route 37 interchange. 2012 BACKGROUND CONDITIONS In order to accurately depict future conditions within the study area, PHR +A utilized A Traffic Impact Analysis of the II'WW Property by PHR +A, dated December 5, 2002 to determine the trips associated with not yet completed area developments:. Based upon the 7 th Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report and the aforementioned traffic study, Tables 3a and 3b are provided to summarize the calculated trips associated with each of the 2012 "other developments ". Table 3a Background Development: WWW Property Trip Generation Summary • ITE AM Peak Hour PM Peak Hour Lind - Use Autount ADT In Out Total In I Oat I Total Code 750 office Park 5 acres 350 30 381 34 194 229 2241 813 Discount Superstore 135,000 SF 127 122 248 252 262 514 6030 820 Shopping Center 25,000 SF 42 27 68 120 130 251 2758 Total 519 179 697 406 587 993 11.028 Total Internal 34 34 68 83 83 165 " 1,898 Total Pass -by 25 22 47 56 59 115 1318 Total "New Trips"I 459 122 582 1 268 445 713 7812 P R dL 1 A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 16 E Table 3b Background Development: Valley Health Systems and Degrange Properties Trip Generation Summary • • ITL AM Peak flour PM Peak Hour Land Use Amount ADT In I Out Elotal In Ou[ Total Code Palley Health Statenu Property 150 Warehousing (Distribution Center) 5 acres 63 25 88 26 48 73 383 710 Once 50,000 SF 95 13 108 23 112 135 782 750 Office Park 5 acres 350 30 381 34 194 229 2241 620 Nursing Home 24,000 SF 6 3 9 5 5 10 146 252 Elderly Housing - Attach 80 units 3 4 6 5 3 9 278 Sub -iota/ 517 75 591 93 363 456 3831 Degrange Pmpem 312 Business Hotel 50 rooms 17 12 29 19 12 31 364 760 Research & Development Park 5 acres 70 13 84 9 68 77 398 820 shopping Center 25,000 SF 43 27 70 121 131 252 2795 912 Drive -in Bank 2,400 SF 17 13 30 55 55 110 694 932 H -T Restaurant 7,600 SF 46 42 88 51 32 83 966 Sub -total 191 108 300 154 198 551 5218 Total 709 182 892 347 661 1,008 9,049 Total Internal 33 33 67 80 80 160 1,415 Total Pass -by 19 8 28 28 38 66 583 Total "New Trips" 657 141 797 240 543 783 7050 In addition to the trips relating to the specific background developments shown in Tables 3a and 3b, existing traffic volumes were increased along study area roadways using an historic growth rate of 5% per year (compounded annually) through Year 2012 as determined in the aforementioned WWW Property traffic study. Figure 10 shows the 2012 background ADT and AM /PM peak hour traffic volumes at key locations throughout the study area. Figures 11a and 11b show the corresponding 2012 background lane geometry and AM/PM peak hour levels of service. IICS -2000 levels of service worksheets are provided in the Appendix section of this report. PHR1� A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 17 0 • 0• n n b o o C , %.287(425) 4°833(1779) � i 5(27) 14y 41127(1807) ( Route 50 1 s (3� 22 (131) ( ,e- 343(908) ( n j� No Scale e ckin do ( o. Route 50 j e (954)934 a •/ �` a mow` %.66(64) s d *-634(1695) r� o Route 50 ` r 1 91 * (217) (65)4 R 621 l� r��r tc 6 Zx •♦_145(357) (1032)to32�� !� "�l�v (20)1.P °rte /2 �o� f % (182) ,r `): ( (61 2p �► •• 621 ( 3 Z 2)7 • r / J • e ` X84(275) �I14(290) 1 -2 t�41- Route 37 (296) 215 93k • °bal Ear 1 ' y SITE "` �� 0 ~ �s9 ..•..� " rC ° r �' I1 51(206) >> ) u.v�. X65(98) -: �� ro y Or OT, l /s9 JQi 271 (460) (63tt� Route 37 I1 .ci C .n -� n •; _ _ �I �•4'h e 4 4 37 �j 'O `>�• o� ,� C` a n� 61, ; � d{ •� 1>�1,5, �r, a 1 ; (73) (72 )118 68(i89) 622 (3 r ►I 1 L 4-68(189) ))630 �I ���r 36('1'/3) (75)78 7(134 Ge TaLX�ck (J3g)1✓r7 ' �y P ( 1 n > b %.v 75(145) L532(910) 1 4--3060112 J a } � 4x22(87) 75 � ( e Creek ,!! 4.3](198) 0 (6 6) 131 �P ♦� Route 622 Cl65rl , Grade i (87) 16 ( 1 0�y Route 622 (59)58 _ // o c �h AM Peak Hour(PM Peak Hour) Q New Intersection O Round -about -P Figure 10 Phase 2: 2012 Backg ADT and AM/PM Peak Hour Traffic Volumes P � A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 18 E No Scale } Signalized /��•�. Intersection LOS =Bin) r / • L B(B) LOS = A(A) i ezi �b SITE C SITE ro ,r 3� F , D 6 Ce dar 0 P H I R+A F Figure I Ia Q Denotes new intersections * Denotes critical unsignalized movement AM Peak Hour(PNI Peak Hour) Phase 2: 2012 Background LOS (Proffered Improvements) Pu� A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 19 0 Signalized Signalized Intersection Intersection 4— LOS =D(C) Los =Lin) 4 — CID) C(C) F— tr 1 Route 50 ) ' No Scale S Route 50 Signalized (D)C� S O)D �� n Interseetion LOS =R(L� B(C) 621 Route 50 *(BBp 9 J. tG)B �► � * iy � unsF"naliud � t Intersection "Suggested "Suggested ` ` Improvement" Intersection Imprm'<ment" AT r l Signalized ER- 1 Right LOS = �� $igoalivtion [ �. Q A u Intersection NB - I Th. BtC) - Los te (B)t SB- 1 Right �. kn,. = =ctq Route 622 1 pge< n (�B, 37 Internalized .o O f � Intersection a ti t^ Intersection t rC )C �► �j 0 621 A • �� 7 B(B) ba) Earl D rFk d Sgnalized Route 622 Intersection (C)B� Signalized e �d`'6 LOS =LID) G 01 71 Intersection �+Tr�E LOS = R(C) s71 1 r �, �� �f f 4. 40 � C(D) "Suggested Improvement" Signalivtion S3 -1 Right a Q� - . s , G 5 A � p� I� CeMs Creek * (C �� tP� Signalized 7 Grxac 622 )� � �� �� Intr Lion s i (C)• LOS =CID) *(R)e� Insgnalized T *(B) Cedar Creek G 1 Intersection Grade t In t i Intersection ersecion Sn d o In n � BrC) tersecto SS LOS = rC1B ed = Route 622 Imprmeroem _� A Route 622 22 *(B)A linsgnalized 1 It Thro ," nersection Q Intersection ltzed � Intersection � Denotes Free -Flow Lave Denotes critical nosignalized movement • T � T . AM Peak Hour(PM Peak Hour) Q Denotes new intersections Figure IIb Phase 2: 2012 Background LOS (w/ Suggested Regional Improvements) PH A Revised Phased Traffic Impact Analysis of Will Run R+A June 222, 2006 Page 20 0 PHASE 2 TRIP GENERATION PHR +A determined the number of trips entering and exiting the site using equations and rates provided in the 7' Edition of the Institute of Transportation Engineers' (ITE) Trip Generation Report Table 4 was prepared to summarize the trip generation associated with Phase 2 (complete build -out) of the Willow Run development. Table 4 Proposed Development: Willow Run Phase 2 Trip Generation Summary • • ITE AM Peak Hour PM Peak Hour Land Use Amount ADT In I Out Total In Out I Total Code 210 Single Family Detached 425 units 77 230 307 248 146 394 4,250 220 Apartment 416 units 42 166 208 160 86 246 2,496 230 Single Family Attached 490 units 31 153 184 148 73 221 4,263 252 Elderly Housing - Attached 108 4 5 9 7 5 12 376 710 Office 150,000 SF 228 31 259 42 205 247 1823 820 Retail 225,000 SF 155 99 255 513 556 1069 11504 Total 537 684 1,221 1 1,119 1,071 2,190 24,712 TRIP DISTRIBUTION AND TRIP ASSIGNMENT The distribution of trips was based upon local travel patterns for the road network surrounding the proposed site. PHR +A utilized the trip distribution percentages shown in Figure 12 to assign the Phase 2 Willow Run trips (Table 4) throughout the study area. Figure 13 shows the corresponding development - generated AM/PM peak hour trips and ADT assignments. 2012 BUILD -OUT CONDITIONS The Willow Run assigned trips (Figure 13) were then added to the 2012 background volumes (Figure 10) to obtain 2012 build -out conditions. Figure 14 shows 2012 Phase 2 build -out ADT and AM/PM peak hour traffic volumes at key locations throughout the study area. Figures 15a and 15b show the corresponding 2012 build -out lane geometry and AM/PM peak hour levels of service. All HCS -2000 levels of service worksheets are included in the Appendix section of this report. P A Revised Phased Traffic Impact Analysis of Willow Rim June 22, 2006 Page 21 0 10 n Figure 12 Phase 2: Trip Distribution Percentages P R+A A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 22 • 1 L r t «- �( X r 28(15) �r Route 50 �^r� &leckrd e 1 /pr ' c x No Scale �°�► c, Route 50 N '1j _ a L Q o P ` x'31(113) o74 0 � Route 50 1 1 1� 6y � 621 s 1� ! 5 00W / 621 4 1� P� d rCp 1 cz ?_ r ~ 7(38) ;: r�r 8e► rH 7v- Development - Generated Trip Assignments j1 X2 � 8 Q ( � 1 , 2-8 ( 1 P H A A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 23 n V (16 9)1 7 9 all SITE , a 0 6 r O,. OrC�arO 1 /ipoJ 50( 141) 1 iJZB�A SS d'� . �. a_ 561) �► r� 35 ( 6 1) 622 .'.... at C {eek _ .iT3de 3ubal EadY�65 . Dr Exrd. (197) (131)173 M'�5p(1gj) ( �� L ! 4- 16(84) r.�55(31) R edar Creek Grade Route 622 !�,$ J (92)41sA AM Peak Hour(PM Peak Hour) Q New Intersecfion Q Round -about P H A A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 23 0 • • T 0 ` l gaei '.: ;; o'n X58(241' � �~ 2 1� �e 4- 8 b V 1 b o ,'� I 1 1'lsr x.287(• 6m�S33( h 4-1155(1823) ( ( 1 4'343(908) ( 1 R 0 74)1655--* Route 50 ' 'O (982)942--% I + • • S b 1 Q Q y � L 66(64) «634(1695) r 17� Route 50 ' ' L f f 1 (56) ) (65)4 i ii II 621 (1032) 1.r ( (l81) s s •�� r b 621 J � � Bf eek e C C o )1 s s O � 1 I I O O V (67 )1 * ...13( 61 1 No Scale (0)11 3 20(60 1 ` 1346 (539) (176 M� )7.5 ,/ L. 75(14! ?` c• /I / L�532(910) L 35'_(11' ✓� e� — x.77(718) o ( $2)7s� 1 -e Crr. � e-59( -13) (66)131..P Route 622,$ ��)968...� Geade 30(35) (803)6160 15)167..► Route 622 (59)581 0 o a"' AM Peak Hour(PM Peak Hour) ro ` o 1 Q New Intersection U Round -about P H A Figure 14: 2012 Build -out ADT and AM/PM Peak Hour Traffic Volumes P u A Revised Phased Traffic hnpact Analysis of Will Run l l June 22, 2006 Page 24 n U 0 No Scale ' 7 6B( C) Signa ecia Intersection LOS =B( am tv O t' ut V / * (C)g Inter ion LOSS == R(C) e C ' 6 U � Intersection u m LOS =B(C) 37 0 a H(C) Cre ek ` - P H 1Zn Figure ISa )� -7x d ) 3 _ 4 (A). Intersection I Q Denotes new intersections * Denotes critical unsignalized movement AM Peak Hour(PM Peak Hour) 2012 Build -out LOS (Proffered Improvements) P ul \_L i A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 25 Round -about LOS = A(B) �1 O� B(B g�.y r/d ntenanzeersec[ieI ntLnc =R (C)g Inter ion LOSS == R(C) e C ' 6 U � Intersection u m LOS =B(C) 37 0 a H(C) Cre ek ` - P H 1Zn Figure ISa )� -7x d ) 3 _ 4 (A). Intersection I Q Denotes new intersections * Denotes critical unsignalized movement AM Peak Hour(PM Peak Hour) 2012 Build -out LOS (Proffered Improvements) P ul \_L i A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 25 0 • • Signalized Signalized 8ft _► Intersection LOS =C(E) Interscru.. (j Intersection A t C(C) "Svgeested LOS = B(C) o. Route 50 I mprocement" b 622 Si* nalized "Suggested Signalized 8ft _► Intersection LOS =C(E) (K) Creek Grade Intersection ImprmemenY' -� "Svgeested LOS = B(C) L A(C) Sig.alintion I mprocement" Signalized 622 --', (C) a 4 Route 4 %1� 1 s� �r. Intersection Unsignalized Intersection 1 4/i Signalized Intersection LOS = B(C) Signalizatioo SB - 1 Right B Um on �� gnal Intersection F A(p) - 622 ersec ion tersection = P Figure 15b 2012 Build -out LOS (w/ Suggested Regional Improvements) P Signalized Intersec tin. 4— LOS =C(D) 4— C(D) Route 50 ) No Scale Signalized �y Intersection e► J Los – B(C) �� � B(c) 621 _. (C)B i T/ " Cns'r J Signalized 8ft _► Intersection LOS =C(E) (K) Creek Grade l.tersectuo -� "Svgeested Signalized oftft g I mprocement" Signalized EB- 1 Right --', Intersection \B- 1 Then 4 LOS = C(C) SB- 1 Right c ,� f cJc �• \ 1 \ , ab S Ln arl Or�kjd Signalized Intersection LOS =C(E) 4'1 4. orehO�U 61 fir► } � CIE o` c G 1 f� ^ o ff) g (E) E� 1 �edar Signalized 8ft _► Intersection LOS =C(E) (K) Creek Grade * -� \ Ilnsignalizcd Intersection Signalized oftft g UnsignalizeJ Z ma Interseeti.n 4 AM Peak Hour(PM Peak Intersenoo �� ) LOS • B(C) ftft (C 1 .- -Srrae + ted )B ft -0 Impro+emevt' ` r EB -i 1pen ) �- H'B -1 Denotes Free -Flow Lane * Denotes critical unsignalized movement Q Denotes new intersections A Revised Phased Traffic Impact Analysis of Willow Run June 22, 2006 Page 26 • CONCLUSIONS The traffic impacts associated with the proposed Willow Run development are acceptable and manageable. For Phase 1 and Phase 2, PHR +A has provided the following conclusions as well as "suggested improvement measures" that are required to achieve levels of service "C° or better per the Frederick County minimum standards. For unsignalized intersections with levels of service "D ", traffic signalization is not suggested since traffic sianalization warrants would not be satisfied. 2009 Phase 1 - As shown in Figure 9b, all existing intersections except Jubal Early DriveNalley Avenue, Cedar Creek Grade /Route 11, Cedar Creek Grade/Route 37 interchange ramps and Cedar Creek Grade /Harvest Drive, will maintain levels of service "C" or better during 2009 Phase 1 build -out conditions (Improvements are shown at the intersection of Route 50/Route 37 interchange ramps since upgrades are currently underway). PHR +A has provided Figure 9a to show the "Proffered improvements ". "Suggested regional improvements" are shown in Figure 9b to maintain acceptable levels of service during 2009 build -out conditions. 2012 Phase 2 - As shown in Figure 15b, all existing intersections except Jubal Early DriveNalley Avenue, Cedar Creek Grade /Route 11, Cedar Creek Grade/Route 37 interchange ramps, Cedar Creek Grade/Merrimans Lane and Cedar Creek Grade/Harvest Drive, will maintain levels of service "C" or better during Phase 2 2012 build -out conditions (Improvements are shown at the intersection of Route 50/Route 37 interchange ramps since upgrades are currently underway). Each of the aforementioned intersections, except the intersection of Cedar Creek Grade/Merrimans Lane, will maintain unacceptable levels of service during background and build -out conditions. PHR +A has provided Figure l la and Figure 15a to show the "Proffered improvements" and Figure l lb and Figure 15b to show the "suggested regional improvements" for 2012 background and build -out conditions, respectively. • Pu � A Revised Phased Traffic Impact Analysis of Willow Run HR l June 22, 2006 Page 27 • Willow Run Traditional Neighborhood Design Transportation Enhancements The Applicants' proffer statement has been designed to address the transportation impacts associated With the build -out of the residential and commercial land uses for the Willow Run Traditional Neighborhood Design Community, and to assist in the mitigation of several regional transportation issues that are a result of other developments and projected traffic volume increases. These proffered transportation improvements include the following: Proffered Transportation Improvement Program • Completely fund and construct the four -lane divided section of Jubal Early Drive from the current terminus in City of Winchester to the intersection serving the eastern neighborhood commercial land bays prior to issuance of the 300 residential building permit. • Completely fund and construct the four -lane divided section of Jubal Early Drive from the eastern neighborhood commercial land bays to the first commercial center intersection prior to issuance of 450'' residential building permit. • Completely fund and construct the four -lane divided section of Jubal Early Drive from the terminus of the first commercial center intersection to the Route 37 northbound on and off ramps prior to issuance of 600' residential building • permit. • Completely fund and construct the new Route 37 /Juba) Early Drive interchange northbound and southbound on and off ramps using the existing bridge structure prior to the issuance of the 600 residential building permit. • Completely fund and construct the realignment of approximately 1,000 feet of the two -lane section of Merriman's Lane (Route 621) to the north of Jubal Early Drive to create a "T" intersection prior to issuance of 800' residential building permit. • Completely fund and construct a roundabout at the Route 37 southbound on and off ramps, or execute a signalization agreement with VDOT to fully fund traffic signalization at the Route 37 southbound on and off ramps. • Execute a signalization agreement with VDOT to fully fund traffic signalization at the intersection of Jubal Early Drive and Meadow Branch Avenue. • Execute a signalization agreement with VDOT to fully fund traffic signalization at the intersection of Jubal Early Drive and the Merriman's Lane north realignment at the commercial center intersection. • Execute a signalization agreement with VDOT to fully fund traffic signalization at the intersection of Cedar Creek Grade and Birchmont Drive. • Completely fund and construct right and left turn lanes at the intersection of Cedar Creek Grade and Birchmont Drive. • Allow the developer construction dollars to be utilized as matching funds unconditionally by Frederick County for additional transportation system • improvements. A Revised Phased Traffic Impact Analysis of Willow R P � June 22, 2006 06 Page 28 HCS20W DETAILED REPORT eneral Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 09114104 Time Period AM Peak Hour Intersection Route 50 & Rt 37 NB Ramp Area Type All other areas Jurisdiction Analysis Year Existing Conditions Project ID Willow Run Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH I RT LT TH RT Number of lanes, N 1 2 0 0 2 1 1 1 0 0 0 0 Lane group L T T R L TR Volume, V (vph) 542 899 439 194 250 0 613 % Heavy vehicles, %HV 3 6 6 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) q j A j A A A A A Start -up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 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 tial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 60 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 N N Parking maneuvers, N .Buses.stopping,.N 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 32 32 Phasing EB Only EW Perm 03 04 NB Only 06 07 08 Timing G= 24.5 G= 13.7 G= G= G= 36.8 G= G= G= I Y= 5 Y= 5 Y= Y= Y= 5 Y= 1Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 571 946 462 141 263 645 Lane group capacity, c 559 1636 520 239 716 641 vic ratio, X 1.02 0.58 0.89 0.59 0.37 1.01 Total green ratio, g/C 0.48 0.48 0.15 0.15 0.41 0.41 Uniform delay, d, 23.6 16.8 37.4 35.5 18.5 26.6 ogress on factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.50 0.17 0.41 0.18 0.11 0.50 Patton Harris Rust & Associates, pc remental delay, d 43.6 0.5 1 17.0 3.8 1 0.3 37.1 nitial queue delay, d Control delay 67.2 17.3 54.4 39.4 18.8 63.7 Lane group LOS E B D D B E Approach delay 36.1 50.9 50.7 Approach LOS D D D Intersection delay 43.4 X� = 1.04 Intersection LOS D HCS2000Tht Copyright ® 2000 University of Plond� All Rights Reserved I 0 Version 4. le Patton Harris Rust & Associates, pc General Information HCS2000 DETAILED REPORT Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 09114104 Time Period PM Peak Hour Intersection Area Type Jurisdiction Analysis Year Project ID Route 50 & Rt 37 NB Ramp All other areas Existing Conditions Willow Run Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 0 0 2 1 1 1 0 0 0 0 Lane group L T T R L TR Volume, V (vph) 206 433 1263 288 426 0 224 % Heavy vehicles, %HV 3 6 6 3 3 3 3 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start-up lost time, 1, 2.0 2.0 2.0 2.0 2.0 2.0 tension of effective green, e 2.0 2.0 2.0 2.0 2.0 2:0 rival type, AT 3 3 3 3 3 3 it extension, UE ;i1ti 3.0 3.0 3.0 3.0 3.0 3.0 tering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 unmet demand, Q b 0.0 0.0 0.0 10.0 0.0 0.0 Ped / Bike / RTOR volumes 0 100 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 N N Parking maneuvers, N Buses stopping, - N B 0 0 0 0 0 0 Min. time for pedestrians, G o 3.2 32 32 Phasing EB Only EW Perm 03 04 NB Only 06 07 08 Timing G= 8.0 G= 35.5 G= G= G= 26.5 G JG= JG= I Y= 5 IY= 5 Y= Y= IY= 5 Y= ly= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB I WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 217 456 1329 198 448 236 Lane group capacity, c 252 1947 1425 655 546 489 v/c ratio, X 0.86 0.23 0.93 0.30 0.82 0.48 Total green ratio, g/C 0.57 0.57 0.42 0.42 0.31 0.31 niform delay, d 20.0 9.0 23.6 16.5 27.1 23.7 ogression factor, PF 1.000 1.000 1 1.000 1.000 1.000 1.000 Delay calibration, k 0.39 0.11 0.45 0.11 0.36 0.11 Patton Harris Rust & Associates, pc remental delay, d 24.8 0.1 11.4 0.3 9.7 0.8 nitial queue delay, d Control delay 44.8 9.1 35.0 16.8 36.7 24.4 Lane group LOS D A C 8 D C Approach delay 20.6 32.6 32.5 Approach LOS C C C Intersection delay 29.8 X = 0.90 Intersection LOS C HCS2000"M Copyright 0 2000 University of Florida. All Rights Reserved • , f u Version 4.1e Patton Harris Rust & Associates, pc • • HCS2000' DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 9114104 Time Period AM Peak Hour Intersection Jubal Early Dr & Valley Avenue Area Type All other areas Jurisdiction Analysis Year Existing Conditions Project ID Willow Run Volume and Timing input EB WB NB SIB LT TH RT LT TH RT LT I TH I RT LT I TH RT Number of lanes, N, 1 2 0 1 2 1 1 1 1 1 2 0 Lane group L TR L T R L T R L TR Volume, V (vph) 53 260 61 234 156 60 52 312 222 187 274 70 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A j A A A A A A A Start-up lost time, I 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 2.0 Extension of effective green, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 13.0 1 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 11.000 11.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, O 0.0 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left I EW Perm 03 04 Excl. Left I NS Perm 07 08 Timing G= 8.9 G= 24.6 G= G= G= 7.9 G= 33.6 G= G= Y= 5 Y= 5 Y= 1Y= Y= 5 IY= 5 IY= IY= Duration of Analysis, T = 0.25 1 Cycle Length, C Lane Group Capacity, Control Delay, and LOS Determination EB I WB I NB SB LT TH I RT I LT TH RT LT TH I RT LT TH I RT Adjusted Flow rate, v 56 338 1 246 164 63 55 328 1234 197 362 Lane group capacity,c 474 884 1 397 909 619 472 653 784 418 1204 We ratio, X 0.12 0.38 0.62 0.18 0.10 0.12 0.50 0.30 0.47 0.30 Total green ratio, g/C 0.41 0.26 0.41 0.26 0.39 0.49 0.35 0.50 0.49 0.35 Uniform delay, d 17.5 29.0 123.3 27.4 18.1 13.1 24.1 14.0 15.2 22.2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.20 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Incremental delay, d 2 0.1 0.3 3.0 0.1 0.1 0.1 0.6 0.2 0.8 0.1 Initial queue delay, d Patton Harris Rust & Associates, pc • • 0 Control delay 17.6 29.2 1 26.3 27.5 18.2 13.2 24.7 14.2 16.0 22.3 Lane group LOS 8 I C I C C B B C B B C Approach delay 27.6 25.6 19.7 20.1 Approach LOS C C B C Intersection delay 22.7 X� = 0.55 Intersection LOS C 11CS2000TM Copyright C 2000 University of Monda. Ali Rights Reserved Versinn 11e Patton Harris Rust & Associates, pc • • • HCS2000 DETAILED REPORT General I nformation Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 9114104 Time Period PM Peak Hour Intersection Jubal Early Dr & Valley Avenue Area Type All other areas Jurisdiction Analysis Year Existing Conditions Project ID Willow Run Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH I RT LT TH RT Number of lanes, N, 1 2 0 1 2 1 1 1 1 1 2 0 Lane group L TR L T R L T R L TR Volume, V (vph) 91 363 86 365 265 364 131 373 255 158 372 150 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G. 1 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 NS Perm 06 07 OB Timing G= 9.7 G= 32.7 G= G= G= 32.6 G= G= G= Y_ 5 IY= 5 Y= 1Y= IY= 5 Y= IY= 1Y= Duration of Analysis. T = 0.25 Cycle Length. C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB I WB NB SB LT TH I RT I LT TH RT LT TH I RT LT TH RT Adjusted Flow rate, v 96 473 1 384 279 383 138 393 268 166 550 Lane group capacity,c 577 1239 470 1276 570 244 668 824 234 1217 We ratio, X 0.17 0.38 0.82 0.22 0.67 0.57 0.59 0.33 0.71 0.45 Total green ratio, g/C 0.53 0.36 0.53 0.36 0.36 0.36 0.36 0.53 0.36 0.36 Uniform delay, d, 10.8 21.2 21.7 19.8 24.1 23.0 23.3 12.2 24.6 21.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 1 0.36 0.11 0.24 0.16 0.18 0.11 0.27 0.11 Incremental delay, d Z 0.1 0.2 1 10.8 0.1 3.1 3.0 1.4 0.2 9.6 1 0.3 Initial queue delay, d Patton Harris Rust & Associates, pc L • • Control delay 11.0 21.4 1 32.5 19.9 27.2 26.1 24.6 12.4 34.2 22.2 Lane group LOS 8 I C C I B C C I C B C I C Approach delay 19.6 27.2 20.8 24.9 Approach LOS B C C C Intersection delay 23.7 X� = 0.74 Intersection LOS C HCS2000 t Copyright ® 2000 University of Florida, All Rights Reserved Version 4.le Patton Harris Rust & Associates, pc HCS2000' DETAILED REPORT eneral Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 09114104 Time Period AM Peak Hour Intersection Route 50 & Rt 37 SB Ramp Area Type All other areas Jurisdiction Analysis Year Existing Conditions Project ID Willow Run Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 2 1 1 2 0 0 0 0 0 1 1 Lane group T R L T LT R Volume, V (vph) 1064 537 228 461 377 0 168 % Heavy vehicles, %HV 6 3 3 5 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 filtering /metering, I 1.000 1.000 1.000 1.000 1.000 1.000 tial unmet demand, O 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0. 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing WB Only I EW Perm 03 04 SB Only 06 07 08 Timing G= 8.0 G= 41.0 G= G= G= 26.0 G= G= G= El Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of alysis, T = 0.25 An C Cycle L e . C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 1120 565 240 485 397 177 Lane group capacity, c 1555 714 272 2048 508 453 v/c ratio, X 0.72 0.79 0.88 0.24 0.78 0.39 Total green ratio, g/C 0.46 0.46 0.60 0.60 0.29 0.29 Uniform delay, d, 19.9 20.9 15.9 8.4 29.4 25.7 ogression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.28 0.34 0.41 0.11 0.33 0.11 Patton Harris Rust & Associates, pc 4 remental delay, d 1.7 6.1 26.9 0.1 1 7.7 1 0.6 Initial queue delay, d Control delay 21.5 26.9 42.8 8.5 37.1 26.2 Lane group LOS C C D A D C Approach delay 23.3 19.8 33.8 Approach LOS C B C Intersection delay 24.5 X� = 0.77 Intersection LOS C HCS2000T' Copyright ® 2000 University of Florida, All Rights Reserved / 1 • Verson 4.1e Patton Harris Rust & Associates, Pc HCS20W DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 09114104 Time Period PM Peak Hour Intersection Route 50 & Rt 37 SB Ramp Area Type All other areas Jurisdiction Analysis Year Existing Conditions Project ID Willow Run Volume and Timing input EB WB NB SB LT TH PIT LT I TH FIT LT I TH FIT LT TH RT Number of lanes, N 0 2 1 1 2 0 0 0 0 0 1 1 Lane group T R L T LT R Volume, V (vph) 416 388 603 1086 224 0 570 % Heavy vehicles, %HV 6 3 3 6 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 12.0 12,0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 - itering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 itial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 100 0 0 175 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 Min time for pedestrians, G 3-2 1 32 3.2 Phasing WB Only EW Perm 03 04 SB Only 06 07 08 Timing G= 20.0 1 G= 23.0 1 G= G= G= 27.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= Y- Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH PIT LT TH PIT LT TH PIT LT TH PIT Adjusted flow rate, v 438 303 635 1143 236 416 Lane group capacity, c 924 424 617 1927 558 498 v/c ratio, X 0.47 0.71 1.03 0.59 0.42 0.84 Total green ratio, g/C 0.27 0.27 0.56 0.56 0.32 0.32 niform delay, d, 25.9 28.0 30.2 12.1 22.9 26.9 ogression factor, PF 1.000 1.000 1.000 1.000 1 1 1.000 1.000 Delay calibration, k 0.11 0.28 0.50 0.18 0.11 0.37 Patton Harris Rust & Associates, pc remental delay, d 0.4 5.6 43.9 1 0.5 1 0.5 11.8 Initial queue delay, d Control delay 26.3 33.7 12.6 23.4 38.7 Lane group LOS C C E E B C D Approach delay 29.3 34.6 33.2 Approach LOS C C C Intersection delay 33.1 X, = 0.97 Intersection LOS C HCS2000i Copyright ®2000 University of rloridi All Rights Reserved • • Version 4. le Patton Harris Rust & Associates, pc ohts Reserved 11CS2000 "'' Copyright ® 2003 University of Florida, All Rights Reserved Version 4.Id Version 4.Id Patton Harris Rust & Associates, pc TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst gency /Co. Date Performed Analysis Time Period PHR +A PHR +A 9115104 PM Peak Hour Intersection J urisdiction A nalysis Year Breckinridge Ln & Route 621 Existing Conditions Project Description Willow Run East/West Street: Breckinrid e Lane NorlhiSouth Street: Route 621 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 0 40 6 274 63 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 42 6 288 66 0 Percent Heavy Vehicles 0 3 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R lume 89 0 360 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 93 0 378 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 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 Ap proach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 288 471 C (m) (vph) 1553 727 lc 0.19 0.65 95% queue length 0.68 4.80 Control Delay 7.8 18.6 LOS A C A pproach Delay 18.6 proach LOS C ohts Reserved 11CS2000 "'' Copyright ® 2003 University of Florida, All Rights Reserved Version 4.Id Version 4.Id Patton Harris Rust & Associates, pc 'Wights Reserved HCS2000TM Copyright ®2003 University of Florida. All Rights Reserved Verslan 4Ad Version 4.Id Patton Harris Rust & Associates, pc TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst gency /Co. Date Performed nal sis Time Period PHR +A PHR +A 9115104 AM Peak Hour Intersection J urisdiction Analysis Year Breckinridge Ln & Route 621 Existing Conditions Project Description Willow Run East/West Street: Breckinrid a Lane North /South Street: Route 621 Intersection Orientation: North -South I Study Period hrs : 0.25 V ehicle Volumes and Ad ustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R V olume 0 53 11 248 25 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 55 11 261 26 0 Percent Heavy Vehicles 0 3 Median Type Undivided RT Channelized 0 1 0 Lanes 0 1 0 0 1 0 Configuration TR LT U stream Signal 0 1 0 Minor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R olume 15 0 64 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 15 0 67 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 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 Ap proach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 261 82 C (m) (vph) 1529 771 /c 0.17 0.11 95 %queue length 0.62 0.36 Control Delay 7.8 10.2 LOS A B pproach Delay 10.2 proach LOS B 'Wights Reserved HCS2000TM Copyright ®2003 University of Florida. All Rights Reserved Verslan 4Ad Version 4.Id Patton Harris Rust & Associates, pc ghts Reserved HCS2000 M Copyright © 2003 University of Florida. NI Rights Reserved Version 4.Id Version 4.Id Patton Harris Rust & Associates, PC TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency /Co. Date Performed Analysis Time Period PHR +A PHR +A 9115104 AM Peak Hour Intersection J urisdiction A nalysis Year Handley Ave & Jubal Early Dr Existing Conditions Project Description Willow Run East/West Street: Handle Ave North /South Street: Jubal Earl Drive 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 0 171 53 5 172 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 180 55 5 181 0 Percent Heavy Vehicles 0 -- 3 Median Type Raised curb RT Channelized 0 0 Lanes 0 1 1 1 1 0 Configuration T R I L T Upstream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 16 0 53 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 16 0 55 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 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 Ap proach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (vph) 5 71 C (m) (vph) 1326 808 lc 0.00 0.09 95% queue length 0.01 0.29 Control Delay 7.7 9.9 LOS A A Approach Delay 9.9 proach LOS A ghts Reserved HCS2000 M Copyright © 2003 University of Florida. NI Rights Reserved Version 4.Id Version 4.Id Patton Harris Rust & Associates, PC Wghts Reserved HCS2000Th1 Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.Id Patton Harris Rust & Associates, pc TWO -WAY STOP CONTROL SUMMARY General Information Site Information nalyst A ency /Co. Date Performed Analysis Time Period PHR +A PHR +A 9115104 PM Peak Hour Intersection J urisdiction Analysis Year Handley Ave & Jubal Early Dr Existing Conditions Project Description Willow Run East/West Street: Handle Ave North!South Street: Jubal Ead Drive Intersection Orientation: North -South I Study Period hrs : 0.25 Vehicle Volumes and Ad ustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R V olume 0 397 57 36 364 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 417 60 37 404 0 Percent Heavy Vehicles 0 3 — Median Type Raised curb RT Channelized 1 0 1 1 1 0 Lanes 0 1 1 1 1 1 1 1 1 0 Configuration T R L T , Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 17 0 45 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 17 0 47 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 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 Ap proach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (vph) 37 64 C (m) (vph) 1080 560 We 0.03 0.11 95% queue length 0.11 0.38 Control Delay 8.5 12.3 LOS A B A pproach Delay 12.3 proach LOS B Wghts Reserved HCS2000Th1 Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.Id Patton Harris Rust & Associates, pc HCS2000 DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 9114104 Time Period AM Peak Hour Intersection Route 50 & Route 621 Area Type All other areas Jurisdiction Analysis Year Existing Conditions Project ID Willow Run Volume and Timing Input EB WB NB SB LT TH RT LT I TH I RT LT I TH RT LT TH RT Number of lanes, N 1 2 1 1 2 1 0 1 1 1 1 0 Lane group L T R L T R LT R L TR Volume, V (vph) 31 660 98 133 274 45 67 51 87 25 16 19 Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 tering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 nitial unmet demand, O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians. G. 3.2 3.2 3.2 3.2 Phasing WB Only EW Perm 03 04 NS Perm O6 07 08 T G= 10.0 G= 42.0 G= G= G= 23.0 G= G= I G= I Y= 5 IY= 5 Y= Y= IY= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Adjusted flow rate, v 33 695 103 140 288 47 125 92 26 37 Lane group capacity, c 496 1593 732 472 2162 993 383 662 319 433 v/c ratio, X 0.07 0.44 0.14 0.30 0.13 0.05 0.33 0.14 0.08 0.09 Total green ratio, g/C 0.47 0.47 0.47 0.63 0.63 0.63 0.26 0.42 0.26 0.26 niform delay, d 13.2 16.1 13.7 7.6 6.6 6.2 27.2 16.0 25.5 25.5 rogression factor, PF 1.000 1.000 1.000 1.000 11.000 1.000 1 11.000 1.000 1.000 11.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 1 0.11 0.11 0.11 0.11 Patton Harris Rust & Associates, pc remental delay, d 0.1 0.2 0.1 1 0.4 1 0.0 0.0 1 0.5 1 0.1 1 0.1 0.1 Initial queue delay, d Control delay 13.3 16.3 13.8 8.0 6.6 6.3 27.7 16.1 25.6 25.6 Lane group LOS B B B A A A C B C C Approach delay 15.8 7.0 22.8 25.6 Approach LOS B A C C Intersection delay 14.5 X = 0.44 Intersection LOS B HCS2000"o Copyright 0 2000 University of Florida, All Rights Reserved • Version 4.1e Patton Harris Rust & Associates, pc HCS2000° DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 9114104 Time Period PM Peak Hour Intersection Route 50 & Route 621 Area Type All other areas Jurisdiction Analysis Year Existing Conditions Project ID Willow Run Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of lanes, N 1 2 1 1 2 1 0 1 1 1 1 0 Lane group L T R L T R LT R L TR Volume, V (vph) 44 560 247 159 1067 43 212 28 80 159 126 43 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 1 2.0 2.0 2.0 2.0 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 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 tering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 nitial unmet demand, Q 0.0 0.0 0.0 0.0 10.0 1 0.0 10.0 1 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G. 3.2 3.2 3.2 3.2 Phasing WB Only EW Perm 03 04 1 NS Perm 06 07 08 Timing G= 11.0 G= 38.0 G= G= G= 36.0 G= G= G= 1 Y= 5 Y= 5 IY= IY= 5 Y= IY= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 46 589 260 167 1123 45 252 84 167 178 Lane group capacity, c 171 1297 596 432 1843 847 396 815 340 639 We ratio, X 0.27 0.45 0.44 0.39 0.61 0.05 0.64 0.10 0.49 0.28 Total green ratio, g/C 0.38 0.38 0.38 0.54 0.54 0.54 0.36 0.52 0.36 0.36 .almLlnifnrm delay, d 21.4 23.2 23.0 12.7 15.8 10.9 26.6 12.2 24.9 22.8 rogression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.20 0.11 0.22 0.11 0.11 0.11 Patton Harris Rust & Associates, pc cremental delay, d 0.9 0.3 0.5 0.6 0.6 0.0 3.4 0.1 1.1 0.2 itial queue delay, d Control delay 22.3 23.5 23.6 13.t16 10.9 29.9 12.2 26.0 23.0 Lne group LOS C C C B 8 C B C C Approach delay 23.4 15.8 25.5 24.5 Approach LOS C B C C Intersection delay 20.3 X = 0.62 Intersection LOS C HCS2000Ttt Copyright 0 2000 University of Florida All Rights Reserved 11 Version 4.1e Patton Harris Rust & Associates, pc blights Reserved HCS2000T' Copyright ® 2003 University of Florida, All Rights Reserved Version 4. id Version 4.1 d Patton Harris Rust & Associates, pc TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst gency /Co. Date Performed Analysis Time Period PHR4-A PHR4A 9115104 AM Peak Hour Intersection J urisdiction A nalysis Year Route 621 & Route 622 Existing Conditions Project Description Willow Run East/West Street: Route 622 North/South Street: Route 621 Intersection Orientation: North - South I Study Period hrs : 0.25 V ehicle Volumes and Ad ustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R V olume 1 87 75 27 37 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 1 91 78 28 38 4 Percent Heavy Vehicles 3 3 — Median Type I Raised curb FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 59 39 24 21 53 12 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 62 41 25 22 55 12 Percent Heavy Vehicles 3 3 3 3 3 3 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration I LTR LTA Delay Queue Length, and Level of Service A pproach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 1 28 128 89 C (m) (vph) 1561 1402 696 668 lc 0.00 0.02 0.18 0.13 95% queue length 0.00 0.06 0.67 0.46 Control Delay 7.3 7.6 1 1 11.3 11.2 LOS A A B B Approach Delay 11.3 11.2 proach LOS B B blights Reserved HCS2000T' Copyright ® 2003 University of Florida, All Rights Reserved Version 4. id Version 4.1 d Patton Harris Rust & Associates, pc Wghts Reserved 11CS200(if"' Copyright 0 2003 University of Florida. All Rights Reserved Version 4.Id Version 41d Patton Harris Rust & Associates, pc TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency /Co. Date Performed nal sis Time Period PHR + PHR +A 9115104 PM Peak Hour Intersection J urisdiction A nalysis Year Route 621 & Route 622 Existing Conditions Project Description Willow Run East/West Street: Route 622 North /South Street: Route 621 Intersection Orientation: North - South I Study Period hrs : 0.25 V ehicle Volumes and Ad ustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R V olume 40 47 45 1 19 48 6 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 42 49 47 20 50 6 Percent Heavy Vehicles 3 -- -- 3 -- Median Type Raised curb RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R lume 91 128 63 14 51 3 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 95 134 66 14 53 3 Percent Heavy Vehicles 3 3 3 3 3 3 Percent Grade ( %) 0 0 Flared Approach N N S torage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration I LTR LTR Delay Queue Length, and Level of Service Ap proach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 42 20 295 70 C(m)(vph) 1542 1491 686 590 !c 0.03 0.01 0.43 0.12 95% queue length 0.08 0.04 2.17 0.40 Control Delay 7.4 7.4 14.1 1 1 11.9 LOS A A B B Approach Delay 14.1 11.9 fip proach LOS B B Wghts Reserved 11CS200(if"' Copyright 0 2003 University of Florida. All Rights Reserved Version 4.Id Version 41d Patton Harris Rust & Associates, pc 4 Patton Harris Rust & Associates, pc TWO -WAY STOP CONTROL SUMMARY General Information Site Information nal st PHR + Intersection Route 622 & Harvest Drive enc /Co. PHR + J urisdiction Date Performed 9115104 A nalysis Year Existinq Conditions nal sis Time Period A M Peak Hour Project Description Willow Run East/West Street: Route 622 North/South Street: Harvest Drive Intersection Orientation: east -West IStudy 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) 51 704 0 0 275 51 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 53 741 0 0 289 53 Proportion of heavy v ehicles, PHV 3 3 — Median type Raised curb RT Channelized? 0 0 Lanes 0 2 1 0 0 0 Configuration LT T T TR Ups tream Si nal 0 0 nor Street Northbound Southbound ovement 7 8 9 10 11 12 L T R L T R IHo lume veh /h) 0 0 0 41 0 51 ak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Flow Rate (veh/h) 0 0 0 43 0 53 oportion of heavy hicles, PHV 0 0 0 3 0 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR Control Delay. Queue Length, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR Volume, v (vph) 53 96 Capacity, c (vph) 1207 584 /c ratio 0.04 0.16 Queue length (95 %) 0.14 0.58 ontrol Delay (s /veh) 8.1 12.4 S A B Approach delay (s /veh) 12.4 Approach LOS B Patton Harris Rust & Associates, pc TWO -WAY STOP CONTROL SUMMARY n ISite Information A nalyst PHR +A Intersection Route 622 & Harvest Drive Agency/Co. PHR +A J urisdiction ime (veh/h) Date Performed 9115104 A nalysis Year Existing Conditions A nalysis Time Period PM Peak Hour ik -hour factor, PHF 0.95 Project Description Willow Run EastNJest Street: Route 622 North /South Street: Harvest Drive Intersection Orientation: East -West I Study Period (Ins): 0.25 Vehicle Volumes and Ad'ustments aior Street Eastbound Westbound Patton Harris Rust & Associates, pc L T R L T R ime (veh/h) 35 603 0 0 855 98 ik -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 irly Flow Rate (veh/h) 36 634 0 0 900 103 potion of heavy icles, PHV 3 — — 3 — lien type Raised curb Channelized? 0 0 es 0 2 0 0 2 0 ifiguration LT T T TR stream Signal 0 0 or Street cement Northbound 7 8 9 Southbound 10 11 12 L T R L T R )me veh/h) 0 0 0 51 0 41 ik -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 my Flow Rate (veh1h) 0 0 0 53 0 43 portion of heavy ides, PHV 0 0 0 3 0 3 cent grade ( %) 0 0 ed approach N N ;forage 0 0 Channeliized? 0 0 es 0 0 0 0 0 0 ifiguration LR itrol Delay, Queue Length, Level of Service )roach EB WB Northbound Southbound + ement 1 4 7 8 9 10 11 12 e Configuration LT LR Lime, v (vph) 36 96 )acity, c (vph) 680 325 ratio 0.05 0.30 °ue length (95 %) 0.17 1.21 itrol Delay (s /veh) 10.6 20.7 3 B C )roach delay (s /veh) 20.7 )roach LOS C Patton Harris Rust & Associates, pc TWO -WAY STOP CONTROL SUMMARY ral Information ISite Information A nalyst PHR + Ag enc y /Co. PHR +A Date Performed 9115104 A nalysis Time Period AM Peak Hour Street: Route 37 mes and 'ement 1 2 3 4 5 6 L T R L T R ime ( veh/h) 89 441 0 0 56 387 k -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 rly Flow Rate (veh/h) 93 464 0 0 58 407 )ortion of heavy cles, PHV 3 3 — iian type Undivided Channelized? 0 0 es 0 1 0 0 1 1 ifiguration LT T R dream Si nal or Street cement 7 0 Northbound 8 9 10 0 Southbound 11 12 L T R L T R ime veh/h 14 0 104 0 0 0 ik-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 irly Flow Rate (veh/h) 14 0 109 0 0 0 portion of heavy icles, PHV 3 3 3 3 3 3 cent grade ( %) 0 0 ed approach N N storage 0 0 Channelized? 0 0 es 0 1 0 0 0 0 l fig u r at i o n LTR itrol Delay, Queue Length, Level of Service )roach EB WB Northbound Southbound dement 1 4 7 8 9 10 11 12 ie Configuration LT LTR ume, v (vph) 93 123 )acity, c (vph) 1091 527 ratio 0.09 0.23 Sue length (95 %) 0.28 0.90 itrol Delay (s /veh) 8.6 13.9 5 A B )roach delay (s /veh) 13.9 Patton Harris Rust & Associates, pc A nalyst PHR+ Agency/Co. PHR +A Date Performed 9115104 A nalysis Time Period PM Peak Hour 37 lumes and Movement 1 2 1 3 4 5 6 L T R L T R V olume veh/h) 45 563 0 0 115 662 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 47 592 0 0 121 696 Proportion of heavy v ehicles, PHV 3 3 Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 1 Co nfiguration LT T R stream Signal 0 0 mor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 101 0 66 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh(h) 106 0 69 0 0 0 Proportion of heavy v ehicles, PHV 3 3 3 3 3 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Control Delay. Queue Len th Level of Service Ap proach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR Volume, v (vph) 47 175 Capacity, c (vph) 807 267 /c ratio 0.06 0.66 ueue length (95 %) 0.19 4.18 ntrol Delay (s /veh) 9.7 40.9 LOS A E pproach delay (s /veh) -- -- 40.9 TWO -WAY STOP CONTROL SUMMARY Site Information A Intersection Patton Harris Rust & Associates, pc w TWO -WAY STOP CONTROL SUMMARY I Information A nalyst PHR +A Agency/Co. PHR +A Date Performed 9115104 A nalysis Time Period A M Peak Hour 622 & Route 37 SB Project Description Willow Run East/W7 Street: Route 622 North /South Street: Route 37 SB Ram Intersection Orientation: East -West IStudy 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) 0 108 47 43 27 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 0 113 49 45 28 0 Proportion of heavy ehicles, PHV 0 3 Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT stream Signal 0 1 0 nor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R V olume ( veh/h ) 0 0 0 422 1 95 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 0 0 0 444 1 100 Proportion of heavy v ehicles, PHV 3 0 3 3 3 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 1 0 Configuration LTR Control Delay, Queue Len th Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR Volume, v (vph) 45 545 Capacity, c (vph) 1411 752 /c ratio 0.03 0.72 ueue length (95 %) 0.10 6.34 ntrol Delay (s /veh) 7.6 21.3 LOS A C Approach delay (s /veh) 1 21.3 Patton Harris Rust & Associates, pc TWO -WAY STOP CONTROL SUMMARY Site Information A nalyst PHR +A Agency/Co. PHR +A Date Performed 9115104 A nalysis Time Period PM Peak Hour ;w_1 622 0.25 622 & Route 37 !Major Street I Eastbound I Westbound Movement 1 1 2 1 3 4 1 5 1 R Patton Harris Rust & Associates, pc L T R L T R V olume ( veh/h ) 0 59 56 69 147 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 0 62 58 72 154 0 Proportion of heavy v ehicles, PHV 0 3 Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT stream Signal 0 0 nor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 0 0 0 549 3 135 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 0 0 0 577 3 142 Proportion of heavy v ehicles, PHV 3 0 3 3 3 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 1 0 Configuration LTR Control Delay. Queue Length, Level of Service Ap proach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR Volume, v (vph) 72 722 Capacity, c (vph) 1462 625 /c ratio 0.05 1.16 Queue length (95 %) 0.16 23.60 ntrol Delay (s /veh) 7.6 110.6 LOS A F Approach delay (s /veh) 110.6 Patton Harris Rust & Associates, pc 6/22/2006 HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Route 50 & Rt 37 NB Ramp Area Type All other areas Jurisdiction Analysis Year 2009 Background Conditions Project ID tfllow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT TH RT LT TH RT Number of lanes, N 2 3 0 0 3 0 1 0 0 0 0 Lane group L T T r543 T Volume, V (vph) 811 1199 783 0 % Heavy vehicles, %HV 3 6 6 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 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 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 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 N N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 Phasing EB Only I Thru Only 03 04 1 NB Only 06 07 08 Timing G= 25.0 12 = 32.0 G= G= G= 18.0 G= G= G= Y= 5 Y= 5 Y= 1Y= IY= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 1 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB 1 WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted Flow rate, v 854 1262 824 572 0 Lane group capacity, c 945 3364 1736 681 369 v/c ratio, X 0.90 0.38 0.47 0.84 0.00 gh Total green ratio, g/C 0.28 0.69 0.36 0.20 0.20 Uniform delay, d, 31.3 5.9 22.5 34.6 28.8 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.42 0.11 0.11 0.38 0.11 6/22/2006 1.� Incremental delay, d 11.9 1 0.1 0.2 9.2 0.0 Initial queue delay, d Control delay 43t35 t227 43.8 28.8 Lane group LOS D D C Approach delay 21.0 22.7 43.8 Approach LOS C C D Intersection delay 25.1 X = 0.71 Intersection LOS C HCS2000 ' Copyright @) 2000 University of Florida, All Rights Reserved Version 4.le C I 0 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Route 50 & Rt 37 NB Ramp Area Type All other areas Jurisdiction Analysis Year 2009 Background Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 2 3 0 0 3 0 2 1 0 0 0 0 Lane group L T T L T Volume, V (vph) 708 818 1721 645 0 % Heavy vehicles, %HV 3 6 6 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 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 j 3.0 j 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 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 N N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 Phasing EB Only Thru Only 03 04 1 NB Only 06 07 08 G= 21.0 G= 34.0 G= J G= I G= 20.0 G JG= G= Timing Y= 5 IY= 5 Y= 1Y= IY= 5 Y= 1Y= 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 RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 745 861 1812 679 0 Lane group capacity,c 794 3255 1845 756 410 v/c ratio, X 0.94 0.26 0.98 0.90 0.00 An Total green ratio, g/C 0.23 0.67 0.38 0.22 0.22 Uniform delay, d, 33.9 6.1 27.7 34.0 27.2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.45 0.11 0.49 0.42 0.11 6/22/2006 • Incremental delay, d 18.6 0.0 16.8 13.6 0.0 Initial queue delay, d Control delay 52.5 6.1 t44. 47.6 27.2 Lane group LOS D A D C Approach delay 27.6 44.5 47.6 Approach LOS C D D Intersection delay 38.4 X = 0.95 Intersection LOS D //CS2006 Copyright C 2000 University of Florida, All Rights Resen'ed Version 4.l e • • 6/22/2006 6/22/2006 HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Route 50 & Rt 37 SB Ramp Area Type All other areas Jurisdiction Analysis Year 2009 Background Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Number of lanes, N 0 3 0 2 2 0 0 0 0 0 1 0 Lane group T L T LT Volume, V (vph) 1529 291 1035 481 0 % Heavy vehicles, %HV 6 3 6 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A Start-up lost time, 1 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, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N 0 N Parking maneuvers, N tN Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 Phasing WB Only Thru Only 03 04 SB Only 06 07 08 Timing G= 9.0 G= 33.0 G JG= I G= 33.0 G= G= G= Y= 5 IY= 5 Y= 1Y= IY= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 1609 306 1089 506 Lane group capacity, c 1790 340 1782 644 v/c ratio, X 0.90 0.90 0.61 0.79 • Total green ratio, g/C Uniform delay, d 0.37 26.9 0.10 40.1 0.52 15.1 0.37 25.4 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.42 0.42 0.20 0.33 6/22/2006 I Incremental delay, d 66 25.6 1 0.6 6.4 Initial queue delay, d Control delay 33.5 65.7 15.7 31.8 Lane group LOS C E 8 C Approach delay 33.5 26.7 31.8 Approach LOS C C C Intersection delay 30.5 X = 0.85 Intersection LOS C HCS2000 Copyright m 2000 University of Florida, All Rights Rescued Version 4.1e • i 6/22/2006 6/22/2006 HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Route 50 & Rt 37 SS Ramp Area Type All other areas Jurisdiction Analysis Year Con Background Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 3 0 2 2 0 0 0 0 0 1 0 Lane group T L T LT Volume, V (vph) 1173 770 1589 286 0 % Heavy vehicles, %HV 6 3 6 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 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 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, O 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 1 0 Min. time for pedestrians, G 3.2 3.2 Phasing WB Only Thru Only 03 04 SB Only 06 07 08 Timing G= 24.0 G= 28.0 G= G= G= 23.0 G= 1 Y= G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 1235 811 1673 301 Lane group capacity, c 1519 907 2162 449 v/c ratio, X 0.81 0.89 0.77 0.67 Total green ratio, g/C 0.31 0.27 0.63 0.26 Uniform delay, d 28.6 31.8 11.9 30.1 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.35 0.42 0.32 0.24 6/22/2006 L Incremental delay, d 3.5 11.3 1 1.8 3.9 Initial queue delay, d Control delay 32.1 43.1 13.7 34.0 Lane group LOS C D B C Approach delay 32.1 23.3 34.0 Approach LOS C C C Intersection delay 26.8 X = 0.80 Intersection LOS C fICS2000 Copyright m 2000 University of Florida. All Rights Reserved Version 4. le L • 6/22/2006 E Rights Reserved 11CS2000 Copyright CO 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.1d 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed A nalysis Time Period PHR +A PHR +A 03117106 AM Peak Hour Intersection J urisdiction A nalysis Year Breckinridge Ln & Route 621 2009 Background Conditions Project Description Willow Run Phase 1 East/West Street: Breckinridge Lane North /South Street: Route 621 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 0 68 14 16 32 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 71 14 16 33 0 Percent Heavy Vehicles 0 — 3 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 19 0 4 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 20 0 4 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 Percent Grade ( %) 0 0 Flared Approach N N S torage 0 0 RT Channel ized 0 0 Lanes 0 0 0 0 0 0 C onfiguration LR Delay, Queue Length, and Level of Service Ap proach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 16 24 C (m) (vph) 1505 859 lc 0.01 0.03 5% queue length 0.03 0.09 Control Delay 7.4 13 LOS A A A pproach Delay 9.3 pproach LOS A Rights Reserved 11CS2000 Copyright CO 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.1d 6/22/2006 U E Rights Reserved IICS2000 Copyright D2003 University or Florida, All Rights Reserved Version 4.Id Version 4.Id 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed A nalysis Time Period PHR +A PHR +A 03117106 PM Peak Hour Intersection J urisdiction A nalysis Year Breckinridge Ln & Route 621 2009 Background Conditions Project Description Willow Run Phase 1 East/West Street: Breckinrid e Lane North /South Street: Route 621 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 0 51 8 17 80 0 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 53 8 17 84 0 Percent Heavy Vehicles 0 — — 3 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 114 0 23 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 120 0 24 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 Percent Grade ( %) 0 0 Flared Approach N N S torage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Ap proach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 17 144 (m) (vph) 1536 832 lc 0.01 0.17 95% queue length 0.03 0.62 Control Delay 7.4 10.2 LOS A 8 pproach Delay 10.2 pproach LOS 8 Rights Reserved IICS2000 Copyright D2003 University or Florida, All Rights Reserved Version 4.Id Version 4.Id 6/22/2006 I RP Rights Reserved IIC.52000 Copyright � 2003 University of Florida, A11 Rights Reserved Version 4.1d Version 4.1 d 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst A gency/Co. Date Performed A nalysis Time Period PHR +A PHR +A 03117106 AM Peak Hour Intersection J urisdiction A nalysis Year Handley Ave & Jubal Early Dr 2009 Background Conditions Project Description Willow Run Phase 1 East/West Street: Handle Ave North /South Street: Jubal Early Drive Intersection Orientation: North -South IStudy 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 0 218 68 6 220 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 229 71 1 6 231 0 Percent Heavy Vehicles 0 — — 1 3 — — Median Type Raised curb RT Channelized 0 0 Lanes 0 1 1 1 1 0 Configuration T R L T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 20 0 68 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 21 0 71 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 Percent Grade ( %) 0 0 Flared Approach N N S torage 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 NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (vph) 6 92 C (m) (vph) 1255 754 We 0.00 0.12 95% queue length 0.01 0.41 Control Delay 7.9 10.4 LOS A B pproach Delay 10.4 pproach LOS B Rights Reserved IIC.52000 Copyright � 2003 University of Florida, A11 Rights Reserved Version 4.1d Version 4.1 d 6/22/2006 AM L_ C_ Rights Reserved HCS2000 Copyright m 2003 University of Florida, All Rights Reserved Version 4.I1 Version 4.Id 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR +A PHR +A 03117106 PM Peak Hour Intersection Jurisdiction Analysis Year Handley Ave & Jubal Early Dr 2009 Background Conditions Project Description Willow Run Phase 1 East/West Street: Handle Ave North /South Street: Jubal Early Drive 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 0 507 73 46 490 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 533 76 48 515 0 Percent Heavy Vehicles 0 — — 3 — — Median Type Raised curb RT Channelized 0 0 Lanes 0 1 1 1 1 0 Configuration T R L T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 22 0 57 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 23 0 60 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 Percent Grade ( %) 0 0 Flared Approach N N S torage 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 NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (vph) 48 83 (m) (vph) 965 469 /c 0.05 0.18 95% queue length 0.16 0.64 Control Delay 8.9 j 14.3 LOS A B A pproach Delay 14.3 ,A pproach LOS B Rights Reserved HCS2000 Copyright m 2003 University of Florida, All Rights Reserved Version 4.I1 Version 4.Id 6/22/2006 HCS2000` DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Jubal Early Dr & Valley Avenue Area Type All other areas Jurisdiction Analysis Year 2009 Background Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 0 1 2 1 1 1 1 1 2 0 Lane group L TR L T R L T R L TR Volume, V (vph) 68 332 78 299 199 77 66 398 283 239 350 89 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 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 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 1 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers,_ N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Exd. Left EW Perm 03 04 1 Exd. Left NS Perm 07 08 Timing G= 17.0 G= 21.0 G= JG= JG= 8.0 G= 34.0 G JG= Y= 5 IY= 5 Y= ly= IY= 5 Y= 5 1Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 72 431 315 209 81 69 419 298 252 462 Lane group capacity, c 537 717 433 738 533 398 627 878 321 1158 v/c ratio, X 0.13 0.60 0.73 0.28 0.15 0.17 0.67 0.34 0.79 0.40 Total green ratio, g/C 0.43 0.21 0.43 0.21 0.34 0.47 0.34 0.56 0.47 0.34 Uniform delay, d 17.1 35.7 20.8 33.2 23.0 15.2 28.2 12.0 26.6 25.2 Progression factor, PF 1.000 1.000 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.19 1 0.29 0.11 0.11 0.11 0.24 0.11 0.33 0.11 6/22/2006 t..J I� C_ HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Jubal Early Dr & Valley Avenue Area Type All other areas Jurisdiction Analysis Year 2009 Background Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT I TH I RT LT TH RT LT TH RT Number of lanes, N 1 2 0 1 2 1 1 1 1 1 2 0 Lane group L TR L T R L T R L TR Volume, V (vph) 116 463 110 466 338 465 167 476 325 202 475 191 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 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 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 Ped / Bike I RTOR volumes 0 0 0 110 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking I Grade I Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, - N m - Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left I WB Only EW Perm 04 1 Excl. Left NS Penn 07 08 Timing G= 9.7 JG= 4.0 G= 15.0 JG= JG= 6.0 G= 25.3 G= G= Y= 5 IY= 0 Y= 5 1Y= IY= 5 Y= 5 1Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 122 603 491 356 374 176 501 342 213 701 Lane group capacity, c 399 640 502 834 588 275 583 960 233 1063 v/c ratio, X 0.31 0.94 0.98 0.43 0.64 0.64 0.86 0.36 0.91 0.66 Total green ratio, g/C 0.31 0.19 0.42 0.24 0.38 0.45 0.32 0.61 0.45 0.32 Uniform delay, d 20.5 32.1 19.6 25.9 20.5 14.9 25.7 7.7 23.8 23.6 Progression factor, PF 1.000 1.000 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.45 1 0.48 0.11 1 0.22 0.22 0.39 0.11 0.43 0.23 6/22/2006 C J Incremental delay, d 0.4 22.4 34.4 1 0.4 2.3 1 5.0 12.3 1 0.2 36.6 1.5 Initial queue delay, d Control delay 21.0 54.5 54.1 26.2 22.8 19.9 38.0 7.9 60.4 25.2 Lane group LOS C D D I C C B D A E C Approach delay 48.8 36.4 24.8 33.4 Approach LOS D D C C Intersection delay 34.9 X = 0.97 Intersection LOS C HCS2006 Copyright m2000 University of Florida, All Rights Rese ed Version4.1e • 6/22/2006 C, L_ Rights Reserved IICS2006FM Copyright m 2003 University or Florida, All Rights Reserved Version 4.1d Version 4.1d 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR +A PHR +A 03117106 AM Peak Hour Intersection Jurisdiction Analysis Year Meadow Branch Ave & Rt 621 2009 Background Conditions Project Description Willow Run Phase 1 East/West Street: Meadow Branch Ave North /South Street: Rt 621 Intersection Orientation: North -South IStudy 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 0 258 0 0 299 16 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 271 0 0 314 16 Percent Heavy Vehicles 3 — — 3 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 4 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 4 0 0 Percent Heavy Vehicles 3 0 3 3 0 3 Percent Grade ( %) 0 0 Flared Approach N N S torage- 0 0 RT Channelized 0 0 anes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Ap proach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 0 4 (m) (vph) 1224 467 lc 0.00 0.01 95% queue length 0.00 0.03 Control Delay 7.9 12.8 LOS A 8 A pproach Delay 12.8 pproach LOS B Rights Reserved IICS2006FM Copyright m 2003 University or Florida, All Rights Reserved Version 4.1d Version 4.1d 6/22/2006 r 1 L . E Rights Reserved HCS2000 Copyright 0 2003 University of Florida, All Rights Reserved Version 4.Id Version 4.1 d 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR +A PHR +A 03117106 PM Peak Hour Intersection Jurisdiction Analysis Year Meadow Branch Ave & Rt 621 2009 Background Conditions Project Description Willow Run Phase 1 East/West Street: Meadow Branch Ave North /South Street: Rt 621 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 0 385 0 0 661 17 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 405 0 0 695 17 Percent Heavy Vehicles 3 — — 3 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 0 0 0 23 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 24 0 0 Percent Heavy Vehicles 3 0 3 3 0 3 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 onfiguration LR D elay, Queue Length, and Level of Service Ap proach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 0 24 (m) (vph) 883 231 We 0.00 0.10 95% queue length 0.00 0.34 Control Delay 9.1 22.4 LOS A C A pproach Delay 22.4 pproach LOS C Rights Reserved HCS2000 Copyright 0 2003 University of Florida, All Rights Reserved Version 4.Id Version 4.1 d 6/22/2006 C HCS2000` DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Route 11 8 Cedar Creek Grade Area Type All other areas Jurisdiction Analysis Year 2009 Background Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of lanes, N, 1 1 1 1 1 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 162 582 162 118 254 157 68 590 220 88 389 74 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 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 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 1 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 i 3.2 3.2 Phasing EW Perm 1 02 03 04 NS Perm 06 07 08 Timing G= 50.0 JG= G= JG= G= 30.0 G= G= G= Y= 5 IY= Y= IY= IY= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 171 613 171 124 267 165 72 621 232 93 409 78 Lane group capacity, c 586 996 871 304 996 871 282 1171 523 186 1171 523 v/c ratio, X 0.29 0.62 0.20 0.41 0.27 0.19 0.26 0.53 0.44 0.50 0.35 0.15 Total green ratio, g/C 0.56 0.56 0.56 0.56 0.56 0.56 0.33 0.33 0.33 0.33 0.33 0.33 Uniform delay, d 10.6 13.5 10.0 11.5 10.4 1 9.9 21.9 24.3 23.5 24.0 22.6 21.0 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 010 0.11 0.11 0.11 0.11 0.11 0.13 0.11 0.11 0.11 0.11 6/22/2006 L Incremental delay, d 0.3 1.1 0.1 0.9 0.1 0.1 0.5 0.5 0.6 2.1 0.2 0.1 Initial queue delay, d Control delay 10.9 14.7 10.1 12.4 10.6 10.0 22.3 24.8 24.1 26.1 22.8 21.2 Lane group LOS B B 8 B B B C C C C C C Approach delay 13.2 10.8 24.4 23.1 Approach LOS B B C C Intersection delay 18.1 1 ) � = 0.58 Intersection LOS B HC.57000TM Copyright m 2000 University of Florida, All Rights Reserved Version 4.1c 11 6/22/2006 E r _ HCS2000" DETAILED REPORT General Information Site Information Analyst PHR + A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Route 11 & Cedar Creek Grade Area Type All other areas Jurisdiction Analysis Year 2009 Background Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 1 1 1 1 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 134 380 292 297 649 100 303 654 243 191 717 207 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A I A A A A A A A Start-up lost time, 1 2.0 2.0 2.0 2.0 2.0 12.0 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 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 1 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.0 10.0 0.0 10.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 1 3.2 Phasing I Excl. Left I WB Only I EW Perm 04 1 Excl. Left NB Only NS Perm 08 Timing G= 4.0 G= 4.0 G= 32.0 G= G= 6.0 G= 3.0 G= 22.0 G= Y= 5 IY= 0 IY= 5 1Y= IY= 4 Y= 0 IY= 5 1Y= Duration of Analysis, T = 0.25 1 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB 1 WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 141 400 307 313 683 105 319 688 256 201 755 218 Lane group capacity, c 186 637 871 419 717 819 10.39 335 976 749 259 858 540 v/c ratio, X 0.76 0.63 0.35 0.75 0.95 0.13 0.95 0.70 0.34 0.78 0.88 0.40 Total green ratio, g/C 0.40 0.36 0.56 0.50 0.40 0.52 0.28 0.48 0.31 0.24 0.34 Uniform delay, d 28.4 24.1 11.1 1 15.9 26.2 11.0 22.7 29.2 14.7 31.1 32.7 22.5 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.31 0.21 0.11 0.30 0.46 0.11 0.46 0.27 0.11 0.33 0.41 0.11 6/22/2006 Incremental delay, d 16.4 1 2.0 0.2 7.2 22.7 1 0.1 36.6 2.3 1 0.3 13.8 10.5 1 0.5 Initial queue delay, d Control delay 44.8 26.0 11.3 23.2 48.8 11.1 59.4 31.5 14.9 44.9 43.2 23.0 Lane group LOS D C B C D B E C B D D C Approach delay 23.8 37.9 35.2 39.7 Approach LOS C D D D Intersection delay 34.9 X� = 1.09 Intersection LOS C HCS2000TM Copyright ® 2000 University of Florida, All Rights Reserved Version 41 e • E 6/22/2006 6/22/2006 HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Route 50 & Route 621 Area Type All other areas Jurisdiction Analysis Year Con Background Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 2 1 1 2 1 0 1 1 1 1 0 Lane group L T R L T R LT R L TR Volume, V (vph) 40 895 125 170 573 57 86 65 111 32 20 24 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A I A I A A A A Start-up lost time, h 2.0 2.0 2.0 2.0 2.0 2.0 12.0 12.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Fed / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 1 NS Perm 06 07 08 G= 50.0 G= G= G= G= 30.0 G= G= G= Timing Y= 5 1Y= Y= IY= IY= 5 Y= IY= Y= Duration of Analysis, T = 0.25 Cycle Length, Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH I RT LT TH RT Adjusted flow rate, v 42 942 132 179 603 60 159 117 34 46 Lane group capacity, c 404 1896 871 248 1896 871 495 523 393 565 v/c ratio, X 0.10 0.50 0.15 0.72 0.32 0.07 0.32 0.22 0.09 0.08 Total green ratio, g/C 0.56 0.56 0.56 0.56 0.56 0.56 0.33 0.33 0.33 0.33 Uniform delay, d 9.4 12.3 9.7 14.8 10.8 9.2 22.4 21.6 20.6 20.6 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.28 0.11 0.11 0.11 0.11 0.11 0.11 6/22/2006 Incremental delay, d 0.1 0.2 0.1 9.9 0.1 0.0 0.4 0.2 0.1 0.1 Initial queue delay, d Control delay 9.5 12.5 9.8 24.7 10.9 9.3 22.8 21.8 20.7 20.6 Lane group LOS A B A C B A C C C C Approach delay 12.1 13.7 22.4 20.6 Approach LOS B B C C Intersection delay 14.2 X = 0.57 Intersection LOS B HCS2000TM Copyright C4 2000 University of Florida, All Rights Reserved Version 4.1e CJ i s 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Route 50 & Route 621 Area Type All other areas Jurisdiction Analysis Year Con Background Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 1 0 1 1 1 1 0 Lane group L T R L T R LT R L TR Volume, V (vph) 56 912 315 203 1463 55 271 36 102 203 161 55 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 1 2.0 2.0 2.0 2.0 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 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 1 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EW Perm 03 04 1 NB Only NS Perm 07 08 Timing G= 12.0 G= 31.0 G= J G= JG= 8.0 G= 29.0 G JG= Y= 0 IY= 5 Y= IY= IY= 0 Y= 5 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 RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 59 960 332 214 1540 58 323 107 214 227 Lane group capacity, c 82 1176 767 316 1631 749 407 941 336 572 v/c ratio, X 0.72 0.82 0.43 0.68 0.94 0.08 0.79 0.11 0.64 0.40 Total green ratio, g/C 0.34 0.34 0.49 0.48 0.48 0.48 0.41 0.60 0.32 0.32 Uniform delay, d 25.7 26.9 14.9 17.8 22.4 12.7 23.2 7.7 26.0 23.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.28 0.36 0.11 0.25 0.46 0.11 0.34 0.11 0.22 0.11 6/22/2006 Incremental delay, d 26.2 1 4.6 0.4 1 5.7 11.6 0.0 1 10.4 0.1 4.0 0.5 Initial queue delay, d Control delay 51.9 31.5 15.3 23.5 34.0 12.8 33.5 7.8 30.0 24.2 Lane group LOS D C 8 C C 8 C A C C Approach delay 28.4 32.1 27.1 27.0 Approach LOS C C C C Intersection delay 29.8 X,=0.85 Intersection LOS C HCS2000' m Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1e • 0 6/22/2006 E i Rights Reserved IICS2000T," Copyright � 2003 University of Florida, All Rights Reserved Version 4.I d Version 4. Id 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst A gency/Co. Date Performed A nalysis Time Period PHR +A PHR +A 03117106 AM Peak Hour Intersection J urisdiction A nalysis Year Route 621 & Route 622 2009 Background Conditions Project Description Willow Run Phase 1 East/West Street: Route 622 North /South Street: Route 621 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 V olume 1 111 96 34 47 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 1 116 101 35 49 5 Percent Heavy Vehicles 3 — — 3 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 V olume Peak -Hour Factor, PHF L 75 0.95 T 50 0.95 R 31 0.95 L 27 0.95 T 68 0.95 R 15 0.95 Hourly Flow Rate, HFR 78 52 32 28 71 15 Percent Heavy Vehicles 3 3 3 3 3 3 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 D Configuration LTR LTR Delay, Queue Length, and Level of Service A pproach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 1 35 162 114 C (m) (vph) 1545 1347 605 593 We 0.00 0.03 0.27 0.19 95% queue length 0.00 0.08 1.08 0.71 Control Delay 7.3 7.7 13.1 12.5 LOS A A B B pproach Delay 13.1 12.5 1 f pproach LOS -- -- B B Rights Reserved IICS2000T," Copyright � 2003 University of Florida, All Rights Reserved Version 4.I d Version 4. Id 6/22/2006 6/22/2006 TWO -WAY STOP CONTROL SUMMARY Ah General Information Site Information Analyst Agency/Co. Date Performed A nalysis Time Period PHR +A PHR +A 03117106 PM Peak Hour Intersection J urisdiction A nalysis Year Route 621 & Route 622 2009 Background Conditions Project Description Willow Run Phase 1 East/West Street: Route 622 North /South Street: Route 621 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 T R Volume 51 60 57 24 61 8 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 53 63 60 25 64 8 Percent Heavy Vehicles 3 — — 3 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R v olume 116 163 80 18 65 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 122 171 84 18 68 4 Percent Heavy Vehicles 3 3 3 3 3 3 Percent Grade ( %) 0 0 Flared Approach N N S torage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Dela ,Queue Length, and Level of Service pproach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 53 25 377 90 C(m)(vph) 1522 1458 601 499 lc 0.03 0.02 0.63 0.18 95% queue length 0.11 0.05 4.37 0.65 Control Delay 7.5 7.5 20.5 13.8 LOS A A C B • pproach Delay pproach LOS =_ _= 20.5 C 13.8 B Rights Reserved IICS2000T Version 4.Id Copyright C 2003 University or Florida, All Rights Reserved Version 4. Id 6/22/2006 D I 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Intersection Route 622 & Harvest Drive Jurisdiction Agency/Co. PHR +A A nalysis Year Con Background Conditions Date Performed 03117106 A nalysis Time Period A M Peak Hour Project Description Willow Run Phase 1 East/West Street: Route 622 North /South Street: Harvest Drive 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 L T R L T R V olume (veh /h) 65 899 0 0 351 65 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 68 946 0 0 369 68 Proportion of heavy v ehicles, P HV 3 — — 3 — Median type Raised curb 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 ) 0 0 0 52 0 65 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 0 0 54 0 68 Proportion of heavy v ehicles, PHV 0 0 0 3 0 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR Control Dela , Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR V olume, v (vph) 68 122 Capacity, c (vph) 1117 388 /c ratio 0.06 0.31 Queue length (95 %) 0.19 1.32 Control Delay (s /veh) 8.4 18.5 LOS A C A pproach delay (s /veh) 18.5 A pproach LOS C 6/22/2006 An 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Intersection Route 622 & Harvest Drive J urisdiction Agency/Co. PHR +A A nalysis Year Con Background Conditions Date Performed 03117106 A nalysis Time Period PM Peak Hour Project Description Willow Run Phase 1 East/West Street: Route 622 North /South Street: Harvest Drive Intersection Orientation: East -West IStudy 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) 45 781 0 0 1091 125 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 47 822 0 0 1148 131 Proportion of heavy v ehicles, PHV 3 — — 3 — — Median type Raised curb RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal Minor Street Movement 7 0 Northbound 8 9 1 10 0 Southbound 11 12 L T R L T R V olume (veh /h) 0 0 0 65 0 52 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 0 0 68 0 54 Proportion of heavy v ehicles, PHV 0 0 0 3 0 3 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 Control Dela , Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR V olume, v (vph) 47 122 Capacity, c (vph) 539 211 /c ratio 0.09 0.58 Queue length (95 %) 0.29 1 3.19 Control Delay (s /veh) 12.3 43.1 LOS 8 E A pproach delay (s /veh) 43.1 A pproach LOS E 6/22/2006 TWO -WAY STOP CONTROL SUMMARY Information ISite Information A nalyst PHR +A Agency/Co. PHR +A Date Performed 03120106 A nalysis Time Period A M Peak Hour Year 622 & Route 37 NB Pro ect Description Willow Run Phase 1 East/West Street: Route 622 North /South Street: Route 37 NB Ram Intersection Orientation: East -West tud Period hrs : 0.25 [Vehicle Volumes and Adiustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R V olume (veh /h) 114 563 6 0 71 494 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 120 592 0 0 74 520 Proportion of heavy v ehicles, PHV 3 — — 3 — — Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 1 Configuration LT T R Upstream Signal Minor Street Movement 7 0 Northbound 8 9 10 0 Southbound 11 12 L T R L T R V olume (veh /h) 18 0 133 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 18 0 140 0 0 0 Proportion of heavy v ehicles, PHV 3 3 3 3 3 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Control Dela , Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR V olume, v (vph) 120 158 Capacity, c (vph) 977 422 /c ratio 0.12 0.37 ( Queue length (95 %) 0.42 1.71 Control Delay (s /veh) 9.2 18.5 LOS A C pproach delay (s /veh) 1 8.5 6/22/2006 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Route 622 & Route 37 NB Ramp A nalyst PHR +A Agency/Co. PHR +A J urisdiction Date Performed A nalysis Time Period 03120106 PM Peak Hour Analysis Year 2009 Background Conditions Project Description Willow Run Phase 1 East/West Street: Route 622 North /South Street: Route 37 NB Ram 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) 57 719 0 0 147 845 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 60 756 0 0 154 889 Proportion of heavy v ehicles, P 3 — — 3 — — Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 1 Configuration LT T R 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) 129 0 84 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 135 0 88 0 0 0 Proportion of heavy v ehicles, PHV 3 3 3 3 3 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Control Dela , Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR V olume, v (vph) 60 223 Capacity, c (vph) 663 173 /c ratio 0.09 1.29 Queue length (95 %) 0.30 1 12.79 Control Delay (s /veh) 11.0 218.5 LOS B F A pproach delay (s /veh) 218.5 6/22/2006 6/22/2006 HCS2000T" DETAILED REPORT . General Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0310912006 Time Period AM Peak Hour Site Information Intersection Route 622 & Rt 37 NB Ramp Area Type All other areas Jurisdiction Analysis Year 2009 Background Conditions Project ID Willow Run Phase 1 rSuggested Improvements) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 0 1 0 0 1 1 0 1 0 0 0 0 Lane group LT T R LTR Volume, V (vph) 114 563 71 494 18 0 133 % Heavy vehicles, %HV 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start-up lost time, I, 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, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 100 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 N N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 1 NB Only 06 07 08 Timing G= 59.0 JG= G= JG= JG= 21.0 G= G= G= Y= 5 IY= Y= 1Y= Y= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH I RT LT TH RT LT TH RT Adjusted flow rate, v 713 75 415 159 Lane group capacity, c 1122 1209 1028 377 v/c ratio, X 0.64 0.06 0.40 0.42 Total green ratio, g/C 0.66 0.66 0.66 0.23 Uniform delay, d, 9.2 5.6 7.3 29.3 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.22 0.11 0.11 0.11 6/22/2006 E Incremental delay, d 1.2 0.0 0.3 0.8 Initial queue delay, d Control delay 10.3 5.6 7.5 30.1 Lane group LOS 8 A A C Approach delay 10.3 7.2 30.1 Approach LOS g A C Intersection delay 11.5 Xc = 0.58 Intersection LOS 8 HCS2000TM Copyright 0 2000 University or Florida, All Rights Reserved Version 4.1e • 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT General Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0310912006 Time Period PM Peak Hour Site Information Intersection Route 622 & Rt 37 NB Ramp Area Type All other areas Jurisdiction Analysis Year 2009 Background Conditions Project ID Willow Run Phase 1 (Suggested Improvements) Volume and Timing Input EB WB NB SB LT TH RT LT I TH I RT LT TH RT LT TH RT Number of lanes, N 0 1 0 0 1 1 0 1 0 0 0 0 Lane group LT T R LTR Volume, V (vph) 57 719 147 845 129 0 84 % Heavy vehicles, %HV 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start -up lost time, 1 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, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 100 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade I Parking N 0 N N 0 N N 0 N N N Parking maneuvers, N. Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EW Perm 02 03 04 NB Only 06 07 08 Timing G= 59.0 IG= G= IG= G= 21.0 G= G= 1 Y= G= Y= 5 ly= Y= ly= JY= 5 Y= ly= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 817 155 784 224 Lane group capacity, c 1168 1209 1028 396 v/c ratio, X 0.70 0.13 0.76 0.57 Total green ratio, g/C 0.66 0.66 0.66 0.23 Uniform delay, d 9.9 5.8 10.7 30.5 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.27 0.11 0.31 0.16 6/22/2006 u Incremental delay, d 1.9 0.0 3.4 1.9 Initial queue delay, d Control delay 11.7 5.9 14.1 32.4 Lane group LOS B A B C Approach delay 11.7 12.8 32.4 Approach LOS B B C Intersection delay 14,6 X = 0.71 Intersection LOS B HCS2000"" Copyright m 2000 University of Florida, All Rights Reserved Version 4.1e • • 6/22/2006 TWO -WAY STOP CONTROL SUMMARY Ak General Information ISite Information Route 622 & Route 37 SB 6/22/2006 A nalyst PHR +A IMIJG IlvlI Ramp Project Description Willow Run Phase 1 Agency/Co. PHR +A J urisdiction Intersection Orientation: East -West Date Performed 03120106 Analysis Year 2009 Background Conditions Analysis Time Period A M Peak Hour 6/22/2006 Project Description Willow Run Phase 1 East/West Street: Route 622 North /South Street: Route 37 SB Ramp Intersection Orientation: East -West IStudy 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) 0 138 60 55 34 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 145 63 57 35 0 Proportion of heavy v ehicles, PHV 0 3 Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R V olume (veh /h) 0 0 0 539 1 121 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 0 0 567 1 127 Proportion of heavy v ehicles, PHV 3 0 3 3 3 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 1 0 Configuration LTR Control Dela , Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR V olume, v (vph) 57 695 gh Capacity, c (vph) 1357 687 NP /c ratio 0.04 1.01 Queue length (95 %) 0.13 16.65 Control Delay (s /veh) 7.8 61.8 LOS A F pproach delay (s /veh) 61.8 6/22/2006 TWO -WAY STOP CONTROL SUMMARY Information ISite Information Project Description Willow Hun Phase 1 East/West Street: Route 622 North /South Street: Route 37 SB Ram ntersection Orientation: East -West IStudy Period (hrs): 0.25 [Vehicle Volumes and Adjustments cement Intersection Route 622 & Route 37 SB Ramp A nalyst PHR +q Agency/Co. PHR +q J urisdiction L Date Performed 03120106 Analysis Year 2009 Background Conditions A nalysis Time Period PM Peak Hour 0 75 71 88 188 Project Description Willow Hun Phase 1 East/West Street: Route 622 North /South Street: Route 37 SB Ram ntersection Orientation: East -West IStudy Period (hrs): 0.25 [Vehicle Volumes and Adjustments cement 1 2 3 4 1 5 6 L T R L T R ume (veh /h) 0 75 71 88 188 0 lk -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 irly Flow Rate (veh /h) 0 78 74 92 197 0 portion of heavy icles, PHV 0 — — 3 — — Jian type Undivided Channelized? 0 0 es ifiguration stream Signal 0 1 0 0 TR 0 LT 1 0 0 for Street Northbound Southbound vement 7 8 9 10 11 12 L T R L T R ume (veh /h) 0 0 0 701 4 172 ik -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 irly Flow Rate (veh /h) 0 0 0 737 4 181 portion of heavy ides, PHV 3 0 3 3 3 3 cent grade ( %) 0 0 red approach N N itorage 0 0 Channelized? 0 0 les 0 0 0 0 1 0 ifiguration LTR ntrol Dela , Queue Len th, Level of Service )roach EB WB Northbound Southbound vement 1 4 7 8 9 10 11 1 12 ie Configuration LT LTR ume, v (vph) 92 922 7acity, C (vph) 1423 540 ratio 0.06 1.71 eue length (95 %) 0.21 54.14 itrol Delay (s /veh) 7.7 345.4 S A F vnnrh rialav IchraM -- -- 345.4 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Intersection Route 622 & Rt 37 SB Ramp Area Type All other areas Agency or Co. PHR +A Date Performed 0311912006 Jurisdiction Time Period AM Peak Hour Analysis Year 2009 Background Conditions Project ID Willow Run Phase 1 (Suggested Improvements) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Number of lanes, N, 0 1 0 0 1 0 0 0 0 0 1 0 Lane group TR LT LTR Volume, V (vph) 138 60 55 34 539 1 121 % Heavy vehicles, %HV 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start -up lost time, I, 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 Arrival type, AT 3 3 3 Unit extension, UE 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1 1.000 Initial unmet demand, Q 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 SB Only 06 _ 07 ___ F __ 08 Timing G= 36.0 JG= G= JG= I G= 44.0 G= JG= JG= Y= 5 IY= Y= IY= IY= 5 Y= IY= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 208 94 695 Lane group capacity, c 708 557 845 v/c ratio, X 0.29 0.17 0.82 Total green ratio, g/C 0.40 0.40 0.49 Uniform delay, d 18.4 17.4 19.7 Progression factor, PF 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.36 6/22/2006 Incremental delay, d 0.2 0.1 6.6 Initial queue delay, d Control delay 18.6 17.5 26.3 Lane group LOS 8 I 8 C Approach delay 18.6 17.5 26.3 Approach LOS g g C Intersection delay 23,8 X c = 0.58 Intersection LOS C HCS2000 Copyright (D 2000 University of Florida, All Rights Reserved Version 4.1e i 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Intersection Route 622 & Rt 37 SB Ramp Agency or Co. PHR +A Area Type All other areas Date Performed 0311912006 Jurisdiction Time Period PM Peak Hour Analysis Year 2009 Background Conditions Project ID Willow Run Phase 1 (Suggested Improvements) Volume and Timing Input EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 0 1 0 0 0 0 0 1 0 Lane group TR LT LTR Volume, V (vph) 75 71 88 188 701 4 172 % Heavy vehicles, %HV 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start-up lost time, 1 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 Arrival type, AT 3 3 3 Unit extension, UE 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 SB Only 06 07 08 Timing G= 28.0 G= G= JG= I G= 52.0 G= G= G= Y= 5 IY= Y= IY= IY= 5 Y= 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 RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 154 291 923 Lane group capacity, c 536 436 998 v/c ratio, X 0.29 0.67 0.92 Total green ratio, g/C 0.31 0.31 0.58 Uniform delay, d 23.5 27.0 17.2 Progression factor, PF 1.000 1.000 1.000 Delay calibration, k 0.11 0.24 0.44 6/22/2006 Incremental delay, d 0.3 3.9 13.9 Initial queue delay, d Control delay 23.7 30.8 31.1 Lane group LOS C C C Approach delay 23.7 30.8 31.1 Approach LOS C C C Intersection delay 30,2 X c = 0.83 Intersection LOS C HCS2000 Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1 e • 6/22/2006 F, is HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Intersection Route 50 & Rt 37 NB Ramp Agency or Co. PHR +A Area Type All other areas Date Performed 03117106 Jurisdiction Time Period AM Peak Hour Analysis Year 2009 Build -out Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of lanes, N 2 3 0 0 3 0 2 1 0 0 0 0 Lane group L T T L T Volume, V (vph) 811 1217 796 543 0 % Heavy vehicles, %HV 3 6 6 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A Start -up lost time, h -2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 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 N N Parking maneuvers, N Buses stopping, N 0 0 0- 0 0 Min. time for pedestrians, G 3.2 3.2 Phasing EB Only I Thru Only 03 04 NB Only 06 07 08 G= 25.0 G= 32.0 G= G= I G= 18.0 G= G JG= Timing Y= 5 IY= Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LDS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 854 1281 838 572 0 Lane group capacity, c 945 3364 1736 681 369 v/c ratio, X 0.90 0.38 0.48 0.84 0.00 Total green ratio, g/C 0.28 0.69 0.36 0.20 0.20 Uniform delay, d 31.3 5.9 22.6 34.6 28.8 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.42 0.11 0.11 0.38 0.11 Incremental delay, d 11.9 0.1 0.2 9.2 1 0.0 6/22/2006 Initial queue delay, d Control delay 43.3 1 6.0 22.8 1 43.8 28.8 Lane group LOS D I A I C D I C Approach delay 20.9 22.8 43.8 Approach LOS C C D Intersection delay 25.0 X = 0.71 Intersection LOS C HCS2006 Copyright D2000 University of Florida. All Rights Resened Version 4.1e • 6/22/2006 a i HCS2000'" DETAILED General Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour REPORT Site Information Intersection Route 50 & Rt 37 NB Ramp Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH I RT LT TH RT Number of lanes, N 2 3 0 0 3 0 2 1 0 0 0 0 Lane group L T T L T Volume, V (vph) 708 818 1721 645 0 % Heavy vehicles, %HV 3 6 6 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 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 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, O 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 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 N N Parking maneuvers, N Buses stopping, N 0 0 v" 0 0 Min. time for pedestrians, G 3.2 3.2 Phasing EB Only Thru Only 03 04 1 NB O!tj 07 08 Timing G= 21.0 G= 34.0 G= G= G= 2G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= Duration of Analysis, T = 0.25 , C = 90.0 Lane Gr oup Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 745 861 1812 679 0 Lane group capacity, c 794 3255 1845 756 410 v/c ratio, X 0.94 0.26 0.98 0.90 0.00 Total green ratio, g/C 0.23 0.67 0.38 0.22 0.22 Uniform delay, d 33.9 6.1 27.7 34.0 27.2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.45 0.11 0.49 0.42 0.11 Incremental delay, d 18.6 0.0 16.8 13.6 0.0 6/22/2006 Initial queue delay, d Control delay 52.5 1 6.1 1 44.5 47.6 27.2 Lane group LOS D I A I D D I C Approach delay 27.6 44.5 47.6 Approach LOS C D D Intersection delay 38.4 X = 0.95 G Intersection LOS D HCS2000 Copyright V 2000 University of Florida, All Rights Reserved Version 4.1e • E 6/22/2006 • E HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Route 50 & Rt 37 SB Ramp Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 3 0 2 2 0 0 0 0 0 1 0 Lane group T L T LT Volume, V (vph) 1532 291 1047 495 0 % Heavy vehicles, %HV 6 3 6 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 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 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, I 1.000 1 1.000 1.000 1 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 Phasing WB Only Thru Only 03 04 SB Only 06 07 08 Timing G= 9.0 G= 33.0 G= IG= I G= 33.0 G JG= JG= Y= 5 IY= 5 Y= IY= IY= 5 Y= 1Y= 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 RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 1613 306 1102 521 Lane group capacity, c 1790 340 1782 644 v/c ratio, X 0.90 0.90 0.62 0.81 Total green ratio, g/C 0.37 0.10 0.52 0.37 Uniform delay, d 27.0 40.1 15.2 25.7 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.42 0.42 0.20 0.35 Incremental delay, d 6.7 25.6 0.7 7.6 6/22/2006 i Initial queue delay, d Control delay 33.7 1 65.7 15.8 1 33.3 Lane group LOS I C E I 8 C Approach delay 33.7 26.7 33.3 Approach LOS C C C Intersection delay 30.8 X, = 0.86 Intersection LOS C HCS2000 Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1 e • 6/22(2006 • LI HCS2000' DETAILED General Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour REPORT Site Information Intersection Route 50 & Rt 37 SB Ramp Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 3 0 2 2 0 0 0 0 0 1 0 Lane group T L T LT Volume, V (vph) 1187 770 1596 340 0 % Heavy vehicles, %HV 6 3 6 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 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 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, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade I Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 1 1 1 1 1 0 Min. time for pedestrians, G 3.2 3.2 Phasing I WB Only I Thru Only 03 04 SB Only 06 07 08 Timing G= 22.7 JG= 27.0 G= JG= I G= 25.3 G= G= I G= Y= 5 IY= 5 Y= 1Y= IY= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Adjusted flow rate, v 1249 811 1680 358 Lane group capacity, c 1465 858 2074 494 v/c ratio, X 0.85 0.95 0.81 0.72 Total green ratio, g/C 0.30 0.25 0.61 0.28 Uniform delay, d 29.6 33.0 13.6 29.2 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.38 0.46 0.35 0.29 Incremental delay, d 5.1 18.8 2.5 5.2 6/22/2006 r� f u Initial queue delay, d Control delay 34.7 1 51.8 16.2 1 34.5 Lane group LOS I C D I 8 C Approach delay 34.7 27.8 34.5 Approach LOS C C C Intersection delay 30.5 X = 0.84 Intersection LOS C HCS2000 Copyright (D 2000 University of Florida, All Rights Reserved Version 4.1 c • 6/22/2006 r' L_ Rights Reserved HCS2000TM Copyright 0 2003 University of Florida, All Rights Reserved Version 4.Id Version 4.1d 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information nalyst Agency/Co. Date Performed A nalysis Time Period PHR +A PHR +A 03117106 AM Peak Hour Intersection J urisdiction A nalysis Year Breckinridge Ln & Route 621 2009 Build -out Conditions .Project Description Willow Run Phase 1 East/West Street: Breckinridge Lane North /South Street: Route 621 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 V olume 0 68 14 16 32 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 71 14 16 33 0 Percent Heavy Vehicles 0 — — 3 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 19 0 4 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 6.95 0.95 Hourly Flow Rate, HFR 20 0 4 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 Percent Grade ( %) 0 0 Flared Approach N N S torage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service A pproach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 16 24 C (m) (vph) 1505 859 lc 0.01 0.03 95% queue length 0.03 0.09 Control Delay 7.4 9.3 LOS A A pproach Delay 9.3 pproach LOS A Rights Reserved HCS2000TM Copyright 0 2003 University of Florida, All Rights Reserved Version 4.Id Version 4.1d 6/22/2006 Mw Rights Reserved HCS 2000 M Copyright ® 2003 University or Florida, All Rights Reserved Version 4.1 d Version 4.1 d 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed A nalysis Time Period PHR +A PHR +q 03/17/06 PM Peak Hour Intersection J urisdiction Analysis Year Breckinridge Ln & Route 621 2009 Build -out Conditions Project Description Willow Run Phase 1 East/West Street: Breckinrid e Lane North /South Street: Route 621 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 0 51 8 17 80 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 53 8 17 84 0 Percent Heavy Vehicles 0 — — 3 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 114 0 23 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 120 0 24 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 Percent Grade ( %) 0 0 Flared Approach N N S torage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service A pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 17 144 C (m) (vph) 1536 832 We 0.01 0.17 95% queue length 0.03 0.62 Control Delay 7.4 10.2 LOS A B pproach Delay 10.2 pproach LOS B Rights Reserved HCS 2000 M Copyright ® 2003 University or Florida, All Rights Reserved Version 4.1 d Version 4.1 d 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information E n,..... i..ti�, 6/22/2006 A nalyst PHR +A Intersection uvv ✓uu °, Lq „y ut ✓uUo Earl Agency/Co. PHR +A Date Performed 03117106 al Year A nalysis n 2009 Build -out Conditions A nalysis Time Period M Peak Hour 6/22/2006 Project Description Willow Run Phase 1 East/West Street: New Jubal Earl Dr North /South Street: Jubal Early Drive Intersection Orientation: East -West IStudy 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) 116 13 0 0 4 286 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 122 13 0 0 4 301 Proportion of heavy v ehicles, P 3 — — 3 — — Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 1 Configuration LT T R Upstream Signal Minor Street Movement 7 0 Northbound 8 9 10 0 Southbound 11 12 L T R L T R V olume veh/h) 0 0 0 240 0 32 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 0 0 252 0 33 Proportion of heavy v ehicles, PHV 3 0 0 3 0 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 6 0 0 1 0 1 Configuration L R Control Delay, Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R V olume, v (vph) 122 252 33 Capacity, c (vph) 1250 655 1077 /c ratio 0.10 0.38 0.03 Queue length (95 %) 0.32 1.81 0.09 Control Delay (s /veh) 8.2 13.9 1 8.4 LOS A B A A pproach delay (s /veh) 13.3 A pproach LOS B 6/22/2006 IN a C 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Intersection New Jubal Early Earl & Jubal Agency/Co. PHR +q Jurisdiction Date Performed 03117106 A nalysis Year 2009 Build -out Conditions A nalysis Time Period PM Peak Hour Project Description Willow Run Phase 1 East/West Street: New Jubal Earl Dr North /South Street: Jubal Earl Drive 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 L T R L T R V olume (veh /h) 67 7 0 0 13 579 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 70 7 0 0 13 609 Proportion of heavy v ehicles, PHV 3 — — 3 — — Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 1 Configuration LT T R U stream Signal 0 0 inor Street Movement Northbound 7 8 10 Southbound 11 12 L T L T R V olume (veh /h 0 0 512 0 121 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 0 538 0 127 Proportion of heavy v ehicles, PHV 3 0 JR 3 0 3 Percent gr ade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 Lanes 0 0 1 0 1 Configuration I L R Control Delay, Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R V olume, v (vph) 70 538 127 Capacity, c (vph) 954 768 1064 /c ratio 0.07 0.70 0.12 Queue length (95 %) 0.24 5.83 0.41 Control Delay (s /veh) 9.1 19.9 8.8 LOS A C A pproach delay (s /veh) 17.8 pproach LOS C 6/22/2006 E a E Rights Reserved HCS2000 Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id Version 4. Id 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information nalyst Agency/Co. Date Performed Analysis Time Period PHR +A PHR +A 03117106 AM Peak Hour Intersection alysis Year Analysis n Handley Ave & Jubal Early Dr 2009 Build -out Conditions Project Description Willow Run Phase 1 East/West Street: Handle Ave North /South Street: Jubal Earl Drive 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 V olume 0 334 68 6 252 0 Peak -Hour Factor, PHF 6.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 351 71 6 265 0 Percent Heavy Vehicles 0 — — 3 — — Median Type Raised curb RT Channelized 0 0 Lanes 0 1 1 1 1 0 Configuration T R L T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 20 0 68 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 21 0 71 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 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 NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (vph) 6 92 C (m) (vph) 1132 648 We 0.01 0.14 95% queue length 0.02 0.49 Control Delay 8.2 11.5 LOS A 8 pproach Delay 11.5 pproach LOS B Rights Reserved HCS2000 Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id Version 4. Id 6/22/2006 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information nalyst Agency/Co. Date Performed Analysis Time Period PHR +A PHR +A 03117106 PM Peak Hour Intersection aly Year Analysis n Handley Ave & Jubal Early Dr 2009 Build-out Conditions Project Description Willow Run Phase 1 East/West Street: Handle Ave North/South Street: Jubal Earl Drive 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 0 573 73 46 611 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 603 76 48 643 0 Percent Heavy Vehicles 0 — — 3 — — Median Type Raised curb RT Channelized 0 0 Lanes 0 1 1 1 1 0 Configuration T R L T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 22 0 57 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 23 0 60 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 Percent Grade ( %) 0 0 Flared Approach N N S torage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service A pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (vph) 48 83 C (m) (vph) 908 418 lc 0.05 0.20 95% queue length 0.17 0.73 Control Delay 9.2 15.7 LOS A C pproach Delay -- 15.7 pproach LOS C Rights Reserved 11CS2000TM Version 4.1 d Copyright 2003 University of Florida, All Rights Reserved Version 4.Id 6/22/2006 6/22/2006 HCS2000 " DETAILED REPORT General information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Jubal Early Dr & Valley Avenue Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 0 1 2 1 1 1 1 1 2 0 Lane group L TR L T R L T R L TR Volume, V (vph) 70 342 78 310 202 77 66 409 325 239 353 90 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 1 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 1 08 Timing G= 17.0 G= 21.0 G= G= G= 8.0 G= 34.0 G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= 5"Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 74 442 326 213 81 69 431 342 252 467 Lane group capacity, c 535 717 429 738 533 395 627 878 312 1158 We ratio, X 0.14 0.62 0.76 0.29 0.15 0.17 0.69 0.39 0.81 0.40 Total green ratio, gIC 0.43 0.21 0.43 0.21 0.34 0.47 0.34 0.56 0.47 0.34 Uniform delay, d 17.1 35.8 21.0 33.2 23.0 15.2 28.4 12.4 27.2 25.2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.20 0.31 0.11 0.11 0.11 0.26 0.11 0.35 0.11 6/22/2006 Incremental delay, d 0.1 1.6 7.8 1 0.2 0.1 0.2 3.2 1 0.3 14.5 0.2 Initial queue delay, d Control delay 17.2 37.5 28.8 t334 23.1 15.4 31.6 12.7 41.7 25.5 Lane group LOS B D C C B C B D C Approach delay 34.6 29.6 22.6 31.2 Approach LOS C C C C Intersection delay 28.8 > � = 0.75 Intersection LOS C HC52000 Copyright C 2000 University or Florida, All Rights Reserved Version 4.l e 0 • 6/22/2006 HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03/17/06 Time Period AM Peak Hour Intersection Jubal Early Dr & Valley Avenue Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Willow Run Phase 1 - 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, N 1 2 1 1 2 1 1 1 1 1 2 0 Lane group L T R L T R L T R L TR Volume, V (vph) 70 342 78 310 202 77 66 409 325 239 353 90 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 1 2.0 2.0 2.0 2.0 2.0 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 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit extension, LIE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filteringimetering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing I Excl. Left I EW Perm 03 04 Excl. Left NS Perm 07 08 Timing G= 17.0 G= 21.0 G= G= G= 8.0 G= 34.0 G= G= Y= 5 Y= 5 Y= ly= IY= 5 Y= 5 Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Adjusted flow rate, v 74 360 82 326 213 81 69 431 342 252 467 Lane group capacity, c 535 738 533 464 738 533 395 627 878 312 1158 Vic ratio, X 0.14 0.49 0.15 0.70 0.29 0.15 0.17 0.69 0.39 0.81 0.40 Total green ratio, g/C 0.43 0.21 0.34 0.43 0.21 0.34 0.47 0.34 0.56 0.47 0.34 Uniform delay, d 17.1 34.8 23.0 20.6 j 33.2 23.0 15.2 128.4 t 12.4 127.2 25.2 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.27 0.11 0.11 0.11 0.26 0.11 0.35 0.11 6/22/2006 • Incremental delay, d 0.1 0.5 0.1 4.7 1 0.2 0.1 0.2 3.2 1 0.3 14.5 0.2 Initial queue delay, d Control delay 17.2 35.3 23.1 25.3 t33 23.1 15.4 31.6 12.7 41.7 25.5 Lane group LOS 8 D C C C 8 C 8 D C Approach delay 30.8 27.8 22.6 31.2 Approach LOS C C C C Intersection delay 27.6 X = 0.71 Intersection LOS C HCS2000 Copyright D 2000 University of Florida, All Rights Reserved Version 4. le • 11noII)MA HCS2000" DETAILED REPORT Mh General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Jubal Early Dr & Valley Avenue Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of lanes, N 1 2 1 1 2 1 1 1 1 1 2 0 Lane group L T R L T R L T R L TR Volume, V (vph) 118 469 110 509 349 465 167 482 349 202 486 194 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A I A A Start-up lost time, 1 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 100 0 0 0 50 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing AExcl. Left I WB Only EW Perm 04 Excl. Left NS Perm 07 08 Timing G= 13.1 1 G= 4.6 G= 13.3 JG= IG= 7.1 G= 26.9 G= G= Y= 5 Y= 0 Y= 5 Y= Y= 5 Y= 5"Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB 1 WB NB SB LT TH I RT LT TH I RT LT TH RT LT TH RT Adjusted flow rate, v 124 494 116 536 367 384 176 507 367 213 664 Lane group capacity, c 424 550 469 555 740 553 302 584 1007 241 1073 v/c ratio, X 0.29 0.90 0.25 0.97 0.50 0.69 0.58 0.87 0.36 0.88 0.62 Total green ratio, g/C 0.31 0.16 0.30 0.42 0.21 0.35 0.46 0.32 0.64 0.46 0.32 Uniform delay, d 21.7 35.2 22.6 21.1 29.6 23.6 15.3 27.4 7.1 18.2 24.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.42 0.11 0.47 0.11 0.26 0.17 0.40 0.11 0.41 0.20 11noII)MA • Incremental delay, d 0.4 17.6 0.3 29.6 1 0.5 3.8 1 2.9 13.2 1 0.2 29.7 1.1 Initial queue delay, d Control delay 22.1 52.7 22.8 50.7 30.1 27.3 18.2 40.6 7.3 47.9 25.8 Lane group LOS C D C D C C 8 D A D C Approach delay 42.8 37.9 25.2 31.2 Approach LOS D D C C Intersection delay 33.9 1 X = 1.00 Intersection LOS C / /CS2000 1 Copyright 02000 University of Florida, All Rights Reserved Version 4.1e • • 6/22/2006 • L. Rights Reserved HCS2000TM Copyright 0 2003 University of Florida, All Rights Reserved Version 4.1 d Version 4.1d 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR +A PHR +q 03117106 AM Peak Hour Intersection aly Year Analysis n Meadow Branch Ave & Rt 621 2009 Build -out Conditions Project Description Willow Run Phase 1 East/West Street: Meadow Branch Ave North /South Street: Rt 621 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 V olume 0 373 0 0 331 16 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 392 0 0 348 16 Percent Heavy Vehicles 3 — — 3 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 4 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 4 0 0 Percent Heavy Vehicles 3 0 3 3 0 3 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 NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 0 4 C (m) (vph) 1189 379 We 0.00 0.01 95% queue length 0.00 0.03 Control Delay 8.0 14.6 LOS A B A pproach Delay 14.6 pproach LOS B Rights Reserved HCS2000TM Copyright 0 2003 University of Florida, All Rights Reserved Version 4.1 d Version 4.1d 6/22/2006 • 0 Rights Reserved HCS2000'M Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id Version 4.Id 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR +A PHR +A 03117106 PM Peak Hour Intersection Jurisdiction Analysis Year Meadow Branch Ave & Rt 621 2009 Build -out Conditions Project Description Willow Run Phase 1 East/1Nest Street: Meadow Branch Ave North /South Street: Rt 621 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 V olume 0 452 0 0 783 17 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 475 0 0 824 17 Percent Heavy Vehicles 3 — — 3 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 C onfiguration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 0 0 0 23 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 24 0 0 Percent Heavy Vehicles 3 0 3 3 0 3 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration 1 LR Delay, Queue Length, and Level of Service A pproach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 0 24 C (m) (vph) 790 175 We 0.00 0.14 95% queue length 0.00 0.47 Control Delay 9.6 28.8 LOS A D A pproach Delay 28.8 pproach LOS D Rights Reserved HCS2000'M Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id Version 4.Id 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Route 11 & Cedar Creek Grade Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH I RT LT TH RT Number of lanes, N, 1 1 1 1 1 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 213 595 175 118 258 157 72 590 220 88 389 88 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 1 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3,0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N M Buses stopping, N 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 31 3.2 1 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 50.0 JG= G JG= IG= 30.0 G= G= G= Y= 5 IY= Y= IY= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH I RT LT TH RT LT I TH I RT Adjusted flow rate, v 224 626 184 124 272 165 76 621 232 93 409 93 Lane group capacity, c 581 996 871 295 996 871 282 1171 523 186 1171 523 v/c ratio, X 0.39 0.63 0.21 0.42 0.27 0.19 0.27 0.53 0.44 0.50 0.35 0.18 Total green ratio, g/C 0.56 0.56 0.56 0.56 0.56 0.56 0.33 0.33 0.33 0.33 0.33 0.33 Uniform delay, d, 11.3 13.7 10.1 11.6 10.5 9.9 22.0 24.3 23.5 24.0 22.6 21.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.21 0.11 0.11 0.11 0.11 0.11 0.13 0.11 0.11 0.11 0.11 6/22/2006 w Incremental delay, d 0.4 1.3 0.1 1.0 0.1 0.1 0.5 1 0.5 0.6 2.1 0.2 1 0.2 Initial queue delay, d Control delay 11.7 14.9 10.2 12.tl 10.0 22.5 24.8 24.1 26.1 22.8 21.4 Lane group LOS B B B 8 B C C C C C C Approach delay 13.4 10.9 24.4 23.1 Approach LOS B B C C Intersection delay 18.1 X = 0.59 Intersection LOS B HCS2000 Copyright V 2000 University of Florida, All Rights Reserved Version 4.1e • 0 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Route 11 & Cedar Creek Grade Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT I TH I RT LT TH RT LT TH RT Number of lanes, N 1 1 1 1 1 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 163 388 299 297 663 100 316 654 243 191 717 261 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, 1, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE Filtering /metering, 1 Initial unmet demand, Q 3.0 1.000 0.0 3.0 1.000 0.0 3.0 1.000 0.0 3.0 1.000 0.0 3.0 1.000 0.0 3.0 1.000 0.0 3.0 1.000 0.0 3.0 1.000 0.0 3.0 1.000 0.0 3.0 1.000 0.0 3.0 1.000 0.0 3.0 1.000 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing I Excl. Left WB Only EW Perm 04 1 Excl. Left NB Only NS Perm 08 Timing G= 6.0 G= 7.0 G= 30.0 G= G= 7.0 G= 4.0 G= 21.0 G= Y= 5 IY= 0 Y= 5 IY= IY= 5 Y= 0 Y= 5 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 95.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 172 408 315 313 698 105 333 688 256 201 755 275 Lane group capacity, c 191 566 842 443 698 809 373 924 792 261 776 528 v/c ratio, X 0.90 0.72 0.37 0.71 1.00 0.13 0.89 0.74 0.32 0.77 0.97 0.52 Total green ratio, g/C 0.38 0.32 0.54 0.51 0.39 0.52 0.39 0.26 0.51 0.29 0.22 0.34 Uniform delay, d 32.4 28.8 12.8 17.0 29.0 11.9 23.7 32.1 13.9 33.4 36.7 25.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.42 0.28 0.11 0.27 0.50 0.11 0.42 0.30 0.11 0.32 0.48 0.13 6/22/2006 Incremental delay, d 38.7 1 4.5 0.3 1 5.1 34.1 0.1 22.7 1 3.3 0.2 13.1 25.7 1 0.9 Initial queue delay, d Control delay 71.1 33.3 13.0 22.1 63.1 12.0 46.5 35.4 14.1 46.6 62.4 26.3 Lane group LOS E C 8 C E 8 D D 8 D E C Approach delay 33.4 46.8 34.0 51.7 Approach LOS C D C D Intersection delay 41.9 X = 1.13 Intersection LOS D HCS2000 Copyright C 2000 University of Florida, All Rights Reserved Version 4.1 e 0 i 6/22/2006 • L. HCS2000" DETAILED REPORT General Information Site Information Analyst PHR + A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Route 11 & Cedar Creek Grade Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Willow Run Phase 1 - I 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, N, 1 1 1 1 2 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 213 595 175 118 258 157 72 590 220 88 389 88 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 1 2.0 2.0 2.0 2.0 2.0 2.0 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 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, LIE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 0 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 tO3 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 1 NS Perm 06 07 08 Timing G= 50.0 JG= G= JG= I G= 30.0 G= JG= JG= Y= 5 IY= Y= IY= IY= 5 Y= IY= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH I RT Adjusted flow rate, v 224 626 184 124 272 165 76 621 232 93 409 93 Lane group capacity,c 599 996 871 295 1896 871 282 1171 523 186 1171 523 v/c ratio, X 0.37 0.63 0.21 0.42 0.14 0.19 0.27 0.53 0.44 0.50 0.35 0.18 Total green ratio, g/C 0.56 0.56 0.56 0.56 0.56 0.56 0.33 0.33 0.33 0.33 0.33 0.33 Uniform delay, d 11.2 113.7 110.1 111.6 9.7 9.9 22.0 24.3 23.5 24.0 22.6 21.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.21 0.11 0.11 0.11 0.11 0.11 0.13 0.11 0.11 0.11 0.11 rmnnnr, Incremental delay, d 0.4 1.3 0.1 1.0 1 0.0 0.1 0.5 1 0.5 0.6 2.1 0.2 1 0.2 Initial queue delay, d Control delay 11.6 t14 10.2 12.6 9.7 10.0 22t24. 24.1 26.1 22.8 21.4 Lane group LOS B B 8 A B C C C C C Approach delay 13.4 10.4 24.4 23.1 Approach LOS B B C C Intersection delay 18.0 X� = 0.59 Intersection LOS B HCS2000 Copyright � 2000 University or Florida, All Ri¢his Reserved Version 4.1e • 1 0 6/22/2006 Am NIP MW HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Route 11 & Cedar Creek Grade Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID willow Run Phase 1 - Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 1 1 1 2 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 163 388 299 297 663 100 316 654 243 191 717 261 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A I A A A A A A A A A A Start-up lost time, I, 2.0 2.0 12.0 2.0 2.0 2.0 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 20 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 1 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left WB Only EW Perm 04 Excl. Left NB Only NS Perm 1 08 Timing G= 5.0 JG= 4.0 G= 27.0 G= G= 7.0 G= 4.0 G= 23.0 G= Y= 5 Y= 0 Y= 5 Y= Y= 5 Y= 0 Y= 5 1Y= Duration of Analysis, T = 0.25 Cycle Length, Lane Group Capacity, Control Delay, and LOS Determination EB I WB NB SB LT TH I RT I LT TH RT LT TH RT LT TH I RT Adjusted flow rate, v 172 408 315 313 698 105 333 688 256 201 755 275 Lane group capacity, c 303 538 836 365 1176 749 393 1054 801 305 898 575 v/c ratio, X 0.57 0.76 0.38 0.86 0.59 0.14 0.85 0.65 0.32 0.66 0.84 0.48 Total green ratio, g/C 0.36 0.30 0.53 0.46 0.34 0.48 0.43 0.30 0.51 0.33 0.26 0.37 Uniform delay, d, 24.3 28.5 12.3 19.5 24.3 13.2 20.9 27.4 12.9 27.2 31.8 21.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.16 0.31 0.11 0.39 0.18 0.11 0.38 0.23 0.11 0.23 0.38 0.11 AMOAn(� s Incremental delay, d 2.5 1 6.2 0.3 18.0 0.8 1 0.1 15.8 1.5 1 0.2 1 5.2 7.2 1 0.6 Initial queue delay, d Control delay 26.8 34.7 12.6 37.5 25.1 13.2 36.6 28.9 13.1 32.4 39.0 22.5 Lane group LOS C C 8 D C 8 D C 8 C D C Approach delay 25.4 27.5 27.7 34.2 Approach LOS C C C C Intersection delay 29,0 X = 1.00 Intersection LOS C HCS2000 M Copyright D 2000 University of Florida, All Rights Reserved Version 41 e • • rl??M) � L L I� l u HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Route 50 & Route 621 Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Willow Run Phase 1 Volume and Timing input EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of lanes, N 1 2 1 1 2 1 0 1 1 1 1 0 Lane group L T R L T R LT R L TR Volume, V (vph) 40 895 143 184 573 57 150 65 163 32 20 24 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 12,0 2.0 2.0 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 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 1 0 1 0 0 0 0 0 0 - F - 0 7 1 D Min. time for pedestrians, G 3.2 Phasing I EW Perm 1 02 03 04 NS Perm 06 07 08 Timing G= 50.0 JG= G= JG= I G= 30.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 Y= 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 I TH I RT LT TH I RT LT I TH RT LT I TH I RT Adjusted flow rate, v 42 942 151 194 603 60 226 172 34 46 Lane group capacity, c 404 1896 871 248 1896 871 469 523 334 565 vie ratio, X 0.10 0.50 0.17 0.78 0.32 0.07 0.48 0.33 0.10 0.08 Total green ratio, g/C 0.56 0.56 0.56 0.56 0.56 0.56 0.33 0.33 0.33 0.33 Uniform delay, d 9.4 12.3 9.8 15.7 10.8 9.2 23.8 22.5 20.7 20.6 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.33 0.11 0.11 0.11 0.11 0.11 0.11 Incremental delay, d 0.1 0.2 0.1 14.9 0.1 0.0 1 0.6 0.4 0.1 0.1 6/22/2006 Initial queue delay, d Control delay 9.5 12.5 1 9.9 30.7 10.9 1 9.3 24.6 22.8 20.8 20.6 Lane group LOS A I 8 A C I 8 A I C C C C Approach delay 12.0 15.3 23.8 20.7 Approach LOS g g C C Intersection delay 15.3 X = 0.67 Intersection LOS 8 HCS2000 Copyright C 2000 University of Florida, All Rights Reserved Version 4.l e • u 6/22/2006 C MW HCS2000'" DETAILED REPORT General Information S Site Information 6/22/2006 L . Initial queue delay, d Control delay 51.9 31.5 16.1 41.3 34.0 12.8 45.0 1 8.0 32.1 24.6 Lane group LOS D I C 8 D I C B I D A C C Approach delay 28.0 34.4 34.7 28.2 Approach LOS C C C C Intersection delay 31.6 X� = 0.90 Intersection LOS C HCS2000 Copyright m 2000 University or Florida, All Rights Reserved Version 4.1e 11 • I Rights Reserved HCS2000 Copyright Z 2003 Universi',y of Florida, NI Rights Reserved Version 4.1d Version 4.1 d 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Go. Date Performed A nalysis Time Period PHR +A PHR +A 03117106 AM Peak Hour Intersection J urisdiction A nalysis Year Route 621 & Route 622 2009 Build -out Conditions Project Description Willow Run Phase 1 East/West Street: Route 622 North /South Street: Route 621 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 1 111 96 34 47 5 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 1 116 101 35 49 5 Percent Heavy Vehicles 3 — — 3 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 75 63 31 27 71 15 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 78 66 32 28 74 15 Percent Heavy Vehicles 3 3 3 3 3 3 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service A pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 1 35 176 117 C (m) (vph) 1545 1347 603 587 lc 0.00 0.03 0.29 0.20 95% queue length 0.00 0.08 1.21 0.74 Control Delay 7.3 7.7 13.4 12.7 LOS A A B B A pproach Delay 13.4 12.7 A pproach LOS B B 6/22/2006 6/22/2006 TWO -WAY STOP CONTROL SUMMARY Ah General Information Site Information Analyst Agency/Co. Date Performed A nalysis Time Period PHR +A PHR +A 03117106 PM Peak Hour Intersection J urisdiction A nalysis Year Route 621 & Route 622 2009 Build -out Conditions Project Description Willow Run Phase 1 East/West Street: Route 622 North /South Street: Route 621 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 51 60 57 24 61 8 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 53 63 60 25 64 8 Percent Heavy Vehicles 3 — — 3 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R v olume 116 171 80 18 79 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 122 180 84 18 83 4 Percent Heavy Vehicles 3 3 3 3 3 3 Percent Grade ( %) 0 0 Flared Approach N N S torage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Ap proach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 53 25 386 105 C (m) (vph) 1522 1458 592 501 /c 0.03 0.02 0.65 0.21 95% queue length 0.11 0.05 4.75 0.78 Control Delay 7.5 7.5 21.7 14.1 LOS A A C B ,jApproach Delay 21.7 14.1 pproach LOS C B Rights Reserved HCS2000TM Version 4.Id Copyright m 2003 University of Florida, All Rights Reserved Version 4.Id 6/22/2006 11CS2000 M Copyright ® 2003 University of Florida, All Rights Reserved Version 4.Id 60 ?0006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Intersection Route 622 & Harvest Drive Agency/Co. PHR +A J urisdiction Date Performed 03117106 A nalysis Year 2009 Build -out Conditions A nalysis Time Period AM Peak Hour Project Description Willow Run Phase 1 East/West Street: Route 622 North /South Street: Harvest Drive Intersection Orientation: East -West IStudy Period hrs): 0.25 V ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 1 5 6 L T R L T R V olume (veh /h) 65 976 0 0 372 65 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 68 1027 0 0 391 68 Proportion of heavy v ehicles, P 3 — — 3 — — Median type Raised curb 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) 0 0 0 52 0 65 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 0 0 54 0 68 Proportion of heavy v ehicles, PHV 0 0 0 3 0 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR Control Delay, Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR V olume, v (vph) 68 122 Capacity, c (vph) 1097 356 /c ratio 0.06 0.34 Queue length (95 %) 0.20 1.49 Control Delay (s /veh) 8.5 20.3 LOS A C A pproach delay (s /veh) 20.3 pproach LOS C 11CS2000 M Copyright ® 2003 University of Florida, All Rights Reserved Version 4.Id 60 ?0006 HCS2000 Copyright m 2003 University of Florida, All Rights Reserved Version 4.1d 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Intersection Route 622 & Harvest Drive Agency/Co. PHR +A J urisdiction Date Performed 03117106 A nalysis Year 2009 Buildout Conditions A nalysis Time Period PM Peak Hour Project Description Willow Run Phase 1 East/West Street: Route 622 North /South Street: Harvest Drive Intersection Orientation: East -West IStudy 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 ) 45 825 0 0 1172 125 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 47 868 0 0 1233 131 Proportion of heavy v ehicles, P 3 — — 3 — — Median type Raised curb 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) 0 0 0 65 0 52 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 0 0 68 0 54 Proportion of heavy v ehicles, PHV 0 0 0 3 0 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR Control Delay, Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR V olume, v (vph) 47 122 Capacity, c (vph) 501 191 /c ratio 0.09 0.64 Queue length (95 %) 0.31 1 1 3.71 Control Delay (s /veh) 12.9 52.2 LOS B F [Approach delay (s /veh) 52.2 pproach LOS F HCS2000 Copyright m 2003 University of Florida, All Rights Reserved Version 4.1d 6/22/2006 r� HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03120106 Time Period AM Peak Hour Intersection Route 622 & Spine Rd Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 0 1 0 0 0 0 0 0 0 Lane group LT TR LR Volume, V (vph) 14 964 416 21 77 52 % Heavy vehicles, %HV 3 3 3 3 3 3 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, 1 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 Arrival type, AT 3 3 3 Unit extension, UE 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 SB Only 06 07 08 Timing G= 15.0 G= 40.0 G JG= G= 20.0 G= G IG= Y= 0 IY= 5 Y= 1Y= IY= 5 Y= Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 1030 460 136 Lane group capacity, c 1077 863 399 v/c ratio, X 0.96 0.53 0.34 Total green ratio, g/C 0.65 0.47 0.24 Uniform delay, d 13.9 15.9 27.0 Progression factor, PF 1.000 1.000 1.000 Delay calibration, k 0.47 0.14 0.11 Incremental delay, d 17.9 0.6 0.5 6/22/2006 74 Initial queue delay, d Control delay 31.8 16.5 1 27.5 Lane group LOS C I g C Approach delay 31.8 16.5 27.5 Approach LOS C g C Intersection delay 27,1 X c = 0.79 Intersection LOS C IICS2000 M Copyright 02000 University of Florida, All Rights Reserved Version 4.1 e • • 6/22/2006 r L HCS2000 "" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03120106 Time Period PM Peak Hour Intersection Route 622 & Spine Rd Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Willow Run Phase 1 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 0 1 0 0 0 0 0 0 0 Lane group LT TR LR Volume, V (vph) 54 826 1144 81 44 30 % Heavy vehicles, %HV 3 3 3 3 3 3 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, I, 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 Arrival type, AT 3 3 3 Unit extension, UE 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 SB Only 06 07 08 Timing G= 61.0 G= G= G= G= 14.0 G= G= G= Y= 5 IY= Y= IY= IY= 5 Y= Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 926 1289 78 Lane group capacity, c 1137 1312 279 vic ratio, X 0.81 0.98 0.28 Total green ratio, giC 0.72 0.72 0.16 Uniform delay, d, 8.2 11.5 31.1 Progression factor, PF 1.000 1.000 1.000 Delay calibration, k 0.36 0.49 0.11 Incremental delay, d 4.7 20.7 1 1 0.5 6,/22/2006 I� Initial queue delay, d Control delay 12,8 32,2 31.6 Lane group LOS g C C Approach delay 12.8 32.2 31.6 Approach LOS g C C Intersection delay 24.3 X� = 0.85 Intersection LOS C HCS2000 Copyright C 2000 University of Florida, All Rights Reserved Version 4.1 e 0 i 6/22/2006 TWO -WAY STOP CONTROL SUMMARY Information Site Information A nalyst PHR +A Agency/Co. PHR +A Date Performed 03120106 A nalysis Time Period A M Peak Hour I 3cription Willow Street: Route 62 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh /h) 114 570 0 0 110 507 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh/h) 120 600 0 0 115 533 Proportion of heavy vehicles, PHV 3 — — 3 — — Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 1 Configuration LT T R Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 18 0 140 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 18 0 147 0 0 0 Proportion of heavy vehicles, PHV 3 3 3 3 3 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Control Dela , Queue encith, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR Volume, v (vph) 120 165 Capacity, c (vph) 933 413 v/c ratio 0.13 0.40 Queue length (95 %) 0.44 1.88 Control Delay (s /veh) 9.4 19.4 LOS A C pproach delay (siveh) 19.4 pproach LOS — C 6/22/2006 TWO -WAY STOP CONTROL SUMMARY Ah General Information Site Information 6/22/2006 nal st PHR +A Intersection RUULU ULL 0 RUULU J/ /Vo Ramp genc /Co. PHR +A J urisdiction Date Performed nalysis T ime Period 03120106 PM Peak Hour A nalysis Year 2009 Build -out Conditions 6/22/2006 Project Description Willow Run Phase 1 East/West Street: Route 622 North /South Street: Route 37 NB Ram Intersection Orientation: East -West [Study 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) 57 745 0 0 169 852 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 60 784 0 0 177 896 Proportion of heavy v ehicles, PHV 3 — — 3 — — Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 1 Configuration LT T R 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) 129 0 111 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 135 0 116 0 0 0 Proportion of heavy v ehicles, P HV 1 3 3 3 3 3 3 Percent grade ( %) 1 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Control Delay, Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR V olume, v (vph) 60 251 Capacity, c (vph) 646 172 /c ratio 0.09 1.46 Queue length (95 %) 0.31 15.82 Control Delay (s /veh) 11.1 285.6 LOS B F pproach delay (s /veh) 285.6 pproach LOS F 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0310912006 Time Period AM Peak Hour Intersection Route 622 & Rt 37 NB Ramp Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Willow Run Phase 1 (Suggested Improvements) Volume and Timing input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 0 1 1 0 1 0 0 0 0 Lane group LT T R LTR Volume, V (vph) 114 570 110 507 18 0 140 % Heavy vehicles, %HV 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start-up lost time, 1 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, I 1.000 1 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 100 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 N N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 NB Only 06 07 08 Timing G= 59.0 IG= G= JG= G= 21.0 G= JG= JG= Y= 5 IY= Y= IY= IY= 5 Y= 1Y= 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 RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 720 116 428 166 Lane group capacity, c 1113 1209 1028 377 v/c ratio, X 0.65 0.10 0.42 0.44 Total green ratio, g/C 0.66 0.66 0.66 0.23 Uniform delay, d 9.3 5.7 7.3 29.5 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.22 0.11 0.11 0.11 6/22/2006 1J Incremental delay, d 1.3 0.0 0.3 0.8 Initial queue delay, d Control delay 10.6 t57 7.6 30.3 Lane group LOS 8 A C Approach delay 10.6 7.2 30.3 Approach LOS g A C Intersection delay 11,6 X = 0.59 Intersection LOS 8 HCS2000 Copyright ® 2000 University- of Florida, All Rights Reserved Version 4.1e • \_J 6/22/2006 HCS2000" DETAILED REPORT AM General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0310912006 Time Period PM Peak Hour Intersection Route 622 & Rt 37 NB Ramp Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Willow Run Phase 1 (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, N 0 1 0 0 1 1 0 1 0 0 0 0 Lane group LT T R LTR Volume, V (vph) 57 745 169 852 129 0 111 % Heavy vehicles, %HV 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start -up lost time, 1 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, Q. 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 200 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N rN 0 N N N Parking maneuvers, Nm Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only I EW Perm 03 04 NB Only 06 07 08 Timing G= 6.0 G= 54.0 G= G= G= 25.0 G= G= G= Y= 0 Y= 5 Y= Y= Y= 5 Y= Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 95.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Adjusted flow rate, v 844 178 686 253 Lane group capacity, c 1126 1049 891 443 v/c ratio, X 0.75 0.17 0.77 0.57 Total green ratio, g/C 0.63 0.57 0.57 0.26 Uniform delay, d 12.2 9.8 15.7 30.4 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.30 1 0.11 0.32 0.17 6/22/2006 r , U Incremental delay, d 2.8 0.1 4.2 1 1.8 Initial queue delay, d Control delay 15.1 9.9 19.9 32.1 Lane group LOS g A g C Approach delay 15.1 178 32.1 Approach LOS g g C Intersection delay 18.5 X� = 0.77 Intersection LOS 8 HCS2000 Copyright (0 2000 University or Florida, All Rights Reserved Version 4.1e • 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information ISite Information C11 D Il 7 (Il 6/22/2006 A nalyst P_HR +A Intersection ULU "" ' """` ° ' f Ramp Agency/Co. PHR +A Date Performed nalysis Time Period 03/20/06 M Peak Hour n aly sis al Year 2009 Build -out Conditions 6/22/2006 Project Description Willow Run Phase 1 East/West Street: Route 622 North /South Street: Route 37 SB Ram Intersection Orientation: East -West Stud Period (hrs ): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume (veh /h) 0 141 60 81 47 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 148 63 65 49 0 Proportion of heavy ehicles, PHV 0 — — 3 — — Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT U stream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume (veh /h) 0 0 0 542 1 121 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 0 0 570 1 127 Proportion of heavy ehicles, PHV 3 0 3 3 3 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 1 0 Configuration LTR Control Dela , Queue Len th, Level of Service pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR olume, v (vph) 85 698 Capacity, c (vph) 1354 616 v/c ratio 0.06 1.13 Is Queue length (95 %) 0.20 22.10 Control Delay (s /veh) 7.8 103.1 LOS A F pproach delay (s /veh) 103.1 pproach LOS F 6/22/2006 TWO -WAY STOP CONTROL SUMMARY • General Information ISite Information 6/22/2006 A nalyst PHR +A Intersection mvuie v« a rwuie Of JO Ramp Agency/Co. PHR +A Jurisdiction Date Performed A nalysis Time Period 03120106 PM Peak Hour A nalysis Year 2009 Build -out Conditions 6/22/2006 1 11 1 Project Descri tion Willow Run Phase 1 East/West Street: Route 622 North /South Street: Route 37 SB Ram 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 L T R L T R V olume (veh /h) 0 89 71 103 195 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 93 74 108 205 0 Proportion of heavy v ehicles, PHV 0 — — 3 — — Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R V olume (veh /h ) 0 0 0 714 4 172 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 0 0 751 4 181 Proportion of heavy v ehicles, PHV 3 0 3 3 3 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 1 0 Configuration LTR Control Delay, Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR V olume, v (vph) 108 936 Capacity, c (vph) 1405 499 /c ratio 0.08 1.88 Queue length (95 %) 0.25 60.43 Control Delay (s /veh) 7.8 421.2 LOS A F pproach delay (s /veh) 421.2 pproach LOS F 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT . General Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0311912006 Time Period AM Peak Hour Site Information Intersection Route 622 & Rt 37 SB Ramp Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project ID Willow Run Phase 1 (Suggested Improvements) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 0 1 0 0 0 0 0 1 1 Lane group TR LT LT R Volume, V (vph) 141 60 81 47 542 1 121 % Heavy vehicles, %HV 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start-up lost time, I, 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, I 1.000 1 1.000 1 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N M Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 SB Only 06 07 08 Timing G= 37.0 G= G= G= G= 43.0 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 Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 211 134 572 127 Lane group capacity, C 728 539 839 749 v/c ratio, X 0.29 0.25 0.68 0.17 Total green ratio, g/C 0.41 0.41 0.48 0.48 Uniform delay, d 17.7 174 18.2 13.4 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.25 0.11 6/22/2006 t o Incremental delay, d 0.2 0.2 2.3 1 0.1 Initial queue delay, d Control delay 17.9 IT 20.5 13.5 Lane group LOS g I B C B Approach delay 17.9 17.6 19.2 Approach LOS g g B Intersection delay 1g.7 X c = 0.50 Intersection LOS B HCS2000 Copyright ® 2000 University of Florida, All Rights Reserved Version 4.l e l I I 1 �.J 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT AM General Information Site Information Analyst PHR + A Agency or Co. PHR +A Date Performed 0311912006 Time Period PM Peak Hour Intersection Route 622 & Rt 37 SB Ramp Area Type All other areas Jurisdiction Analysis Year 2009 Build -out Conditions Project iD Willow Run Phase 1 (Suggested Improvements) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 0 1 0 0 0 0 0 1 1 Lane group TR LT LT R Volume, V (vph) 89 71 103 195 714 4 172 % Heavy vehicles, %HV 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start-up lost time, I, 2.0 2.0 1 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, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 1 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing WB Only EW Perm 03 04 SB Only 06 07 08 Timing G= 12.0 G= 25.0 G JG= G= 43.0 :G G JG= Y= 0 IY= 5 Y= IY= IY= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Adjusted flow rate, v 169 313 756 181 Lane group capacity, c 482 485 839 749 v/c ratio, X 0.35 0.65 0.90 0.24 Total green ratio, g/C 0.28 0.41 0.48 0.48 Uniform delay, d 26.0 21.2 21.5 13.9 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.22 0.42 0.11 6/22/2006 Incremental delay, d 0.4 3.0 12.8 1 0.2 Initial queue delay, d Control delay 26.4 24.2 34.4 14.0 Lane group LOS C C C 8 Approach delay 26.4 24.2 30.5 Approach LOS C C C Intersection delay 28.6 )' = 0.79 Intersection LOS C HCS2000 Copyright (D 2000 Universiry or Florida, All Rights Reserved Version 4.1e • ,, 6/22/2006 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Intersection ubal Early Dr Road & Spine Agency/Co. PHR +A Jurisdiction Date Performed A nalysis Time Period 03120106 A M Peak Hour A nalysis Year 2009 Build -out Conditions Project Description Willow Run Phase 1 East/West Street: Jubal Earl Drive North /South Street: Sine Road 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 L T R L T R V olume (veh /h) 0 77 90 14 21 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 81 94 14 22 0 Proportion of heavy v ehicles, P 0 — — 3 — — Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal Minor Street Movement 7 0 Northbound 8 9 10 0 Southbound 11 12 L T R L T R V olume (veh /h) 25 0 52 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 26 0 54 0 0 0 Proportion of heavy v ehicles, PHV 3 0 3 0 0 0 Percent grade ( %) 0 0 Fl ared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR Control Dela , Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR V olume, v (vph) 14 80 Capacity, c (vph) 1395 877 /c ratio 0.01 0.09 Queue length (95 %) Control Delay (s /veh) 0.03 7.6 1 0.30 9.5 LOS A A pproach delay (s /veh) 9.5 pproach LOS A 6/22/2006 r L. 4 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Jubal Early Dr & Spine Road A nalyst PHR +A Agency/Co. PHR +A Jurisdiction Date Performed A nalysis Time Period 03120106 PM Peak Hour A nalysis Year 2009 Build -out Conditions Project Description Willow Run Phase 1 East/West Street: Jubal Earl Drive North /South Street: Sine Road 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 L T R L T R V olume (veh /h) 0 44 52 54 81 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 46 54 56 85 0 Proportion of heavy v ehicles, PHv 0 _ _ 3 — Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Si nal Minor Street Movement 7 0 Northbound 8 9 10 0 Southbound 11 12 L T R L T R V olume (veh /h) 94 0 30 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 98 0 31 0 0 0 Proportion of heavy vehicles, PHv 3 0 3 0 0 0 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR Control Dela , Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR V olume, v (vph) 56 129 Capacity, c (vph) 1486 744 /c ratio 0.04 0.17 Queue length (95 %) 0.12 1 0.62 Control Delay (s /veh) 7.5 10.9 LOS A B pproach delay (s /veh) 10.9 pproach LOS B 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +q Agency or Co. PHR +q Date Performed 03117106 Time Period AM Peak Hour Intersection Route 50 & Rt 37 NB Ramp Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 2 3 0 0 3 0 2 1 0 0 0 0 Lane group L T T L T Volume, V (vph) 920 1292 833 637 0 % Heavy vehicles, %HV 3 6 6 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 1 0.95 0.95 Pretimed (P) or actuated (A) A A A A A Start-up lost time, 1, 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 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 N N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 Phasing EB Only Thru Only 03 04 NB Only 06 07 08 Timing G= 25.0 G= 23.0 G= I G= I G= 22.0 G JG= JG= Y= 5 IY= 5 Y= IY= IY= 5 Y= IY= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 968 1360 877 671 0 Lane group capacity, c 1001 3045 1321 881 478 v/c ratio, X 0.97 0.45 0.66 0.76 0.00 Total green ratio, g/C 0.29 0.62 0.27 0.26 0.26 Uniform delay, d, 29.6 8.3 27.6 29.1 23.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.47 0.11 0.24 0.31 0.11 6/22/2006 17— Incremental delay, d 20.8 1 0.1 1.3 4.0 0.0 Initial queue delay, d Control delay 5 28.8 33.0 23.3 Lane group LOS C C C Approach delay 25.9 28.8 33.0 Approach LOS C C C Intersection delay 27.8 X,=0-80 Intersection LOS C HCS2000TM Copyright D2000 University of Florida, All Rights Reserved Version 4.1e • 6/22/2006 6/22/2006 HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Route 50 & Rt 37 NB Ramp Area Type All other areas Jurisdiction Analysis Year Con Background Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 2 3 0 0 3 0 2 1 0 0 0 0 Lane group L T T L T Volume, V (vph) 749 655 1779 936 0 % Heavy vehicles, %HV 3 6 6 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 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 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 Lane width 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N MNO N N N Parking maneuvers, N Buses stopping, N 0 0 0 Min. time for pedestrians, G 3.2 3.2 Phasing EB Only Thru Only 03 04 NB Only 06 07 08 Timing G= 20.5 G= 36.0 G= G= G= 28.5 G= G= G= Y= 0 IY= 5 Y= 1Y= IY= 5 Y= IY= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 788 689 1873 985 0 Lane group capacity, c 734 2904 1850 1021 554 v/c ratio, X 1.07 0.24 1.01 0.96 0.00 Total green ratio, g/C 0.22 0.59 0.38 0.30 0.30 Uniform delay, d 37.3 9.1 29.5 32.8 23.3 Progression factor, PF 1.000 1.000 1.000 1 1.000 1.000 Delay calibration, k 0.50 0.11 0.50 1 0.47 0.11 6/22/2006 L - Incremental delay, d 54.7 0.0 1 24.0 20.1 0.0 Initial queue delay, d Control delay 92.0 9.1 53.5 52.9 23.3 Lane group LOS F A D D C Approach delay 53.3 53.5 52.9 Approach LOS D D D Intersection delay 53.3 X = 1.01 Intersection LOS D HCS2000' M Copyright C 2000 University or Florida, All Rights Reserved Version 4. le • 6/22/2006 6/22/2006 HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Route 50 & Rt 37 SB Ramp Area Type All other areas Jurisdiction Analysis Year Con Background Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 3 0 2 2 0 0 0 0 0 1 0 Lane group T L T LT Volume, V (vph) 1655 343 1127 557 0 % Heavy vehicles, %HV 6 3 6 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 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 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, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 Phasing I WB Only I Thru Only 03 04 SB Only 06 07 08 Timing G= 11.0 G= 32.0 G= G= G= 32.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0,25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 1742 361 1186 586 Lane group capacity, c 1736 416 1820 625 v/c ratio, X 1.00 0.87 0.65 0.94 Total green ratio, g/C 0.36 0.12 0.53 0.36 Uniform delay, d 29.0 38.8 15.0 28.0 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.50 0.40 0.23 0.45 6/22/2006 Incremental delay, d 22.4 17.4 1 0.8 21.9 Initial queue delay, d Control delay 51.4 56.2 15.9 !EO Lane group LOS D E B Approach delay 51.4 25.3 50.0 Approach LOS D C D Intersection delay 40.8 X� = 0.96 Intersection LOS D HCS2000T m Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1 e E 0 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Route 50 & Rt 37 SB Ramp Area Type All other areas Jurisdiction Analysis Year Con Background Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 3 0 2 2 0 0 0 0 0 1 0 Lane group T L T LT Volume, V (vph) 1074 908 1807 331 0 % Heavy vehicles, %HV 6 3 6 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 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 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, Q 0.0 0.0 0.0 1 0.0 Ped / Bike / RTOR volumes 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 Phasing WB Only Thru Only 03 04 SB Only 06 07 08 G= 24.0 G= 23.0 G= G= G= 23.0 IG= I G JG= Timing Y= 5 IY= 5 Y= IY= I Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Adjusted flow rate, v 1131 956 1902 348 Lane group capacity, c 1321 961 2088 475 v/c ratio, X 0.86 0.99 0.91 0.73 Total green ratio, g/C 0.27 0.28 0.61 0.27 Uniform delay, d 29.4 30.4 14.5 28.2 Progression factor, PF 1.000 1.000 1.000 Delay calibration, k 0.39 41.000 0.50 0.43 0.29 6/22/2006 Incremental delay, d 5.8 27.7 1 6.5 5.8 Initial queue delay, d Control delay 35.2 58.1 21.0 34.0 Lane group LOS D E C C Approach delay 35.2 33.4 34.0 Approach LOS D C C Intersection delay 33.9 X = 0.86 Intersection LOS C HCS2000 Copyright 9) 2000 University of Florida, All Rights Reserved Version 4.1 e • Is 6/22/2006 r s TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Agency/Co. PHR +A Date Performed 03117106 nal sis Time Period AM Peak Hour Intersection Breckinridge Ln & Route 621 J urisdiction A nalysis Year 2012 Background Conditions Project Description Willow Run Phase 2 East/West Street: Breckinridge Lane North /South Street: Route 621 IF 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 V olume 0 74 16 18 31 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 77 16 18 32 0 Percent Heavy Vehicles 0 — — 3 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT U stream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 22 0 5 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 23 0 5 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 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 Ap proach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 18 28 C (m) (vph) 1495 849 lc 0.01 0.03 95% queue length 0.04 0.10 Control Delay 7.4 9.4 LOS A A Approach Delay 9.4 ' A pproach LOS A Rights Reserved HCS2000TM Copyright rD 2003 University of Florida, All Rights Reserved Version 4.1 d Version 4.1d 6/22/2006 Im r L 4 Rights Reserved HCS2000TM Copyright ® 2003 University of Florida, All Rights Reserved Version 4. Id Version 4.1 d 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed A nalysis Time Period PHR +A PHR +A 03117106 PM Peak Hour Intersection Jurisdiction Analysis Year Breckinridge Ln & Route 621 2012 Background Conditions Project Description Willow Run Phase 2 East/West Street: Breckinridge Lane North /South Street: Route 621 Intersection Orientation: North -South IStudy 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 0 52 9 20 76 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 54 9 21 80 0 Percent Heavy Vehicles 0 — — 3 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 C onfiguration TR LT ' Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 131 0 27 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 137 0 28 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 Percent Grade ( %) 0 0 Flared Approach N N S torage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Ap proach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 21 165 (m) (vph) 1533 825 /c 0.01 0.20 95% queue length 0.04 0.74 Control Delay 7.4 10.5 LOS A B pproach Delay 10.5 pproach LOS B Rights Reserved HCS2000TM Copyright ® 2003 University of Florida, All Rights Reserved Version 4. Id Version 4.1 d 6/22/2006 4 Rights Reserved .HCS2000TM Copyright 02003 University of Florida, All Rights Reserved Version 4.Id Version 4.Id 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Analysis Time Period PHR +A PHR +A 03117106 AM Peak Hour I ntersection Analysis n aly Year Handley Ave & Jubal Early Dr 2012 Background Conditions Project Description Willow Run Phase 2 East/West Street: Handle Ave North /South Street: Jubal Early Drive 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 0 213 83 2 171 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 224 87 2 180 0 Percent Heavy Vehicles 0 — — 3 — Median Type Raised curb RT Channelized 0 0 Lanes 0 1 1 1 1 0 Configuration T R I L T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 29 0 73 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 30 0 76 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 Percent Grade ( %) 0 0 Flared Approach N N S torage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela , Queue Length, and Level of Service A pproach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (vph) 2 106 C (m) (vph) 1244 759 /c 0.00 0.14 95% queue length 0.00 0.48 Control Delay 7.9 10.5 LOS A B A pproach Delay 10.5 pproach LOS B Rights Reserved .HCS2000TM Copyright 02003 University of Florida, All Rights Reserved Version 4.Id Version 4.Id 6/22/2006 4 r L r L TWO -WAY STOP CONTROL SUMMARY eneral Information Site Information Handley Ave & Jubal Early Analyst PHR +A Intersection Dr Agency/Co. PHR +A Date Performed 03117106 Analysis n Analysis Time Period PM Peak Hour alyear 2012 Background Conditions Project Description Willow Run Phase 2 East/West Street: Handle Ave North /South Street: Juba] Early Drive 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 0 385 89 48 390 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 405 93 50 410 0 Percent Heavy Vehicles 0 — — 3 — — Median Type Raised curb RT Channelized 1 0 0 Lanes 0 1 1 1 1 1 0 Configuration T R L T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 30 0 61 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 31 0 64 0 0 0 Percent Heavy Vehicles 3 0 1 3 0 0 0 Percent Grade ( %) 0 0 Flared Approach N N S torage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela , Queue Len th, and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (vph) 50 95 C (m) (vph) 1061 544 We 0.05 0.17 95% queue length 0.15 0.63 Control Delay 8.6 13.0 A B ' LOS pproach Delay 13.0 pproach LOS B Rights Reserved HCS2000TM Copyright 0 2003 University of Florida, All Rights Reserved Version 4. Id Version 4. Id 6/ ?1)nn0 6 ONP010, HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03120106 Time Period AM Peak Hour Intersection Jubal Early & New Jubal Early Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 0 1 1 0 0 0 0 0 0 Lane group LT T R LR Volume, V (vph) 5 196 140 292 194 5 % Heavy vehicles, %HV 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 1 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, 1 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 1 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, O 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 SB Only 06 07 08 Timing G= 44.0 JG= G= G= G= 31.0 G I G JG= Y= 5 IY= Y= IY= IY= 5 Y= 1Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Adjusted flow rate, v 211 147 307 209 Lane group capacity, c 951 955 812 639 v/c ratio, X 0.22 0.15 0.38 0.33 Total green ratio, g/C 0.52 0.52 0.52 1 1 fi 0.36 Uniform delay, d 11.2 1 1 10.7 12.3 19.5 Progression factor, PF 1.000 1 1 1.000 1.000 1 1 1.000 Delay calibration, k 1 0.11 1 1 10.11 10.11 1 0.11 ONP010, E Incremental delay, d 0.1 0.1 0.3 0.3 Initial queue delay, d Control delay 11.3 10.8 12.6 19.8 Lane group LOS B B 8 B Approach delay 11.3 12.0 19.8 Approach LOS B B B Intersection delay 13.7 X = 0.36 Intersection LOS B 11CS2000TM Copyright m 2000 University of Florida, All Rights Reserved Version 4,1e • 0 6/22/2006 I L HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03120106 Time Period PM Peak Hour Intersection Jubal Early & New Jubal Early Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 0 1 1 0 0 0 0 0 0 Lane group LT T R LR Volume, V (vph) 5 317 352 470 415 5 % Heavy vehicles, %HV 3 3 3 3 3 3 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, I, 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, C 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 SB Only 06 07 08 Timing G= 44.0 JG= G= J G= G= 31.0 G= JG= G= Y= 5 IY= Y= 1Y= IY= 5 Y= ly= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Adjusted flow rate, v 339 371 495 442 Lane group capacity, c 951 955 812 640 v/c ratio, X 0.36 0.39 0.61 0.69 Total green ratio, g/C 0.52 0.52 0.52 0.36 Uniform delay, d 12.1 12.4 14.4 22.9 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.20 0.26 6/22/2006 Incremental delay, d 0.2 0.3 1.3 1 3.2 Initial queue delay, d Control delay 12.4 - t12 15.8 26.1 Lane group LOS 8 8 C Approach delay 12.4 14.4 26.1 Approach LOS g g C Intersection delay 17.1 X = 0.64 Intersection LOS 8 HCS2000 Copyright QD 2000 University of Florida, All Rights Rmned Version 4.1e 6/22/2006 4 a a HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03/17/06 Time Period AM Peak Hour Intersection Jubal Early Dr & Valley Avenue Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 0 1 2 1 1 1 1 1 2 0 Lane group L TR L T R L T R L TR Volume, V (vph) 147 428 90 346 271 89 77 392 328 276 344 164 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 1 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N .Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 Excl. Left SB Only NS Penn 08 Timing G= 13.8 G= 19.0 G= G= G= 4.0 G= 4.0 G= 24.2 G= Y= 5 Y= 5 Y= Y= Y= 5 Y= 0 Y= 5 Y= Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH LT TH RT LT TH RT Adjusted flow rate, v 155 546 364 285 81 413 345 291 535 Lane group capacity, c 510 765 396 785 d683 320 525 793 355 1109 v/c ratio, X 0.30 0.71 0.92 0.36 0.25 0.79 0.44 0.82 0.48 Total green ratio, g/C 0.44 0.22 0.44 0.22 0.44 0.33 0.28 0.51 0.44 0.33 Uniform delay, d, 14.6 30.5 18.2 27.9 14.4 19.9 28.0 13.3 18.7 22.6 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.28 0.44 0.11 0.11 0.11 0.33 0.11 0.36 0.11 6/22/2006 E Incremental delay, d 0.3 1 3.2 26.2 1 0.3 0.1 1 0.4 1 7.8 0.4 14.1 0.3 Initial queue delay, d Control delay 15.0 33.7 44.4 28.2 14.5 20.3 t3 13.7 32.8 22.9 Lane group LOS g C D C 8 C 8 C C Approach delay 29.5 34.4 25.2 26.4 Approach LOS C C C C Intersection delay 28,7 X = 0.90 Intersection LOS C HCS2000 Copyright m 2000 University of Florida, All Rights Resented Version 4.1 e • • 6/22/2006 r HCS2000" DETAILED REPORT Gener Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03/17/06 Time Period PM Peak Hour Intersection Jubal Early Dr & Valley Avenue Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 0 1 2 1 1 1 1 1 2 0 Lane group L TR L T R L T R L TR Volume, V (vph) 217 593 127 539 460 538 194 468 377 233 467 304 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 1, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, LIE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, O 0.0 0.0 0.0 0.0 0.0 0.0 10.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 . - 0 - 1 - 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left WB Only EW Perm 04 Excl. Left NS Perm 07 08 Timing G= 9.9 G= 6.0 G= 19.0 G= G= 8.0 G= 22.1 JG= G= Y= 5 IY= 0 Y= 5 lyz IY= 5 Y= 5 IY= Y= Duration of Analysis, T =0.25 Cycle Length, C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Adjusted flow rate, v 228 758 567 484 566 204 493 397 245 812 Lane group capacity, c 400 764 518 1033 701 885 252 859 We ratio, X 0.57 0.99 1.09 0.47 0.81 0.45 0.97 0.95 Total green ratio, g/C 0.34 0.22 0.47 0.29 0.45 [19.431.5 0.56 0.41 0.26 Uniform delay, d 21.3 32.9 22.4 24.6 20.3 10.8 20.3 30.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.16 0.49 0.50 0.11 0.35 0.11 0.48 0.46 E Incremental delay, d 1.9 30.5 67.8 1 0.3 7.0 17.7 48.2 0.4 48.8 18.8 Initial queue delay, d Control delay 23.2 63.4 90.2 t249 27.3 37.1 79.6 11.1 69.1 49.6 Lane group LOS C E F C D E 8 E D Approach delay 54. i 48.7 46.8 54.2 Approach LOS D D D D Intersection delay 50.6 X = 1 12 Intersection LOS D HCS2000 Copyright 9 2000 University of Florida, All Rights Reserved Version 4.1e L J 6/22/2006 (1n ?nnnr, HCS2000" DETAILED REPORT Ah Gener Infor mation Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Jubal Early Dr & Valley Avenue Area Type All other areas Jurisdiction Analysis Year Con Background Conditions Project ID willow Run Phase 2 - Su ested Im rovements Volume and Timing Input EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 147 428 90 346 271 89 77 392 328 276 344 164 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A I A A A A Start-up lost time, I, 2.0 12.0 12.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 1 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G P 1 3.2 1 3.2 1 3.2 3.2 Phasing Excl. Left EW Perm 03 04 Excl. Left SB Only NS Perm 08 Timing G= 15.2 G= 22.5 G= G= G= 4.0 G= 4.0 G= 24.3 G= Y= 5 IY= 5 Y= IY= IY= 5 Y= 0 IY= 5 IY= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB I WB NB SB LT TH I RT I LT TH RT LT TH RT LT TH I RT Adjusted flow rate, v 155 451 1 95 364 285 94 81 413 345 291 362 173 Lane group capacity, c 549 878 392 470 878 706 345 948 775 413 1104 493 vlc ratio, X 0.28 0.51 0.24 0.77 0.32 0.13 0.23 0.44 0.45 0.70 0.33 0.35 Total green ratio, g/C 0.47 0.25 0.25 0.47 0.25 0.45 0.31 0.27 0.49 0.41 0.31 0.31 Uniform delay, d 113.9 29.0 26.9 16.7 27.5 14.5 22.2 27.2 14.7 19.2 23.6 23.8 Progression factor, PF 1.000 1.0 00 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 (1n ?nnnr, E Delay calibration, k 0.11 0.12 0.11 0.32 0.11 0.11 0.11 0.11 0.11 0.27 0.11 0.11 Incremental delay, d 0.3 0.5 0.3 7.9 0.2 0.1 0.4 0.3 0.4 5.4 0.2 0.4 Initial queue delay, d Control delay 14.2 29.6 27.3 24.6 27.8 14.6 22.5 27.5 15.2 24.5 23.8 24.2 Lane group LOS 8 C C C C 8 C C 8 C C C Approach delay 25.8 24.5 21.9 24.1 Approach LOS C C C C Intersection delay 24.0 X = 0 Intersection LOS C 11CS2000' m Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1 e Cj C J 6/22/2006 Aionnnnc HCS2000" DETAILED REPORT dft General I nformation Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Jubal Early Dr & Valley Avenue Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Willow Run Phase 2 - 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, N 1 2 1 1 2 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 217 593 127 539 460 538 194 468 377 233 467 304 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 1, 2.0 2.0 2.0 2.0 2.0 2.0 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 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 10.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 75 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking I Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N M Buses stopping, N 0 0 0 0 1 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 1 3.2 3.2 Phasing I Excl. Left I WB Only EW Perm 04 Exd. Left NS Perm 07 08 Timing G= 6.0 G= 11.0 G= 17.5 G= G= 8.5 G= 17.0 G= G= Y= 5 IY= 0 Y= 5 IY= 11 Y= 5 IY= 5 IY= IY= Duration of Analysis, T = 0.25 1 Cycle Length, C = 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT I TH I RT LT TH RT LT I TH I RT Adjusted flow rate, v 228 624 134 567 484 566 204 493 397 245 492 241 Lane group capacity, c 323 768 343 574 1251 823 311 746 862 333 v/c ratio, X 0.71 0.81 0.39 0.99 0.39 0.69 0.66 0.66 0.46 0.72 Total green ratio, g/C 0.29 0.22 0.22 0.49 0.36 0.52 0.38 0.21 0.55 E 18.828.8 0.21 Uniform delay, d 26.1 29.7 26.7 20.2 19.2 14.1 18.2 28.9 10.8 29.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Aionnnnc • Delay calibration, k 0.27 0.35 0.11 0.49 0.11 0.26 0.23 0.24 0.11 0.34 0.23 0.28 Incremental delay, d 6.9 0.7 34.3 0.2 2.4 5.0 2.2 0.4 12.9 2.2 7.6 Initial queue delay, d Control delay 33.0 J364 27.4 54.5 19.4 16.6 23.2 31.0 11.2 31.7 31.0 36.9 Lane group LOS C C D B B C C B C C D Approach delay 34.4 30.7 22.4 32.6 Approach LOS C C C C Intersection delay 29,9 X = 0.91 Intersection LOS C HCS2000 Copyright C 2000 University of Florida, All Rights Reserved Version 4.1 e u 6/22/2006 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Jubal Early Dr & Merrimans Ln Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT I TH I RT LT TH RT LT TH RT Number of lanes, N 0 2 0 0 2 0 0 0 0 0 0 0 Lane group LT TR LR Volume, V (vph) 90 201 145 0 0 53 % Heavy vehicles, %HV 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 j 0.95 Pretimed (P) or actuated (A) A A A A A A Start-up lost time, 1 2.0 2.0 2.0 Extension of effective green, e 20 2.0 2.0 Arrival type, AT 3 3 3 Unit extension, UE 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 1 0.0 Fed / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 Parking / Grade I Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 Min. time for pedestrians, G 3.2 31 3.2 Phasing I EW Perm 1 03 04 1 SB Only 06 07 08 Timing G= 45.0 G= G= G= G= 35.0 G= G= G= Y= 5 Y= Y= IY= IY= 5 Y= 1Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 307 153 1 56 Lane group capacity, c 1424 1756 621 v/c ratio, X 0.22 0.09 0.09 Total green ratio, g/C 0.50 0.50 0.39 Uniform delay, d 12.6 11.8 1 17.4 Progression factor, PF 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 �n�innnF Incremental delay, d 0.1 0.0 0.1 Initial queue delay, d Control delay 12.7 11.8 17.5 Lane group LOS B B B Approach delay 12.7 11.8 17.5 Approach LOS B B B Intersection delay 12.9 X = 0.16 Intersection LOS B HCS2000T Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1c 0 �i�onnnr, HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Jubal Early Dr & Merrimans Ln Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 0 2 0 0 2 0 0 0 0 0 0 0 Lane group LT TR LR Volume, V (vph) 61 322 357 0 0 207 % Heavy vehicles, %HV 3 3 3 3 3 3 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, 1 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 Arrival type, AT 3 3 3 Unit extension, UE 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 1 SB Only 06 07 08 Timing G= 45.0 IG= G= JG= 1 G= 35.0 G= G IG= Y= 5 IY= Y= 1Y= IY= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 403 376 218 Lane group capacity, c 1463 1756 621 v/c ratio, X 0.28 0.21 0.35 Total green ratio, g/C 0.50 0.50 0.39 Uniform delay, d 113.0 1 j 112.6 1 19.5 Progression factor, PF 1.000 1 1 1.000 1 1.000 Delay calibration, k 0.11 1 1 0.11 1 1 0.11 ail),)i ,)nnr • Incremental delay, d 0.1 0.1 0.3 Initial queue delay, d Control delay 13.1 12.7 19.8 Lane group LOS B B B Approach delay 13.1 12.7 19.8 Approach LOS B B B Intersection delay 14.4 X = 0.31 Intersection LOS B HCS2000TM Copyright m 2000 University of Florida, All Rights Reserved Version 4. le • • IMF r� Rights Reserved HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.1d 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst A gency/Co. Date Performed A nalysis Time Period PHR +A PHR +A 03117106 AM Peak Hour Intersection J urisdiction A nalysis Year Meadow Branch Ave & Rt 621 2012 Background Conditions Project Description Willow Run Phase 2 East/West Street: Meadow Branch Ave North /South Street: Rt 621 Intersection Orientation: North -South IStudy 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 0 254 0 0 258 12 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 267 0 0 271 12 Percent Heavy Vehicles 3 — — 3 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 0 0 0 1 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 1 0 0 Percent Heavy Vehicles 3 0 3 3 0 3 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 NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 0 1 C (m) (vph) 1274 498 lc 0.00 0.00 95% queue length 0.00 0.01 Control Delay 7.8 12.2 LOS A B pproach Delay 12.2 pproach LOS B Rights Reserved HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.1d 6/22/2006 An Rights Reserved HCS2006T'M Copyright y) 2003 University of Florida, All Rights Reserved Version 4.Id Version 4.1 d �ionnnnF TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst A gency/Co. Date Performed A nalysis Time Period PHR +A PHR +A 03117106 PM Peak Hour Intersection A nalysis n aly Year Meadow Branch Ave & Rt 621 2012 Background Conditions Project Description Willow Run Phase 2 East/West Street: Meadow Branch Ave North /South Street: Rt 621 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 V olume 0 240 0 0 583 3 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 252 0 0 613 3 Percent Heavy Vehicles 3 — — 3 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 0 0 0 20 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 21 0 0 Percent Heavy Vehicles 3 0 3 3 0 3 Percent Grade ( %) 1 0 0 Flared Approach N N S torage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service A pproach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 0 21 C (m) (vph) 959 322 lc 0.00 0.07 95% queue length 0.00 0.21 Control Delay 8.8 17 LOS A C pproach Delay 17.0 pproach LOS C Rights Reserved HCS2006T'M Copyright y) 2003 University of Florida, All Rights Reserved Version 4.Id Version 4.1 d �ionnnnF r L HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Route 11 & Cedar Creek Grade Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Willow Run Phase 2 Volume and Timing input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 1 1 1 1 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 118 630 187 136 254 182 79 682 255 101 450 25 % Heavy vehicles, %HV 3 6 1 3 3 6 3 3 3 1 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A I A A I A A Start-up lost time, 1 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1 2.0 2.0 1 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 1 3 3 1 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 1 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 120 12.0 12.0 12.0 12.0 Parking /Grade /Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 NS Perm 06 1 07 08 Timing G= 50.0 G= G= G= G= 40.0 G= G= G= Y= 5 IY= Y= IY= IY= 5 Y= IY= IY= Duration of Analysis, T = 0.25 1 Cycle Length, Lane Group Capacity, Control Delay, and LOS Determination EB W13 NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Adjusted flow rate, v 124 663 197 143 267 192 83 718 268 106 474 26 Lane group capacity,c 508 896 784 197 896 784 314 1405 627 204 1405 627 'v /c ratio, X 0.24 0.74 0.25 0.73 0.30 0.24 0.26 0.51 0.43 0.52 0.34 0.04 Total green ratio, g/C 0.50 0.50 0.50 0.50 0.50 0.50 0.40 0.40 0.40 0.40 0.40 0.40 Uniform delay, d 14.2 19.8 114.3 1 19.6 14.7 14.2 22.6 21.7 22.7 20.8 18.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 E 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.30 0.11 0.29 0.11 0. 11 0.12 0.11 0.13 0.11 0.11 (1noiInM C� Incremental delay, d 0.3 3.3 0.2 12.6 1 0.2 0.2 1 0.5 1 0.3 0.5 1 2.4 0.1 1 0.0 Initial queue delay, d Control delay 14.5 23.1 14.5 32.2 14.9 14.4 20.6 22.9 22.2 25.1 21.0 18.3 Lane group LOS 8 C 8 C I 8 8 C C C C C 8 Approach delay 20.3 18.8 22.6 21.6 Approach LOS C 8 C C Intersection delay 21.0 X = 0.64 Intersection LOS C HCS2000 Copyright C 2000 University of Florida, All Rights Reserved Version 4. le • C 622/2006 a HCS2000" DETAILED REPORT General Information Site Information Analyst PHR + A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Route 11 & Cedar Creek Grade Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH I RT LT TH RT Number of lanes, N I 1 1 1 1 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 72 384 338 343 683 115 350 757 281 221 830 157 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EW Perm 03 04 1 Excl. Left NB Only NS Perm 08 Timing G= 12.5 G= 32.0 G= JG= I G= 9.0 G= 4.5 G= 27.0 G= Y= 0 Y= 5 Y= Y= Y= 5 Y= 0 Y= 5 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH I RT Adjusted flow rate, v 76 404 356 361 719 121 368 797 296 233 874 165 Lane group capacity,c 91 573 870 338 797 917 398 1106 768 292 948 423 vic ratio, X 0.84 0.71 0.41 1.07 0.90 0.13 0.92 0.72 0.39 0.80 0.92 0.39 Total green ratio, g/C 0.32 0.32 0.56 0.44 0.44 0.58 0.46 0.31 0.49 0.36 0.27 0.27 Uniform delay, d 31.6 29.9 12.8 31.7 25.7 9.3 26.9 30.4 16.0 33.8 35.5 29.8 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.37 0.27 0.11 0.50 0.42 0.11 0.44 0.28 0.11 0.34 0.44 0.11 6/22/2006 a Incremental delay, d 46.0 1 3.9 0.3 68.2 13.5 0.1 27.2 1 2.3 0.3 14.4 14.1 1 0.6 Initial queue delay, d Control delay 77.5 33.8 13.1 99.9 39.2 9.4 54.1 32.7 16.4 48.1 49.5 30.4 Lane group LOS E C 8 F D A D C 8 D D C Approach delay 29,0 54.4 34.8 46.8 Approach LOS C D C D Intersection delay 41.9 X = 1.11 Intersection LOS D HCS2000 Copyright � 2000 University of Florida, All Rights Reserved Version 4.1e • • 6/22/2006 F/ ? ? nnnr, HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Route 11 & Cedar Creek Grade Area Type All other areas Jurisdiction Analysis Year C Background on Conditions Project ID willow Run Phase 2 - I Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT I TH I RT LT I TH I RT LT TH RT Number of lanes, N 1 2 1 1 2 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 118 630 187 136 254 182 79 682 255 101 450 25 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, 1 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, LIE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Fed / Bike / RTOR volumes 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 t12. 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N 0 ,N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing I EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 50.0 IG= G= JG= G= 40.0 G= G= G= Y= 5 Y= Y= Y= Y= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB I WB NB SIB LT TH I RT I LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 124 663 1 197 143 267 192 83 718 268 106 474 26 • Lane group capacity, c v/c ratio, X 542 0.23 1707 0.39 784 318 0.45 1707 0.16 784 0.24 314 0.26 1405 0.51 627 0.43 204 0.52 1405 0.34 627 0.04 Total green ratio, g/C 0.50 0.50 0.50 0.50 0.50 0.40 0.40 0.40 0.40 0.40 0.40 Uniform delay, d 14.1 15.5 M14.3 1t1 6 14.2 20.1 22.6 21.7 22.7 20.8 18.3 Progression factor, PF 1000 1.000 1.0 1.000 1.0 00 1.000 1.000 1.000 1.000 1.000 F/ ? ? nnnr, L Delay calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.12 0.11 0.13 0.11 0.11 Incremental delay, d 0.2 0.1 0.2 1.0 0.0 0.2 0.5 0.3 0.5 2.4 0.1 0.0 Initial queue delay, d Control delay 14.3 15.7 14.5 17.1 13.6 14.4 20.6 22.9 22.2 25.1 21.0 18.3 Lane group LOS B B B B B B C C C C C B Approach delay 15.3 14.7 22.6 21.6 Approach LOS B B C C Intersection delay 18.7 X = 0.48 Intersection LOS B IICS2000 Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1 e • 60919006 6/22/2006 HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Route 11 & Cedar Creek Grade Area Type All other areas Jurisdiction Analysis Year Con Background Conditions Project ID Willow Run Phase 2 - 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, N 1 2 1 1 2 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 72 384 338 343 683 115 350 757 281 221 830 157 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A I A A A A A A A A A A Start-up lost time, 1 2.0 2.0 12.0 2.0 2.0 2.0 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 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 1 3 Unit extension, UE 3.0 3.0 . 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 50 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N- 0 N N 0 N N 0 N N 0 N Parking maneuvers, N M Buses stopping, N 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left WB Only EW Perm 04 Excl. Left NB Only NS Perm 08 Timing G= 4.0 G= 4.7 G= 17.5 G= G= 6.2 G= 4.0 G= 23.6 G= Y= 5 IY= 0 Y= 5 ly= Y= 5 IY= 0 IY= 5 IY= Duration of Analysis, T = 0.25 1 Cycle Length, C = 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH I RT LT TH RT LT I TH I RT Adjusted flow rate, v 76 404 356 361 719 121 368 797 243 233 874 165 Lane group capacity, c 235 747 739 409 947 655 425 1212 907 312 1036 639 v/c ratio, X 0.32 0.54 0.48 0.88 0.76 0.18 0.87 0.66 0.27 0.75 0.84 0.26 Total green ratio, g/C 0.27 0.22 0.47 0.39 0.28 0.42 0.49 0.34 0.58 0.37 0.30 0.41 Uniform delay, d, 22.4 27.7 14.5 19.5 26.5 14.7 18.7 22.2 8.4 24.6 26.5 15.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 6/22/2006 Delay calibration, k 0.11 0.14 0.11 0.41 0.31 0.11 0.40 0.23 0.11 0.30 0.38 0.11 Incremental delay, d 0.8 0.8 0.5 19.7 3.6 0.1 16.9 1.3 1 0.2 1 9.5 6.5 0.2 Initial queue delay, d Control delay 23.2 28.5 15.0 39.1 30.1 14.8 35.6 23.5 8.6 34.1 33.0 15.9 Lane group LOS C C B D C B D C A C C B Approach delay 22.2 31.3 24.1 31.0 Approach LOS C C C C Intersection delay 27.4 x = 0.90 Intersection LOS C HCS2000TM Copyright m 2000 University or Florida, All Rights Reserved Version 4,1e • `J Fmi�nn� rnoionM HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Route 50 & Route 621 Area Type All other areas Jurisdiction Analysis Year Con Background Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 1 0 1 1 1 1 0 Lane group L T R L T R LT R L TR Volume, V (vph) 46 1032 56 191 634 66 55 75 124 37 24 28 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 1 2.0 2.0 2.0 2.0 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 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike I RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking I Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 1 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 NS Perm 06 07 08 Timing G= 54.0 G= G= G= G= 26.0 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 Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Adjusted flow rate, v 48 1086 59 201 667 69 137 131 39 54 Lane group capacity, c 411 2048 941 229 2048 941 457 453 353 490 v/c ratio, X 0.12 0.53 0.06 0.88 0.33 0.07 0.30 019 0.11 0.11 Total green ratio, g/C 0.60 0.60 0.60 0.60 0.60 0.60 0.29 0.29 0.29 0.29 Uniform delay, d 7.7 10.6 7.5 15.2 8.9 7.5 24.9 24.8 23.5 23.5 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.13 0.11 0.40 0.11 0.11 0.11 0.11 0.11 0.11 rnoionM Incremental delay, d 0.1 0.3 0.0 29.7 0.1 1 0.0 1 0.4 1 0.4 1 0.1 0.1 Initial queue delay, d Control delay 10.8 7.5 44.9 9.0 7.6 25.3 25.2 23.6 23.6 Lane group LOS E A g A D A A C C C C Approach delay 10.5 16.6 25.2 23.6 Approach LOS g g C C Intersection delay 14.9 X = 0.69 Intersection LOS 8 HCS2000 Copyright 02000 University of Florida, All Rights Reserved Version 4.1e E E K11 I P)MA HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Route 50 & Route 621 Area Type All other areas Jurisdiction Analysis Year Con Background Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 1 0 1 1 1 1 0 Lane group L T R L T R LT R L TR Volume, V (vph) 65 1032 182 217 1695 64 107 41 111 235 186 64 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 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 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 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 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N M Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left WB Only EW Perm T 04 1 SB Only NS Perm 07 08 Timing G= 4.0 G= 14.1 G= 36.5 G= G= 8.2 G= 17.2 G= G= Y= 5 IY= 0 Y= 5 IY= IY= 0 Y= 5 IY= IY= Duration of Analysis, T = 0.25 Cycle Length, C Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH I RT Adjusted flow rate, v 68 1086 192 228 1784 67 156 117 247 263 Lane group capacity, c 152 1311 602 504 1818 1053 210 748 276 474 v/c ratio, X Total green ratio, g/C 0.45 0.43 0.83 0.38 0.32 0.38 0.45 0.63 0.98 0.53 0.06 0.67 0.74 0.18 0.16 0.48 0.89 0.27 0.55 0.27 Uniform delay, d 19.7 26.4 20.5 14.8 21.7 5.4 36.8 14.0 34.6 29.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.37 0.11 0.11 0.49 0.11 0.30 0.11 0.42 0.15 K11 I P)MA r � L.. Incremental delay, d 2.1 4.6 0.3 1 0.6 16.8 0.0 1 13.3 0.1 28.8 1.4 Initial queue delay, d Control delay 21.8 31.0 20.8 15.4 38.6 5.4 50.1 14.1 63.4 31.4 Lane group LOS C C C 8 D A D 8 E C Approach delay 29.1 35.0 34.7 46.9 Approach LOS C C C D Intersection delay 34.5 X = 1.00 Intersection LOS C HCS2000 Copyright m 2000 University of Florida, All Rights Reserved Version 4. le • • 60 ?0006 F TWO -WAY STOP CONTROL SUMMARY G eneral In formation Site Information Analyst PHR +A Intersection Agency/Co. PHR +A J urisdiction Date Performed 03117106 A nalysis Year A nalysis Time Period AM Peak Hour Route 621 & Route 622 2012 Background Conditions Project Description Willow Run Phase 2 East/West Street: Route 622 North /South Street: Route 621 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 Volume 1 129 111 29 55 6 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 1 135 116 30 57 6 Percent Heavy Vehicles 3 — 3 — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 87 58 27 31 78 18 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 91 61 28 32 82 18 Percent Heavy Vehicles 3 3 3 3 3 3 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service A pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 1 30 180 132 C(m)(vph) 1533 1309 564 572 lc 0.00 0.02 0.32 0.23 95% queue length 0.00 0.07 1.37 0.89 Control Delay 7.3 7.8 14.3 13.2 LOS A A B B pproach Delay 14.3 13.2 pproach LOS B B Rights Reserved HCS2000TM Copyright 9 2003 University of Florida, All Rights Reserved Version 4.I d Version 4. Id 4 i 4 TWO -WAY STOP CONTROL SUMMARY G eneral Information Site Information Analyst PHR +A Intersection Route 621 & Route 622 Agency/Co. PHR +A J urisdiction Date Performed 03117106 A nalysis Year 2012 Background Conditions A nalysis Time Period PM Peak Hour Project Description Willow Run Phase 2 East/West Street: Route 622 North /South Street: Route 621 !I ntersection 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 59 69 66 4 71 9 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 62 72 69 4 74 9 Percent Heavy Vehicles 3 — — 3 — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 1 11 12 L T R L T R Volume 134 189 73 21 75 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 141 198 76 22 78 4 Percent Heavy Vehicles 3 3 3 3 3 3 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service A pproach NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 62 4 415 104 C(m)(vph) 1508 1436 587 488 lc 0.04 0.00 0.71 0.21 95% queue length 0.13 0.01 5.72 0.80 Control Delay 7.5 7.5 24.6 14.4 LOS A A C B ' Approach Delay 24.6 14.4 A pproach LOS C B Rights Reserved HCS2000'M Copynght (0 2003 University of Florida, All Rights Reserved Version 4.Id Version 4.Id unninno r C I 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Informati Site Information Intersection Route 622 & Harvest Drive A nalyst PHR +A Jurisdiction Agency/Co. PHR +A A nalysis Year 2012 Background Conditions Date Performed 03117106 A nalysis Time Period A M Peak Hour Project Description Willow Run Phase 2 East/West Street: Route 622 North /South Street: Harvest Drive 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) 75 927 0 0 306 75 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 78 975 0 0 322 78 Proportion of heavy v ehicles, P 2 3 _ Median type Raised curb RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal Minor Street Movement 7 0 Northbound 8 9 10 0 Southbound 11 12 L T R L T R V olume veh/h) 0 0 0 61 0 75 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 0 0 64 0 78 Proportion of heavy vehicles, PHV 0 D 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 Control Delay, Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR V olume, v (vph) 78 142 Capacity, c (vph) 1159 374 /c ratio 0.07 0.38 Queue length (95 %) 0.22 1 1.73 Control Delay (s /veh) 8.3 20.4 LOS A C A pproach delay (s /veh) 20.4 A pproach LOS C 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information 6/22/2006 A nalyst PHR +A LLtlIbUIUUII RUULI U44 O ndfvCW UIIVc J urisdiction Agency/Co. PHR +A A nalysis Year Background Con Conditions Date Performed 03117106 A nalysis T ime P eriod PM Peak Hour 6/22/2006 I � I Project Description Willow Run Phase 2 East/West Street: Route 622 North /South Street: Harvest Drive 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 L T R L T R V olume (veh /h) 52 765 0 0 1112 145 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 54 805 0 0 1170 152 Proportion of heavy v ehicles, PHV 2 3 Median type Raised curb RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal Minor Street Movement 7 0 Northbound 8 9 10 0 Southbound 11 12 L T R L T R V olume (veh /h) 0 0 0 75 0 61 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 0 0 78 0 64 Proportion of heavy v ehicles, PHV 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 Control Dela , Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR V olume, v (vph) 54 142 Capacity, c (vph) 523 204 /c ratio 0.10 0.70 Queue length (95 %) 0.34 1 1 4 .. Control Delay (s /veh) 12.7 553 .3 LOS B F pproach delay (s /veh) - 55.3 pproach LOS F 6/22/2006 TWO -WAY STOP CONTROL SUMMARY Site Information A nalyst PHR +A Agency/Co. PHR +A Date Performed 03/17/06 A nalysis Time Period A AJ Peak Hour Phase 2 section Orientation: icle Volumes and irly Flow Rate (vehlh) 4 portion of heavy 3 icles, PHv Tian type Channelized? es 0 7 L k -hour factor, PHF 0.5 irly Flow Rate (veh /h) 2 portion of heavy 3 ides, PHv cent grade ( %) ed approach torage Channelized? Rt 37 NS Ramp on 1 621 Dn Year 12012 Backgrour Lanes 0 - • ` ' Configuration LT Control Dela , Queue Len th, Le; A pproach EB Movement 1 ®00� Lane Configuration LT olume, v (vph) 4 c (vph) 1357 • Capacity, /c ratio 0.00 Queue length (95 %) 0.01 Raised curb Control Delay (s /veh) 7.7 - LOS A pproach delay (s /veh) .• . . .. <nl innnr Rt 37 NS Ramp on 1 621 Dn Year 12012 Backgrour - • ` ' © ©0 ©0 X0000 ®00� Raised curb _0 - - .• . . .. �000� ���00 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Rt 37 NB Ramp & Route A nalyst PHR +A 621 Agency/Co. PHR +A J urisdiction Date Performed A nalysis Time Period 03117106 PM Peak Hour Analysis Year 2012 Background Conditions Project Description Willow Run Phase 2 East/West Street: Route 621 North /South Street: Rt 37 NB Ram 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 L T R L T R V olume (veh /h) 7 296 0 0 290 275 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 7 311 0 0 305 289 Proportion of heavy v ehicles, P 3 — — 3 — — Median type Raised curb RT Channelized? 0 0 Lanes 0 1 0 0 1 1 Configuration LT T R 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 ) 15 0 87 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 15 0 91 0 0 0 Proportion of heavy v ehicles, PHV 3 3 3 3 0 0 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 1 0 0 0 Configuration LT R Control Dela , Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT R V olume, v (vph) 7 15 91 Capacity, c (vph) 977 472 727 /c ratio 0.01 0.03 0.13 Queue length (95 %) 0.02 0.10 1 0.43 Control Delay (s /veh) 8.7 12.9 10.7 LOS A B B A pproach delay (s /veh) 11.0 6/22/2006 . General Information A nalyst TWO -WAY STOP CONTROL SUMMARY Site Information Intersection PHR +A Route 622 & Route 37 NB Ram Agency/Co. PHR +A J urisdiction Date Performed A nalysis Time Period 03120106 A M Peak Hour Analysis Year 2012 Background Conditions Project Description Willow Run Phase 2 East/West Street: Route 622 North /South Street: Route 37 NB Ram Intersection Orientation: East -West IStudy 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) 131 608 0 0 22 532 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 137 640 0 0 23 560 Proportion of heavy vehicles, P HV 3 — — 3 — — Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 1 Configuration LT I T R Upstream Signal 0 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 1 11 12 L T R L T R V olume (veh /h) 12 0 85 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 12 0 89 0 0 0 Proportion of heavy vehicles, PHV 3 3 3 3 3 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Control Dela , Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR V olume, v (vph) 137 101 Capacity, c (vph) 986 392 • /c ratio Queue length (95 %) 0.14 0.48 0.26 1 1.01 Control Delay (s /veh) 9.2 17.3 LOS A C A pproach delay (s /veh) 17.3 6/22/2006 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Route 622 & Route 37 NB Ram A nalyst PHR +A Agency/Co. PHR +q J urisdiction Date Performed 03120106 Analysis Year 2012 Background Conditions A nalysis Time Period PM Peak Hour Project Description Willow Run Phase 2 East/West Street: Route 622 North /South Street: Route 37 NB Ram 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 L T R L T R V olume (veh /h) 66 775 0 0 87 910 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 69 815 0 0 91 957 Proportion of heavy v ehicles, PHV 3 — — 3 — — Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 1 Configuration LT T R 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) 130 0 15 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 136 0 15 0 0 0 Proportion of heavy vehicles, PHv 3 3 3 3 3 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Control Dela , Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR V olume, v (vph) 69 151 Capacity, c (vph) 660 125 /c ratio 0.10 1.21 Queue length (95 %) 0.35 1 9.32 Control Delay (s /veh) 11.1 214.2 LOS B F A pproach delay (s /veh) 214.2 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0310912006 Time Period AM Peak Hour Intersection Route 622 & Rt 37 NB Ramp Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Willow Run Phase 2 (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, N 0 1 0 0 1 1 0 1 0 0 0 0 Lane group LT T R LTR Volume, V (vph) 131 608 22 532 12 0 85 % Heavy vehicles, %HV 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start -up lost time, I, 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, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 100 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking I Grade / Parking N 0 N N 0 N N 0 N N N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 1 3.2 Phasing EW Perm 1 02 03 04 NB Only 06 07 08 G= 59.0 JG= G= G= G= 21.0 G= G= JG= Timing Y= 5 IY= Y= IY= IY= 5 Y= 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 RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 778 23 455 102 Lane group capacity, c 1130 1209 1028 377 v/c ratio, X 0.69 0.02 0.44 0.27 Total green ratio, g/C 0.66 0.66 0.66 0.23 Uniform delay, d 9.7 5.4 7.5 28.2 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.26 0.11 0.11 0.11 6/22/2006 Incremental delay, d 1.8 0.0 0.3 0.4 Initial queue delay, d Control delay 11.5 5.4 7.8 28.6 Lane group LOS B A A C Approach delay 11.5 7.7 28.6 Approach LOS B A C Intersection delay 11.5 X = 0.58 Intersection LOS B HCS2000 Copyright C 2000 University of Florida, All Rights Reserved Version 4.1e • 6/22/2006 6/22/2006 HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0310912006 Time Period PM Peak Hour Intersection Route 622 & Rt 37 NB Ramp Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID willow Run Phase 2 (Suggested Improvements) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH I RT LT TH RT Number of lanes, N, 0 1 0 0 1 1 0 1 0 0 0 0 Lane group LT T R LTR Volume, V (vph) 66 775 87 910 130 0 15 % Heavy vehicles, %HV 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start-up lost time, 1, 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, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 200 0 0 0 Lane width 12.0 12.0 12.0 Parking / Grade I Parking N 0 N N 0 N N ] 12.0 N N N Parking maneuvers, N Buses stopping, N 0 0 0 1 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only I EW Perm 1 03 04 1 NB Only 06 07 08 Timing G= 6.0 12= 47.0 1 G= JG= I G= 27.0 G= G J Y= JG= Y= 0 Y= 5 1Y= IY= IY= 5 Y= 1Y= Duration of Analysis, T = 0.25 I Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH RT LT I TH I RT LT I TH RT LT TH RT Adjusted flow rate, v 685 92 747 153 Lane group capacity, c 1053 963 819 522 v/c ratio, X 0.84 0.10 0.91 0.29 Total green ratio, g/C 0.59 0.52 0.52 0.30 Uniform delay, d 15.1 10.8 19.6 24.2 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.38 0.11 0.43 0.11 6/22/2006 Incremental delay, d 6.2 0.0 14.4 1 0.3 Initial queue delay, d Control delay 21.3 34.0 24.5 Lane group LOS C E tB C C A pproach delay 21.3 31.5 24.5 Approach LOS C C C Intersection delay 26,1 X = 0.76 Intersection LOS C I /CS2000 Copyright 0 2000 University of Florida, All Rights Reserved Version 4. le • • 6/22/2006 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Route 622 & Route 37 SB Ramp A nalyst PHR +A Agency/Co. PHR +A J urisdiction Date Performed 03120106 Analysis Year 2012 Background Conditions A nalysis Time Period M Peak Hour Project Description Willow Run Phase 2 East/West Street: Route 622 North /South Street: Route 37 SB Ram Intersection Orientation: East -West IStudy 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) 0 160 58 3 31 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 168 61 3 32 0 Proportion of heavy v ehicles, PHV 0 — 3 — — Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R V olume (veh /h) 0 0 0 580 1 140 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 0 0 610 1 147 Proportion of heavy v ehicles, PHv 3 0 3 3 3 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 1 0 Configuration LTR Control Dela , Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR V olume, v (vph) 3 758 Capacity, c (vph) 1333 791 v/c ratio 0.00 0.96 Queue length (95 %) 0.01 1 14.92 Control Delay (s /veh) 7.7 45.4 LOS A E A pproach delay (s /veh) 45.4 6/22/2006 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Route 622 & Route 37 SB Ramp A nalyst PHR +A Agency/Co. PHR +A J urisdiction Date Performed 03120106 Analysis Year 2012 Background Conditions A nalysis Time Period PM Peak Hour Project Description Willow Run Phase 2 East/West Street: Route 622 North /South Street: Route 37 SB Ram Intersection Orientation: East -West IStudy 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 ) 0 87 59 20 198 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 91 62 21 208 0 Proportion of heavy v ehicles, PHV 0 — — 3 — — Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R V olume (veh /h) 0 0 0 754 4 199 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 0 0 793 4 209 Proportion of heavy v ehicles, PHv 3 0 3 3 3 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 1 0 Configuration LTR Control Delay, Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR V olume, v (vph) 21 1006 Capacity, c (vph) 1421 652 /c ratio 0.01 1.54 Queue length (95 %) 0.04 1 1 51.57 Control Delay (s /veh) 7.6 269.6 LOS A F pproach delay (s /veh) 269.6 6/22/2006 6/22/2006 HCS2000`° DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0311912006 Time Period AM Peak Hour Intersection Route 622 & Rt 37 SB Ramp Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID Willow Run Phase 2 (Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 0 1 0 0 0 0 0 1 1 Lane group TR LT LT R Volume, V (vph) 160 58 3 31 580 1 140 % Heavy vehicles, %HV 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start-up lost time, 1 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, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 SB Only 06 07 08 Timing G= 37.0 IG= G= JG= I G= 43.0 G= G= G= Y= 5 IY= Y= 1Y= IY= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Adjusted flow rate, v 229 36 612 147 Lane group capacity, c 731 745 839 749 v/c ratio, X 0.31 0.05 0.73 0.20 Total green ratio, g/C 0.41 0.41 0.48 0.48 Uniform delay, d 17.9 15.9 18.8 13.5 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.29 0.11 6/22/2006 E Incremental delay, d 0.2 0.0 3.3 0.1 Initial queue delay, d Control delay 18,2 15.9 22.1 13.7 Lane group LOS g 8 C 8 Approach delay 18.2 15.9 20.5 Approach LOS g 8 C Intersection delay 19.8 X� = 0.54 Intersection LOS 8 HCS 2000 Copyright O 2000 University of Florida, All Rights Reserved Version 4.1 e i s u 6/22/2006 6/22/2006 HCS2000 DETAILED REPORT General Information Site Information Analyst PHR + A Agency or Co. PHR +A Date Performed 0311912006 Time Period PM Peak Hour Intersection Route 622 & Rt 37 SB Ramp Area Type All other areas Jurisdiction Analysis Year 2012 Background Conditions Project ID willow Run Phase 2 (Suggested Improvements) Volume and Timing input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 0 1 0 0 0 0 0 1 1 Lane group TR LT LT R Volume, V (vph) 87 59 20 198 754 4 199 % Heavy vehicles, %HV 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A I A Start -up lost time, I, 2.0 2.0 2.0 12.0 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, I 1.000 1.000 1 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 1 0.0 Ped / Bike / RTOR volumes 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 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing WB Only EW Perm 03 04 SB Only 06 07 08 Timing G= 15.0 G= 13.0 G= IG= I G= 37.0 G= G 1 Y= IG= Y= 0 IY= 5 Y= IY= IY= 5 Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 75.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 154 229 798 209 Lane group capacity, c 302 460 867 774 v/c ratio, X 0.51 0.50 0.92 0.27 Total green ratio, g/C 0.17 0.37 0.49 0.49 Inv Uniform delay, d 28.1 18.1 17.6 11.1 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.12 0.11 0.44 0.11 6/22/2006 Incremental delay, d 1.5 0.9 14.9 0.2 Initial queue delay, d Control delay 29.6 18.9 32.5 11.3 Lane group LOS C 8 C 8 Approach delay 29,6 18.9 28.1 Approach LOS C g C Intersection delay 26.7 ) � = 0 83 Intersection LOS C HCS2000 Copyright C 2000 University or Florida, All Rights Reserved Version 4.1e i 6/22/2006 Movement Summary �Rt 37 SB ramp & )ubal Early Drive AM Peak Hour Background Conditions Roundabout Vehicle Movements 1 akcelik & associates aaTraffic aaSIDRA T: \Projects \12883 -1 -2 (Willow Run Revised) \HCS \Working Files \HCS_Phase 2_5- 15- 06 \b12_AM SB ramps & ]ubal Early Produced by aaSIDRA 2.1.1.354 Copyright© 2000 -2004 Akcelik & Associates Pt Ltd Generated 6/22/2006 12:12:39 PM 6/22/2006 957° De m Flow Deg of Aver Level of Back of Prop. Eff. Stop Aver Mov No Turn %HV Satn Delay Speed (veh /h) (v /c) (sec) Service Queue Queued Rate (mph) East Approach 22 L 87 1.9 0.091 9.3 LOS A 0 0.00 0.62 32.2 22 T 68 1.9 0.091 9.3 LOS A 0 0.00 0.62 32.2 Approach 155 1.9 0.091 9.3 LOS A 0.00 0.62 32.2 North Approach 42 L 167 2.4 0.149 12.6 LOS B 24 0.28 0.67 29.9 42 T 1 2.4 0.149 12.6 LOS B 24 0.28 0.67 29.9 43 R 8 12.5 0.148 6.9 LOS A 24 0.28 0.51 33.1 Approach 176 2.8 0.149 12.4 LOS B 24 0.28 0.66 30.1 West Approach 12 T 111 1.8 0.117 7.5 LOS A 19 0.37 0.56 30.0 13 R 9 10.0 0.118 8.4 LOS A 19 0.37 0.61 29.5 Approach 121 2.5 0.117 7.6 LOS A 19 0.37 0.56 29.9 All Vehicles 452 2.4 0.149 10.0 LOS B 24 0.21 0.62 30.7 1 akcelik & associates aaTraffic aaSIDRA T: \Projects \12883 -1 -2 (Willow Run Revised) \HCS \Working Files \HCS_Phase 2_5- 15- 06 \b12_AM SB ramps & ]ubal Early Produced by aaSIDRA 2.1.1.354 Copyright© 2000 -2004 Akcelik & Associates Pt Ltd Generated 6/22/2006 12:12:39 PM 6/22/2006 Movement Summary ®Rt 37 SB ramp & 7ubal Early Drive PM Peak Hour Background Conditions Roundabout Vehicle Movements North Approach Dem Flow Deg of Aver Level of 95070 Back of Prop. Eff. Stop Aver Mov No Turn (veh /h) %HV Satn Delay Service Queue Queued Rate Speed 42 T 1 2.3 (v /c) (sec) LOS B 67 0.55 0.73 (mph) East Approach 21 4.5 0.319 8.7 LOS A 67 0.55 0.63 32.0 22 L 131 2.0 0.238 7.9 LOS A 0 0.00 0.57 33.2 22 T 275 2.0 0.238 7.9 LOS A 0 0.00 0.57 33.2 Approach 405 2.0 0.238 7.9 LOS A 18 0.00 0.57 33.2 North Approach 42 L 303 2.3 0.321 14.5 LOS B 67 0.55 0.73 29.2 42 T 1 2.3 0.321 14.5 LOS B 67 0.55 0.73 29.2 43 R 21 4.5 0.319 8.7 LOS A 67 0.55 0.63 32.0 Approach 327 2.4 0.321 14.1 LOS B 67 0.55 0.72 29.4 West Approach 12 T 80 2.5 0.104 8.7 LOS A 18 0.49 0.62 29.6 13 R 11 9.1 0.105 9.6 LOS A 18 0.49 0.66 29.0 Approach 91 3.3 0.104 8.8 LOS A 18 0.49 0.62 29.5 All Vehicles 823 2.3 0.321 10.4 LOS B 67 0.27 0.63 31.1 akcelik .. & associates aaTraffic aa51DRA T: \Projects \12883 -1 -2 (Willow Run Revised) \HCS \Working Files \HCS_Phase 2 15- 06 \b12_PM SB ramps & Jubal Early Produced by aaSIDRA 2.1.1.354 Copyright© 2000 -2004 Akcelik & Associ Pt Ltd Generated 6/22/2006 12:12:53 PM J 6/22/2006 Movement Summary ®Rt 37 NB ramp & ]ubal Early Drive AM Peak Hour Background Conditions Roundabout Vehicle Movements Deg of Dem Flow Aver 95% Level of Back of Prop. Eff. Stop Aver Mov No Turn 0 7oHV Satn (veh /h) Delay Service Queue Queued Rate Speed (v /c) (sec) (ft) (mph) South Approach 32 L 32 T 32 R Approach East Approach 22 T 23 R Approach I West Approach 12 L 12 T Approach 3 3.7 0.105 9.6 LOS A 18 0.38 0.61 31.8 1 3.7 0.105 9.6 LOS A 18 0.38 0.61 31.8 101 3.7 0.105 9.6 LOS A 18 0.38 0.61 31.8 107 3.7 0.105 9.6 LOS A 18 0.38 0.61 31.8 144 2.1 0.163 6.9 LOS A 29 0.06 0.53 33.6 112 1.8 0.163 7.7 LOS A 29 0.06 0.59 33.0 256 2.0 0.163 7.2 LOS A 29 0.06 0.55 33.3 5 2.4 0.172 6.9 LOS A 0 0.00 0.55 33.8 287 2.4 0.172 6.9 LOS A 0 0.00 0.55 33.8 293 2.4 0.172 6.9 LOS A 0.00 0.55 33.8 All Vehicles 656 2.4 0.172 7.5 LOS A 29 0.08 0.56 33.3 akcelik & associates aaTraffic aaSIDRA T: \Projects \12883 -1 -2 (Willow Run Revised) \HCS \Working Files \HCS_Phase 2_5- 15- 06 \b12 _AM Produced by aaSIDRA 2.1.1.354 Copyright© 2000 -2004 Ak celik & Associat Pty Ltd Generated 6/22/2006 12:13:05 PM 6/22/2006 Mo vement summary ® Rt 37 NB ramp & ]ubal Early Drive PM Peak Hour Background Conditions Roundabout Vehicle Movements r� akcelik & associates aaTraffic aaSIDR,A T: \Projects \12883 -1 -2 (Willow Run Revised) \HCS \Working Files \HCS_Phase 2_5- 15- 06 \b12_PM Produced by aaSIDRA 2.1.1.354 Copyright© 2000 -2004 Akcelik & Associates Pt Ltd Generated 6/22/2006 12:13:17 PM • 6/22/2006 Deg of Aver 95 G7o Aver Dem Flow Level of Back of Prop. Eff. Stop Mov No Turn %HV Satn Delay Speed (veh /h) (v /c) (sec) Service Queue Queued Rate (mph) ( South Approach 32 L 20 2.9 0.145 11.0 LOS B 27 0.46 0.65 30.9 32 T 1 2.9 0.145 11.0 LOS B 27 0.46 0.65 30.9 32 R 116 2.9 0.145 11.0 LOS B 27 0.46 0.65 30.9 Approach 139 2.9 0.145 11.0 LOS B 27 0.46 0.65 30.9 East Approach 22 T 366 1.9 0.478 7.0 LOS A 130 0.17 0.51 33.2 23 R 367 1.9 0.478 7.9 LOS A 130 0.17 0.56 32.6 Approach 732 1.9 0.479 7.5 LOS A 130 0.17 0.54 32.9 West Approach 12 L 9 2.2 0.238 6.9 LOS A 0 0.00 0.56 33.8 12 T 395 2.2 0.238 6.9 LOS A 0 0.00 0.56 33.8 Approach 405 2.2 0.238 6.9 LOS A 0.00 0.56 33.8 All Vehicles 1276 2.1 0.478 7.7 LOS A 130 0.15 0.55 32.9 r� akcelik & associates aaTraffic aaSIDR,A T: \Projects \12883 -1 -2 (Willow Run Revised) \HCS \Working Files \HCS_Phase 2_5- 15- 06 \b12_PM Produced by aaSIDRA 2.1.1.354 Copyright© 2000 -2004 Akcelik & Associates Pt Ltd Generated 6/22/2006 12:13:17 PM • 6/22/2006 HCS2000 " DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Route 50 & Rt 37 NB Ramp Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 2 3 0 0 3 0 2 1 0 0 0 0 Lane group L T T L T Volume, V (vph) 920 1292 833 665 0 % Heavy vehicles, %HV 3 6 6 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 1 0.95 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 1 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 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 N N Parking maneuvers, N M Buses stopping, N 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 Phasing EB Only Thru Only 03 04 1 NB Only 06 07 08 G= 25.0 G= 25.0 G= JG= I G= 20.0 G= G 1 Y= JG= Timing Y= 5 IY= 5 Y= Y= IY= 5 Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 968 1360 877 700 0 Lane group capacity, c 1001 3160 1436 801 434 v/c ratio, X 0.97 0.43 0.61 0.87 0.00 Total green ratio, g/C 0.29 0.65 0.29 0.24 0.24 Uniform delay, d 29.6 7.3 25.8 31.3 24.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.47 0.11 0.20 0.40 0.11 Incremental delay, d 20.8 0.1 0.8 10.5 0.0 6/22/2006 • Initial queue delay, d Control delay 50.4 7.4 26.6 41.8 24.9 Lane group LOS D A C D I C Approach delay 25.3 26.6 41.8 Approach LOS C C D Intersection delay 28.6 X = 0.81 Intersection LOS C IICS2000 Copyright C 2000 University of Florida, All Rights Reserved Version 4.le • • 6/22/2006 0 0 HCS2000'" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Route 50 & Rt 37 NB Ramp Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 2 3 0 0 3 0 2 1 0 0 0 0 Lane group L T T L T Volume, V (vph) 749 655 1779 952 0 % Heavy vehicles, %HV 3 6 6 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 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 1 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 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 N N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 Phasing EB Only Thru Only 03 04 NB Only 06 07 08 Timing G= 20.4 G= 35.8 G= G= G= 28.8 G= G= G= Y= 0 IY= 5 Y= Y= IY= 5 Y= 1Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 95.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 788 689 1873 1002 0 Lane group capacity, c 731 2891 1843 1030 558 vic ratio, X 1.08 0.24 1.02 0.97 0.00 Total green ratio, g/C 0.21 0.59 0.38 0.30 0.30 Uniform delay, d 37.3 9.2 29.6 32.7 23.1 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.50 0.11 0.50 0.48 0.11 Incremental delay, d 56.3 0.0 25.1 21.6 0.0 6/22/2006 Initial queue delay, d Control delay 93.6 9.2 54.7 1 54.4 23.1 Lane group LOS F A I D D C Approach delay 54.3 54.7 54.4 Approach LOS D D D Intersection delay 54.5 X = 1.02 Intersection LOS D HCS2000 Copyright Z) 2000 University of Florida, All Rights Reserved Version 4. le • I•_J 6/22/2006 L� HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Route 50 & Rt 37 SB Ramp Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 3 0 2 2 0 0 0 0 0 1 0 Lane group T L T LT Volume, V (vph) 1655 343 1155 557 0 % Heavy vehicles, %HV 6 3 6 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A Start-up lost time, 1 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, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 Phasing WB Only I Thru Only 03 04 SB Only 06 07 0 8 G= 11.0 G= 3 2.0 G= G= G= 32.0 G= G= G= Timing Y= 5 Y= 5 Y= Y= Y= 5 Y= IY= 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 RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 1742 361 1216 586 Lane group capacity, c 1736 416 1820 625 v/c ratio, X 1.00 0.87 0.67 0.94 Total green ratio, g1C 0.36 0.12 0.53 0.36 I Uniform delay, d 29.0 38.8 15.2 28.0 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.50 0.40 0.24 0.45 Incremental delay, d 22.4 17.4 1.0 21.9 6/22/2006 r� Initial queue delay, d Control delay 51.4 1 56.2 16.2 50.0 Lane group LOS I D E I 8 D Approach delay 51.4 25.3 50.0 Approach LOS D C D Intersection delay 40.7 X = 0.96 Intersection LOS D IICS2000 Copyright 0 2000 University of Florida, All Rights Reserved Version 4.I e • 0 6/22/2006 • 1 0 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Route 50 & Rt 37 SB Ramp Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 3 0 2 2 0 0 0 0 0 1 0 Lane group T L T LT Volume, V (vph) 1074 908 1823 331 0 % Heavy vehicles, %HV 6 3 6 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 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 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 1 3.0 3.0 Filteringlmetering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 .Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N M Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 Phasing WB Only Thru Only 03 04 SB Only 06 07 08 G= 24.0 G= 23.0 G= JG= G= 23.0 G= G= G= Timing Y= 5 IY= 5 Y= IY= IY= 5 Y= 1Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 1131 956 1919 348 Lane group capacity, c 1321 961 2088 475 v/c ratio, X 0.86 0.99 0.92 0.73 Total green ratio, g/C 0.27 0.28 0.61 0.27 Uniform delay, d 29.4 30.4 14.6 28.2 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.39 0.50 0.44 0.29 Incremental delay, d 2 5.8 27.7 7.1 5.8 6/22/2006 Initial queue delay, d Control delay 35.2 1 58.1 21.8 1 34.0 Lane group LOS I D E I C C Approach delay 35.2 33.9 34.0 Approach LOS D C C Intersection delay 34,2 X = 0.86 Intersection LOS C HC57000 Copyright 0 2000 University of Florida, All Rights Reserved Version 4 -le • • 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +q Date Performed 0311912006 Time Period AM Peak Hour Intersection Route 621 & Rt 37 SB Ramp Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 1 1 0 0 0 0 1 1 0 Lane group TR L T L TR Volume, V (vph) 107 7 125 58 370 0 6 % Heavy vehicles, %HV 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start-up lost time, 1 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, O 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 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 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 SB Only 06 07 08 G= 37.0 G= G= G= G= 43.0 G= E l G= G= Timing Y= 5 IY= Y= 1Y= IY= 5 Y= 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 RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 120 132 61 389 6 Lane group capacity, c 752 495 759 837 749 v/c ratio, X 0.16 0.27 0.08 0.46 0.01 • Total green ratio, g/C 0.41 0.41 0.41 0.48 0.48 Uniform delay, d 16.7 17.5 16.1 15.8 12.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 6/22/2006 Incremental delay, d 0.1 0.3 1 0.0 0.4 0.0 Initial queue delay, d Control delay 16.8 17.8 16.2 16.2 12.3 Lane group LOS g g g g g Approach delay 16.8 17.3 16.1 Approach LOS 8 8 8 Intersection delay 16.6 XC: = 0.37 Intersection LOS 8 HCS2000 ' Copyright m 2000 University of Florida, All Rights Reserved Version 4.Ic i • 6/22/2006 6/22/2006 HCS2000' DETAILED REPORT AOL General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0311912006 Time Period PM Peak Hour Intersection Route 621 & Rt 37 SB Ramp Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 1 1 0 0 0 0 1 1 0 Lane group TR L T L TR Volume, V (vph) 91 8 304 244 686 0 17 % Heavy vehicles, %HV 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 1 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start -up lost time, 1 2.0 2.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 Parking I Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing WB Only EW Perm 03 04 SB Only 06 07 08 G= 21.9 G= 6.9 G= I G= G= 31.2 G= G JG= Timing Y= 0 IY= 5 Y= IY= IY= 5 Y= Y= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 70.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 104 320 257 722 18 Lane group capacity, c 180 653 759 781 699 v/c ratio, X 0.58 0.49 0.34 0.92 0.03 Total green ratio, g/C 0.10 0.41 0.41 0.45 0.45 Uniform delay, d 30.2 14.9 14.1 18.3 10.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.17 0.11 0.11 0.44 0.11 6/22/2006 a Incremental delay, d 4.6 0.6 0.3 1 1 16.7 0.0 Initial queue delay, d Control delay 34.7 15.5 14.4 35.0 10.9 Lane group LOS C B B C B Approach delay 34.7 15.0 34.4 Approach LOS C B C Intersection delay 26.5 X = 0.83 Intersection LOS C HCS2000 «t Copyright m 2000 University of Florida, All Rights Resened Version 4.1e • • 6/22/2006 Rights Reserved IICS2000TM Copyoght m 2003 lJni%ersiy of Florida, All Rights Reserved Version 4.1 d Version 4.Id 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed A nalysis Time Period PHR +A PHR +A 03117106 AM Peak Hour Intersection J urisdiction A nalysis Year Breckinridge Ln & Route 621 2012 Build -out Conditions Project Description Willow Run Phase 2 East/West Street: Breckinridge Lane North /South Street: Route 621 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 0 74 16 18 31 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 77 16 18 32 0 Percent Heavy Vehicles 0 — — 3 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R qP volume 22 0 5 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 23 0 5 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 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 NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 18 28 C (m) (vph) 1495 849 lc 0.01 0.03 95% queue length 0.04 0.10 Control Delay 7.4 9.4 LOS A A pproach Delay 9.4 . p proach LOS =_ A Rights Reserved IICS2000TM Copyoght m 2003 lJni%ersiy of Florida, All Rights Reserved Version 4.1 d Version 4.Id 6/22/2006 r' L. L. Rights Reserved IICS20007M Copyright ® 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.1 d 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed A nalysis Time Period PHR +A PHR +A 03117106 PM Peak Hour Intersection Jurisdiction A nalysis Year Breckinridge Ln & Route 621 2012 Build -out Conditions Project Description Willow Run Phase 2 East/West Street: Breckinridge Lane North /South Street: Route 621 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 0 52 9 20 76 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 54 9 1 21 80 0 Percent Heavy Vehicles 0 — — 1 3 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 131 0 27 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 137 0 28 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 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 NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 21 165 C (m) (vph) 1533 825 lc 0.01 0.20 95% queue length 0.04 0.74 Control Delay 7.4 10.5 LOS A B 1 pproach Delay 10.5 I pproach LOS B Rights Reserved IICS20007M Copyright ® 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.1 d 6/22/2006 L� Rights Reserved 11CS2000r" Copyright C 2003 University of Florida, All Rights Reserved Version 4.Id Version 4. Id 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information nalyst A gency/Co. Date Performed nalysis Time Period PHR +A PHR +A 03117106 AM Peak Hour Intersection J urisdiction A nalysis Year Handley Ave & Jubal Early Dr 2012 Build -out Conditions Project De scription Willow Run Phase 2 East/West Street: Handle Ave NorthlSouth Street: Jubal Earl Drive 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 V olume 0 324 83 2 201 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 341 87 2 211 0 Percent Heavy Vehicles 0 — — 3 — — Median Type Raised curb RT Channelized 0 0 Lanes 0 1 1 1 1 0 Configuration T R L T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 29 0 73 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 30 0 76 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Conf guration LR Delay, Queue Length, and Level of Service A pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (vph) 2 106 C (m) (vph) 1126 657 lc 0.00 0.16 95% queue length 0.01 0.57 Control Delay 8.2 11.5 LOS A B pproach Delay 11.5 pproach LOS B Rights Reserved 11CS2000r" Copyright C 2003 University of Florida, All Rights Reserved Version 4.Id Version 4. Id 6/22/2006 r � L. Rights Reserved HC.S2000TM Copyright m 2003 University of Florida, All Rights Reserved Version 4.Id Version 4. Id 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst A gency/Co. Date Performed nalysis Time Period PHR +A PHR +A 03/17/06 PM Peak Hour Intersection Jurisdiction A nalysis Year Handley Ave & Jubal Early Dr 2012 Build -out Conditions Project Description Willow Run Phase 2 East/West Street: Handle Ave North /South Street: Jubal Early Drive ntersection 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 V olume 0 447 89 48 502 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 470 93 50 528 0 Percent Heavy Vehicles 0 — — 3 — — Median Type Raised curb RT Channelized 0 0 Lanes 0 1 1 1 1 0 Configuration T R L T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 30 0 61 0 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 31 0 64 0 0 0 Percent Heavy Vehicles 3 0 3 0 0 0 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 NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (vph) 50 95 C (m) (vph) 1003 485 /c 0.05 0.20 95% queue length 0.16 0.72 Control Delay 8.8 14.2 LOS A B IjA pproach Delay 14.2 pproach LOS B Rights Reserved HC.S2000TM Copyright m 2003 University of Florida, All Rights Reserved Version 4.Id Version 4. Id 6/22/2006 6/22/2006 HCS2000` DETAILED REPORT AM General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03120106 Time Period AM Peak Hour Intersection Jubal Early & New Jubal Early Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 0 1 1 0 0 0 0 0 0 Lane group LT T R LR Volume, V (vph) 116 375 224 292 194 36 % Heavy vehicles, %HV 3 3 3 3 3 3 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, I, 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, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EW Perm 1 02 03 04 SIB Only 06 07 08 Timing G= 44.0 JG= G= IG= G= 31.0 G JG= I G= Y= 5 IY= Y= IY= IY= 5 Y= IY= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 517 236 307 242 Lane group capacity, c 783 955 812 632 v/c ratio, X 0.66 0.25 0.38 0.38 . Total green ratio, g/C 0.52 0.52 0.52 0.36 Uniform delay, d 15.0 11.3 12.3 19.9 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.24 0.11 0.11 0.11 6/22/2006 E Incremental delay, d 2.1 0.1 0.3 1 0.4 Initial queue delay, d Control delay 17.1 11.5 12.6 20.3 Lane group LOS B B B C Approach delay 17.1 12.1 20.3 Approach LOS B B C Intersection delay 15.6 X,=0.55 Intersection LOS B HCS2000 Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1 e • 6/22/2006 6/22/2006 HCS2000'° DETAILED REPORT General information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03120106 Time Period PM Peak Hour Intersection Jubal Early & New Jubal Early Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT I TH I RT LT TH RT LT TH RT Number of lanes, N 0 1 0 0 1 1 0 0 0 0 0 0 Lane group LT T R LR Volume, V (vph) 67 486 577 470 415 118 % Heavy vehicles, %HV 3 3 3 3 3 3 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, 1 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, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N 40 Buses stopping, N 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 1 04 1 SB Only 06 07 08 Timing G= 42.0 JG= G= JG= I G= 33.0 G= JG= JG= Y= 5 IY= Y= 1Y= IY= 5 Y= IY= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 583 607 495 561 Lane group capacity, c 671 912 775 669 v/c ratio, X 0.87 0.67 0.64 0.84 • Total green ratio, g/C 0.49 0.49 0.49 0.39 Uniform delay, d 19.1 16.2 15.9 23.6 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.40 0.24 0.22 0.37 6/22/2006 I Incremental delay, d 11.8 1.9 1.8 9.3 Initial queue delay, d Control delay 30.8 18.1 17.7 32.9 Lane group LOS C 8 8 C Approach delay 30.8 17.9 32.9 Approach LOS C 8 C Intersection delay 25.0 x = 0.86 Intersection LOS C HCS2000TSt Copyright m 2000 University of Florida, All Rights Reserved Version 4.le • / 1 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR + A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Jubal Early Dr & Valley Avenue Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of lanes, N 1 2 0 1 2 1 1 1 1 1 2 0 Lane group L TR L T R L T R L TR Volume, V (vph) 175 545 124 346 320 89 104 392 328 276 344 172 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 j 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 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 1 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 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 12.0 120 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade I Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left EW Perm 03 04 1 Excl. Left SIB Only NS Perm 08 G= 16.4 G= 23.0 G= G= G= 4.0 G= 4.0 G= 22.6 G= Timing Y= 5 Y= 5 Y= IY= IY= 5 Y= 0 Y= 5 1Y= Duration of Analysis, T = 0.25 1 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH RT LT TH I RT LT TH RT LT TH RT Adjusted flow rate, v 184 705 364 337 94 109 413 345 291 543 Lane group capacity, c 552 872 403 898 714 286 463 767 335 986 v/c ratio, X 0.33 0.81 0.90 0.38 0.13 0.38 0.89 0.45 0.87 • Total green ratio, g/C 0.49 0.26 0.49 0.26 0.46 0.30 0.25 0.49 0.40 Uniform delay, d 13.3 31.4 22.5 27.6 14.2 25.0 32.5 15.1 22.0 T26.7 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.35 0.42 0.11 0.11 0.11 0.42 0.11 0.40 6/22/2006 C Incremental delay, d 0.4 1 5.7 23.1 1 0.3 0.1 1 0.9 19.2 0.4 20.9 0.7 Initial queue delay, d Control delay 13.6 37.2 45.6 27.8 14.3 8 51.7 15.5 42.9 27.3 Lane group LOS B D D C B C D B D C Approach delay 32.3 34.4 34.0 32.8 Approach LOS C C C C Intersection delay 33.3 x = 0.97 Intersection LOS C XCS2000 Copyright C 2000 University of Florida, All Rights Reserved Version 4. is • • 6/22/2006 4 HCS2000 DETAILED General Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour REPORT Site Information Intersection Jubal Early Dr & Valley Avenue Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 2 0 1 2 1 1 1 1 1 2 0 Lane group L TR L T R L T R L TR Volume, V (vph) 233 693 181 539 601 538 250 468 377 233 467 332 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, I, 2.0 2.0 2.0 2.0 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 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 1 3 3 1 3 Unit extension, UE Filtering /metering, 1 3.0 1.000 0.0 3.0 1.000 0.0 3.0 1.000 0.0 3.0 1.000 0.0 3.0 1.000 0.0 3.0 1.000 0.0 3.0 1.000 0.0 1 3.0 1.000 0.0 3.0 1.000 0.0 3.0 1.000 0.0 Initial unmet demand, Q Ped / Bike / RTOR volumes 0 0 0 1 150 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left WB Only EW Perm 04 Excl. Left NS Perm 07 08 Timing G= 6.4 G= 4.2 G= 22.0 G= G= 7.0 G= 23.4 G= G= Y= 5 IY= 0 J Y= 5 IY= Y= 5 Y= 5 IY= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 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 245 920 567 633 408 263 493 397 245 841 Lane group capacity, c 370 881 450 1083 705 231 508 849 231 907 v/c ratio, X ' Total green ratio, g/C 0.66 0.36 1.04 0.26 1.26 0.47 0.58 0.31 0.58 0.45 1.14 0.42 0.97 0.28 30.5 0.47 0.54 12.0 1.06 0.42 23.6 0.93 0.28 30.0 Uniform delay, d 24.2 31.5 22.9 24.8 17.4 28.1 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.24 0.50 0.50 0.18 0.17 0.50 0.48 0.11 0.50 0.44 (1n ?nnnr Incremental delay, d 4.4 42.5 133.9 1 0.8 1.2 101.6 32.3 0.4 76.1 15.3 Initial queue delay, d Control delay 28.6 74.0 156.t8.6 1 129.8 628 12.4 99.8 45.3 Lane group LOS C E F 8 F E 8 F D Approach delay 64.5 70.1 60.7 57.6 Approach LOS E E E E Intersection delay 63.9 1 = 1.54 Intersection LOS E HCS2000'M Copyright ® 2000 University of Florida, All Rights Reserved Version 4.le • • rminnnr, I� HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Jubal Early Dr & Valley Avenue Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID willow Run Phase 2 - Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 175 545 124 346 320 89 104 392 328 276 344 172 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, 1 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped I Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N. Buses stopping, N 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 1 3.2 Phasing Excl. Left WB Only EW Perm 04 Excl. Left NS Perm 07 08 Timing G= 8.0 G= 4.0 G= 20.0 G= G= 12.0 G= 26.0 G= G= Y= 5 IY= 0 Y= 5 ly= Y= 5 Y= 5 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 RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 184 574 131 364 337 94 109 413 345 291 362 181 Lane group capacity, c 381 780 645 413 937 714 492 1015 836 467 1015 679 v/c ratio, X 0.48 0.74 0.20 0.88 0.36 0.13 0.22 0.41 0.41 0.62 0.36 0.27 Total green ratio, g/C 0.31 0.22 0.41 0.41 0.27 0.46 0.48 0.29 0.53 0.48 0.29 0.43 Uniform delay, d 23.9 32.5 17.0 21.3 26.8 14.2 13.4 25.8 12.6 15.3 25.4 16.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.29 0.11 0.41 0.11 0.11 0.11 0.11 0.11 0.21 0.11 10.11 6/22/2006 Incremental delay, d 1.0 1 3.7 0.2 19.4 1 0.2 0.1 0.2 0.3 0.3 2.6 0.2 0.2 Initial queue delay, d Control delay 24.8 t36 17.2 40.6 27.0 14.3 13.7 26.1 12.9 17.9 25.6 16.5 Lane group LOS C B D C B B C B B C B Approach delay 31.1 31.7 19.3 21.0 Approach LOS C C B C Intersection delay 25.7 1 X = 0.78 Intersection LOS C NCS2000TM Copyright m 2000 University or Florida, All Rights Resen cd Version 4.I c I is �n�nnn� I HCS2000" DETAILED General Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour REPORT Site Information Intersection Jubal Early Dr & Valley Avenue Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID willow Run Phase 2 - Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of lanes, N, 1 2 1 1 2 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 233 693 181 539 601 538 250 468 377 233 467 332 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 1 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 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 20 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 1 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.0 10.0 0.0 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 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking I Grade / Parking N 0 N N 0 N N 0 N 0 N Parking maneuvers, N. tN Buses stopping, N 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left I WB Only EW Perm 04 1 Excl. Left NS Perm 07 1 08 G= 7.0 1 G= 10.0 J G= 19.5 JG= I G= 8.5 G= 15.0 JG= JG= Timing Y= 5 Y= 0 Y= 5 Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 245 729 191 567 633 566 263 493 397 245 492 349 Lane group capacity, c 338 856 647 574 1295 843 285 659 823 285 659 529 ' v/c ratio, X 0.72 0.85 0.30 0.99 0.49 0.67 0.92 0.75 0.48 0.86 0.75 0.66 Total green ratio, g/C 0.33 0.24 0.41 0.52 0.37 0.54 0.36 0.19 0.52 0.36 0.19 0.34 Uniform delay, d 25.2 28.9 15.7 20.5 19.4 1 13.4 27.6 30.7 12.1 20.3 30.7 22.6 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.29 0.38 0.11 0.49 0.11 0.24 0.44 0.30 0.11 0.39 0.30 0.23 rn�i�nnr, r� Incremental delay, d 7.5 1 8.3 0.3 34.3 1 0.3 2.1 33.7 1 4.7 0.4 22.3 4.7 1 3.0 Initial queue delay, d Control delay 32.7 37.1 16.0 54.8 19.7 15.5 61.3 t35 12.5 42.6 35.4 25.6 Lane group LOS C D B D 8 8 E B D D C Approach delay 32.7 29.6 33.4 33.9 Approach LOS C C C C Intersection delay 32.1 X = 0.91 Intersection LOS C HCS2000 Copyright m 2000 University of Florida, All Rights Reserved Version 4. le \J • 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Jubal Early Dr & Merrimans Ln Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 2 0 0 2 0 0 1 0 0 1 0 Lane group LTR LTR LTR LTR Volume, V (vph) 171 385 95 15 308 0 93 0 55 0 0 96 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -hour factor,PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, I, 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 1.000 1.000 Initial unmet demand, Q. 0.0 0.0 1 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 N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G P ' 3.2 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 NB Only NS Perm 07 08 G= 45.0 G= G= G= G= 5.0 G= 30.0 G= G= Timing Y= 5 IY= Y= IY= Y= 0 Y= 5 IY= 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 RT LT TH RT LT I TH RT LT TH RT Adjusted flow rate, v 685 340 156 101 Lane group capacity, c 1287 1608 468 532 v/c ratio, X 0.53 0.21 0.33 0.19 . Total green ratio, g/C 0.50 0.50 0.39 0.33 Uniform delay, d 15.3 12.6 19.3 21.4 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, :k 0.14 0.11 0.11 0.11 6/22/2006 Incremental delay, d 0.4 0.1 0.4 0.2 Initial queue delay, d Control delay 15.8 12.6 19.7 21.5 Lane group LOS B B 8 C Approach delay 15.8 12.6 19.7 21.5 Approach LOS B B B C Intersection delay 15.9 X = 0.46 Intersection LOS B HCS2000TM Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1 e E E 60..2/2006 rl ? ?nnn6 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +q Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Jubal Early Dr & Merrimans Ln Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Number of lanes, N 0 2 0 0 2 0 0 1 0 0 1 0 Lane group LTR LTR LTR I LTR Volume, V (vph) 189 657 179 56 723 0 189 0 31 0 0 369 % Heavy vehicles, %HV 3 3 3 3 3 3 3 3 3 3 3 3 Peak -hour factor,PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, I, 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 Filtering /metering, I 3.0 1.000 0.0 1 1 1 3.0 1.000 0.0 3.0 1.000 10.0 1 1 3.0 1.000 0.0 Initial unmet demand, Q Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 115 Lane width 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 NB Only I NS Perm 07 08 G= 12.0 G= 28.0 G= JG= G= 10.0 J G= 20.0 JG= JG= Timing Y= 0 IY= 5 Y= IY= IY= 0 IY= 5 IY= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 80.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 1079 820 232 267 Lane group capacity, c 1138 965 301 399 v/c ratio, X 0.95 0.85 0.77 0.67 • Total green ratio, g/C Uniform delay, d 0.50 19.0 0.35 24.1 0.38 22.0 0.25 27.0 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.46 0.38 0.32 0.24 rl ? ?nnn6 L Incremental delay, d 15.8 1 7.3 1 11.6 4.3 Initial queue delay, d Control delay 34.9 31.3 33.6 31.3 Lane group LOS C C C C Approach delay 34.9 31.3 33.6 31.3 LOS C C C C F ters epproach ction delay 33.1 X� = 0.93 Intersection LOS C HCS2000 ' Copyright m 2000 Urn miry of Flonda, All Rights Reserved Version 4.1e I 1 1 I �I • 6/22/2006 General Information Analyst Agency/Co. Date Performed nalysis Time Period TWO -WAY STOP CONTROL SUMMARY Site Information PHR +A Intersection PHR +A Jurisdiction 03117106 AM Peak Hour Analysis Year Meadow Branch Ave & Rt 621 2012 Build -out Conditions Project Description Willow Run Phase 2 East/West Street: Meadow Branch Ave North /South Street: Rt 621 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 V olume 0 365 0 0 289 12 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 384 0 0 304 12 Percent Heavy Vehicles 3 — — 3 — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 0 0 0 1 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 1 0 0 Percent Heavy Vehicles 3 0 3 3 0 3 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 NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 0 1 C (m) (vph) 1239 407 lc 0.00 0.00 95% queue length 0.00 0.01 Control Delay 7.9 13.9 A B I LOS A pproach Delay 13.9 pproach LOS B Rights Reserved IICS2000TM Copyright 02003 Univetsity of Florida, All Rights Reserved Version 4.Id Version 4. Id C General Information Analyst Agency/Co. Date Performed Analysis Time Period TWO -WAY STOP CONTROL SUMMARY Site Information PHR +A Intersection PHR +A 03117106 Analysis n PM Peak Hour aly Year Meadow Branch Ave & Rt 621 2012 Build -out Conditions Project Description Willow Run Phase 2 East/West Street: Meadow Branch Ave North /South Street: Rt 621 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 V olume 0 302 0 0 696 3 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 317 0 0 732 3 Percent Heavy Vehicles 3 — — 3 — Median Type Undivided RT Channelized 1 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 1 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 0 0 0 20 0 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 0 0 21 0 0 Percent Heavy Vehicles 1 3 0 3 3 0 3 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 NB SIB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 0 21 C (m) (vph) 866 250 lc 0.00 0.08 95% queue length 0.00 0.27 Control Delay 9.2 20.7 A C I LOS pproach Delay 20.7 [A pproach LOS C Rights Reserved nCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.Id Vesi on 4.1 d 6/22/2006 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Route 11 & Cedar Creek Grade Area Type All other areas Jurisdiction Analysis Year 2012 Build-out Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 1 1 1 1 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 118 657 201 136 289 192 90 699 255 115 471 25 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A I A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 12.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 1 3.2 3.2 Phasing EW Perm 02 03 04 NS Perm 06 07 08 Timing G= 50.0 G= G= G= G= 40.0 G= G= G= Y= 5 Y= Y= IY= IY= 5 Y= IY= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH I RT LT TH I RT LT TH RT LT TH RT Adjusted flow rate, v 124 692 212 143 304 202 95 736 268 121 496 26 Lane group capacity,c 476 896 784 176 896 1 784 303 1405 627 196 1405 627 v/c ratio, X 0.26 0.77 0.27 0.81 0.34 0.26 0.31 0.52 0.43 0.62 0.35 0.04 • Total green ratio, g/C 0.50 0.50 0.50 0.50 0.50 0.50 0.40 0.40 0.40 0.40 0.40 0.40 Uniform delay, d 14.4 20.4 14.5 21.1 15.1 14.3 20.6 22.8 21.7 23.9 21.0 18.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.32 0.11 0.35 0.11 0.11 0.11 0.13 0.11 0.20 0.11 0.11 6/22/2006 Fj Incremental delay, d 0.3 4.2 0.2 24.3 1 0.2 0.2 1 0.6 1 0.4 0.5 1 5.8 0.2 1 0.0 Initial queue delay, d Control delay 14.7 24.6 14.6 45.4 15.3 14.5 21.2 23.1 22.2 29.7 21.1 18.3 Lane group LOS B C B D B B C C C C C B Approach delay 21.3 21.7 22.7 22.6 Approach LOS C C C C Intersection delay 22.1 X = 0.73 Intersection LOS C HCS2000TM Copyright (D 2000 University of Florida, All Rights Reserved Version 4.l e • • 6/22/2006 rl�"nnnA HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Intersection Route 11 &Cedar Creek Agency or Co. PHR +A Grade Date Performed 03117106 Area Type All other areas Time Period PM Peak Hour Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 1 1 1 1 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 72 454 359 343 744 138 373 791 281 242 862 157 Heavy vehicles, %HV 3 6 1 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A I A A A A A A A A A A Start-up lost time, 1, 2.0 2.0 12.0 2.0 2.0 2.0 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 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 1 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N D N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left WB Only EW Perm 1 04 EXCI. Left NB Only NS Perm 08 Timing G= 5.0 G= 14.0 G= 25.0 G= G= 8.0 G= 4.0 G= 24.0 G= Y= 5 Y= 0 Y= 5 IY= IY= 5 Y= 0 IY= 5 Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH I RT LT I TH I RT LT TH RT LT I TH I RT Adjusted flow rate, v 76 478 378 361 783 145 393 833 296 255 907 165 Lane group capacity, c 162 448 737 494 699 815 372 983 894 233 843 1 533 vie ratio, X 0.47 1.07 0.51 0.73 1.12 0.18 1.06 0.85 0.33 1.09 1.08 0.31 Total green ratio, g/C 0.30 0.25 0.47 0.49 0.39 0.52 0.41 0.28 0.57 0.32 0.24 0.34 Uniform delay, d, 27.9 37.5 18.5 22.1 30.5 12.7 27.7 34.0 11.4 42.2 38.0 24.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.50 0.12 0.29 0.50 0.11 0.50 0.38 0.11 0.50 0.50 0.11 rl�"nnnA E Incremental delay, d 2.1 61.5 0.6 1 5.5 72.1 0.1 62.3 1 7.0 0.2 1 86.5 53.5 1 0.3 Initial queue delay, d Control delay 30.1 99.0 19.1 27.5 102.6 12.8 90.1 41.0 11.6 128.7 91.5 24.7 Lane group LOS C F B C I F B F D B F F C Approach delay 61.0 71.5 48.0 90.3 Approach LOS E E D F Intersection delay 67.4 X = 1.10 Intersection LOS E HCS3000 Copyright 02000 University or Florida, All Rights Reserved Version 4.1e E • 6/22/2006 HCS2000" DETAILED General Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour REPORT Site Information Intersection Route 11 & Cedar Creek Grade Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 - Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 118 657 201 136 289 192 90 699 255 115 471 25 % Heavy vehicles, %HV 3 6 3 3 6 1 3 3 3 1 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start-up lost time, 1, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 1 3 3 3 1 3 3 3 3 3 3 1 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 3.0 3.0 1 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N N 0 N N 0 N Parking maneuvers, N tO tN Buses stopping, N 0 0 0 0 0 0 0 0 0 0 min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 NS Perm 06 07 08 Timing G= 50.0 JG= G= JG= I G= 40.0 G= I G JG= Y= 5 IY= Y= IY= IY= 5 Y= IY= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 100.0 Lane Group Capacity, Control Delay, 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 124 692 212 143 304 202 95 736 268 121 496 26 Lane group capacity, c 523 1707 784 304 1707 784 303 1405 627 196 1405 627 ' V/c ratio, X 0.24 0.41 0.27 0.47 0.18 0.26 0.31 0.52 0.43 0.62 0.35 0.04 Total green ratio, g/C 0.50 0.50 0.50 0.50 0.50 0.50 0.40 0.40 0.40 0.40 0.40 0.40 Uniform delay, d, 14.2 15.7 14.5 16.3 13.7 14.3 20.6 22.8 21.7 23.9 21.0 18.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 0.13 0.11 0.20 0.11 0.11 �iovonnr, HCS2000'° DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Route 11 & Cedar Creek Grade Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 - I Suggested Improvements Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Number of lanes, N 1 2 1 1 2 1 1 2 1 1 2 1 Lane group L T R L T R L T R L T R Volume, V (vph) 72 454 359 343 744 138 373 791 281 242 862 157 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 2.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 1 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, C 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 50 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl. Left WB Only EW Perm 04 Excl. Left NB Only NS Perm 08 Timing G= 4.0 G= 5.0 G= 17.0 G= G= 6.0 G= 4.0 G= 23.8 G= Y= 5 IY= 0 Y= 5 IY= IY= 5 Y= 0 IY= 5 IY= Duration of Analysis, T = 0.25 Cycle Length, C = 79.8 Lane Group Capacity, Control Delay, and LOS Determination EB I WB NB SIB LT TH I RT I LT TH RT LT TH RT LT I TH RT Adjusted flow rate, v 76 478 378 361 783 145 393 833 243 255 907 165 Lane group capacity, c 210 727 727 399 941 648 421 1223 920 297 1047 644 I v/c ratio, X 0.36 0.66 0.52 0.90 0.83 0.22 0.93 0.68 0.26 0.86 0.87 0.26 Total green ratio, g/C 0.26 0.21 0.46 0.39 0.28 0.41 0.49 0.35 0.59 0.37 0.30 0.41 Uniform delay, d 22.7 28.7 15.1 19.8 27.2 15.1 20.0 22.2 8.1 27.5 26.5 15.5 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.23 0.13 0.43 0.37 0.11 0.45 0.25 0.11 0.39 0.40 0.11 r;n.�. /2nnfi L � Incremental delay, d 1.1 1 2.2 0.7 23.5 1 6.4 0.2 27.9 1 1.6 0.2 21.4 7.8 1 0.2 Initial queue delay, d Control delay 23t15.8 t5.3 1 47.9 23.8 8.2 48.9 34.3 15.7 Lane group LOS C B E 8 D C A D C 8 Approach delay 24.2 34.3 27.7 34.8 Approach LOS C C C C Intersection delay 30.6 X = 1.02 Intersection LOS C HCS2000TM Copyright 0 2000 University or Florida, All Rights Reserved Version 3.1 e • • Anoi1)nnr D lJ HCS2000`" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period AM Peak Hour Intersection Route 50 & Route 621 Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 1 0 1 1 1 1 0 Lane group L T R L T R LT R L TR Volume, V (vph) 46 1032 56 221 634 66 55 75 235 37 24 28 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, I, 2.0 2.0 2.0 2.0 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 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing WB Only EW Perm 03 04 NS Perm 06 07 08 G= 10.0 G= 42.0 G= G= G= 28.0 G= G= G= Timing Y= 0 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 48 1086 59 233 667 69 137 247 39 54 Lane group capacity, c 343 1593 732 302 1972 906 494 488 383 528 v/c ratio, X 0.14 0.68 0.08 0.77 0.34 0.08 0.28 0.51 0.10 0.10 I Total green ratio, g/C 0.47 0.47 0.47 0.58 0.58 0.58 0.31 0.31 0.31 0.31 Uniform delay, d 13.7 18.8 13.3 14.9 10.0 8.4 23.4 25.3 22.1 22.1 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.25 0.11 0.32 0.11 0.11 0.11 0.11 0.11 0.11 Incremental delay, d 0.2 1.2 0.0 11.6 0.1 0.0 0.3 0.9 0.1 0.1 Initial queue delay, d Control delay 13.9 20.0 13.3 26.5 10.1 8.4 23.7 26.2 22.2 22.1 Lane group LOS B B B C B A C C C C Approach delay 19.4 13.9 25.3 22.2 Approach LOS B B C C Intersection delay 18.3 X = 0.70 Intersection LOS B HCS2000TM Copyright m 2000 University or Florida, All Rights Reserved Version 4.1e • • �iooi�nnr, E HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03117106 Time Period PM Peak Hour Intersection Route 50 & Route 621 Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT I TH I RT LT TH RT LT TH RT Number of lanes, N 1 2 1 1 2 1 0 1 1 1 1 0 Lane group L T R L T R LT R L TR Volume, V (vph) 65 1032 182 330 1695 64 107 41 173 235 186 64 % Heavy vehicles, %HV 3 6 3 3 6 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A A A A A A Start -up lost time, 1 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 Extension of effective green, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 1 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 1 3.0 I Filtering /metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, O 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking Al 0 N N 0 N N 0 N N 0 N Parking maneuvers, N M Buses stopping, N 0 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 1 3.2 1 3.2 Phasing Excl. Left WB Only EW Perm 04 SIB Only NS Perm 07 08 G= 4.0 G= 14.0 G= 37.0 1 G= I G= 8.5 G= 16.5 G= G= Timing Y= 5 IY= 0 Y= 5 IY= IY= 0 Y= 5 IY= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 95.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB LT TH I RT LT TH RT LT TH I RT LT I TH RT Adjusted flow rate, v 68 1086 192 347 1784 67 156 182 247 263 Lane group capacity,c 152 1329 611 502 1832 1065 202 734 273 467 v/c ratio, X 0.45 0.82 0.31 0.69 0.97 0.06 0.77 0.25 0.90 0.56 Total green ratio, g/C 0.43 0.39 0.39 0.63 0.54 0.68 0.17 0.47 0.26 0.26 I Uniform delay, d 19.4 26.0 20.2 21.7 21.4 5.1 37.5 15.2 34.8 30.3 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.36 0.11 0.26 0.48 0.11 0.32 0.11 0.43 0.16 Incremental delay, d 2 2.1 4.1 0.3 4.0 15.3 0.0 16.7 0.2 31.0 1.6 (Sn ? / ? nnr1 Initial queue delay, d Control delay 21.4 30.1 20.5 25.7 36.6 5.1 54.2 15.4 65.8 31.8 Lane group LOS C I C C C D A D 8 E C Approach delay 28.3 33.9 33.3 48.3 Approach LOS C C C D Intersection delay 33.8 X = 1.00 Intersection LOS C HCS2000TM Copyright 02000 University or Florida, All Rights Reserved Version 4.1e • • 6/22/2006 L L - TWO -WAY STOP CONTROL SUMMARY General Information Site Information Analyst PHR +A Intersection Agency/Co. PHR +A J urisdiction Date Performed 03117106 A nalysis Year A nalysis Time Period AM Peak Hour Route 621 & Route 622 2012 Build -out Conditions Project Description Willow Run Phase 2 East/West Street: Route 622 North /South Street: Route 621 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 1 129 111 29 55 12 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 1 135 116 30 57 12 Percent Heavy Vehicles 3 - - 3 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 87 85 27 50 86 18 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 91 89 28 52 90 18 Percent Heavy Vehicles 3 3 3 3 3 3 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service A pproach NB SIB Westbound Eastbound Movement 1 4 7 8 9 12 Lane Configuration LTR LTR LTR (vph) 1 30 208 C(m)(vph) 1526 1309 558 014 lc 0.00 0.02 0.37 95% queue length 0.00 0.07 1.72 Control Delay 7.4 7.8 15.2 LOS A A C B pproach Delay 15.2 14.3 'tApproach LOS C B Rights Reserved IICS2000TM Copyright (0 2003 University of Florida, All Rights Reserved Version 4.1d Version 4.Id 6/22/2006 E TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Intersection A gency/Co. PHR +,q J urisdiction Date Performed 03117106 A nalysis Year A nalysis Time Period PM Peak Hour Route 621 & Route 622 2012 Build -out Conditions . Project Description Willow Run Phase 2 East/West Street: Route 622 North /South Street: Route 621 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 T R V olume 59 69 66 4 71 47 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 62 72 69 4 74 49 Percent Heavy Vehicles 3 — 3 — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R V olume 134 205 73 48 104 4 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 141 215 76 50 109 4 Percent Heavy Vehicles 3 3 3 3 3 3 Percent Grade ( %) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service A pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 62 4 432 163 C(m)(vph) 1458 1436 547 434 lc 0.04 0.00 0.79 0.38 95% queue length 0.13 0.01 7.43 1.72 Control Delay 7.6 7.5 31.9 18.2 LOS A A D C pproach Delay 31.9 18.2 [A pproach LOS D C Rights Reserved HCS2000T1,1 Copyright m 2003 University of Florida, All Rights Resened Vcrsinn 4.Id Version 4. Id � /22nnn� r E General Information TWO -WAY STOP CONTROL SUMMARY Site Information nalyst PHR +A Intersection Route 622 & Harvest Drive gene /Co. PHR +A J urisdiction Date Performed 03117106 A nalysis Year 2012 Build -out Conditions nal sis Time Period A M Peak Hour Project Description Willow Run Phase 2 East/West Street: Route 622 North /South Street: Harvest Drive Intersection Orientation: East -West IStudy 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) 75 968 0 0 352 75 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 78 1018 0 0 370 78 Proportion of heavy v ehicles, P HV 2 3 Median type Raised curb 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) 0 0 0 61 0 75 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 0 0 64 0 78 Proportion of heavy v ehicles, PHV 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 Control Delay, Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR V olume, v (vph) 78 142 Capacity, c (vph) 1112 350 /c ratio 0.07 0.41 Queue length (95 %) 0.23 1 1.91 Control Delay (s /veh) 8.5 22.1 LOS A C A pproach delay (s /veh) 22.1 [A pproach LOS C IICS20007M Copyright 0 2003 University of Florida, All Rights Reserved Version 4. Id 6/22/2006 E General Information A nalyst TWO -WAY STOP CONTROL SUMMARY Site Information PHR +A Intersection Route 622 & Harvest Drive Agency/Co. PHR +A J urisdiction Date Performed 03117106 A nalysis Year 2012 Buildout Conditions A nalysis Time Period PM Peak Hour Project Description Willow Run Phase 2 EasUVVest Street: Route 622 North /South Street: Harvest Drive ,I ntersection Orientation: East -West IStudy 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) 52 856 0 0 1196 145 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 54 901 0 0 1258 152 Proportion of heavy v ehicles, P 2 3 Median type Raised curb RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Movement 7 Northbound 8 9 10 1 Southbound 11 12 L T R L T R V olume (veh /h) 0 0 0 75 0 61 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 0 0 78 0 64 Proportion of heavy v ehicles, PHV 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 Control Delay, Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR V olume, v (vph) 54 142 Capacity, C (vph) 484 180 /c ratio 0.11 0.79 Queue length (95 %) 0.37 5.30 Control Delay (s /veh) 13.4 74.2 LOS B F A pproach delay (s /veh) 74.2 A pproach LOS F HCS2000T" Copyright (D 2003 University or Florida, All Rights Reserved Version 4. Id rn�l ?nn� r' L , l J HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Intersection Route 622 & Spine Rd Agency or Co. PHR +A Area Type All other areas Date Performed 03120106 Jurisdiction Time Period AM Peak Hour Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 0 1 1 0 0 0 0 0 0 Lane group LT T R LR Volume, V (vph) 15 1003 381 46 41 55 % Heavy vehicles, %HV 3 3 3 3 3 3 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, I, 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, I 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 Parking / Grade I Parking N 0 N N 0 N N N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 32 Phasing EB Only EW Perm 03 04 1 SB Only 06 07 08 G= 10.0 G= 52.0 G= G= G= 18.0 G= G= G= Timing Y= 0 IY= 5 Y= IY= IY= 5 Y= IY= 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 RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 1072 401 48 1 101 Lane group capacity, c 1261 1066 906 333 v/c ratio, X 0.85 0.38 0.05 0.30 I Total green ratio, g/C 0.69 0.58 0.58 0.20 Uniform delay, d 10.5 10.2 8.3 30.7 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.38 0.11 0.11 0.11 Incremental delay, d 5.7 0.2 0.0 1 0.5 rnoionnr, r Initial queue delay, d Control delay 16.2 1- .3 31.2 Lane group LOS I B B A C Approach delay 16.2 10.2 31.2 Approach LOS B B C Intersection delay 15.5 X� = 0.73 Intersection LOS B 11CS2000T" Copyright 0 2000 University of Florida, All Rights Reserved Version 4.1 c E <»n innnc L. E HCS2000" DETAILED REPORT General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03120106 Time Period PM Peak Hour Intersection Route 622 & Spine Rd Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 0 1 1 0 0 0 0 0 0 Lane group LT T R LR Volume, V (vph) 56 816 1173 84 92 31 % Heavy vehicles, %HV 3 3 3 3 3 3 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, I, 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, Q 0.0 0.0 0.0 0.0 Ped / Bike I RTOR volumes 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 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 1 SB Only 06 07 08 G= 62.0 G= G= G= G= 18.0 G= G= G= Timing Y_ 5 JY= Y IY= JY= 5 Y= IY= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 918 1235 88 130 Lane group capacity, c 1081 1271 1080 343 v/c ratio, X 0.85 0.97 0.08 0.38 Total green ratio, g/C 0.69 0.69 0.69 0.20 I Uniform delay, d 10.5 13.2 4.6 31.2 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.38 0.48 0.11 0.11 Incremental delay, d 6.5 18.8 0.0 0.7 60919.006 Initial queue delay, d Control delay 17.0 32.0 4.6 31.9 Lane group LOS g C A C Approach delay 17.0 30.1 31.9 Approach LOS g C C Intersection delay 25,2 X = 0.84 Intersection LOS C UCS2000TM Copyright 02000 University or Florida, All Rights Reserved Version 4.1e • • 6/22/2006 E TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Intersection Rt 37 NB Ramp & Route 621 Agency/Co. PHR +A J urisdiction Date Performed 03117106 A nalysis Year 2012 Build -out Conditions A nalysis Time Period A Peak Hour Project Description Willow Run Phase 2 East/West Street: Route 621 North /South Street: Rt 37 NB Ram Intersection Orientation: East -West IStudy 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) 4 472 0 0 181 316 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 4 496 0 0 190 332 Proportion of heavy v ehicles, P 3 — — 3 — — Median type Raised curb RT Channelized? 0 0 Lanes 0 1 0 0 1 1 Configuration LT T I R Upstream Signal 0 0 ' Minor Street Northbound Southbound Movement 7 8 9 10 1 11 12 L T R L T R V olume (veh /h) 2 0 179 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 2 0 188 0 0 0 Proportion of heavy vehicles, PHV 3 3 3 3 0 0 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 1 0 0 0 Configuration LT R Control Dela , Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT R V olume, v (vph) 4 2 188 Capacity, c (vph) 1039 442 572 /c ratio 0.00 0.00 0.33 Queue length (95 %) 0.01 0.01 1.43 Control Delay (s /veh) 8.5 13.2 14.3 LOS A B B pproach delay (s /veh) 14.3 pproach LOS B E u I* 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Intersection Rt 37 NB Ramp 621 & Route Agency/Co. PHR +q Jurisdiction Date Performed A nalysis Time Period 03117106 PM Peak Hour A nalysis Year 2012 Build -out Conditions Project Description Willow Run Phase 2 East/West Street: Route 621 North /South Street: Rt 37 NB Ramp Intersection Orientation: East -West IStudy 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) 7 770 0 0 533 748 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 7 810 0 0 561 787 Proportion of heavy v ehicles, PHV 3 — — 3 — — Median type Raised curb RT Channelized? 0 0 Lanes 0 1 0 0 1 1 Configuration LT T R Upstream Signal 0 0 Minor Street Movement 7 Northbound 8 9 10 Southbound 11 12 L T R L T R V olume (veh /h) 15 0 254 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 15 0 267 0 0 0 Proportion of heavy v ehicles, PHV 3 3 3 3 0 0 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 1 0 0 0 Configuration LT R Control Delay, Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LT R V olume, v (vph) 7 15 267 Capacity, c (vph) 508 219 378 /c ratio 0.01 0.07 0.71 Queue length (95 %) 0.04 0.22 1 1 5.24 Control Delay (s /veh) 12.2 22.6 34.4 LOS B C D A pproach delay (s /veh) 33.8 A pproach LOS D 6/22/2006 • • 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Route 622 & Route 37 NB Ramp nal st PHR +A /Co. PHR +A 1 gent Date Performed 03120/06 al si Year A nalysis 2012 Build -out Conditions 6 nalysis Time Period M Peak Hour Project Description Willow Run Phase 2 East/West Street: Route 622 North /South Street: Route 37 NB Ramp Intersection Orientation: East -West IStudy 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) 131 616 0 0 77 532 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 137 648 0 0 81 560 Proportion of heavy v ehicles, PHV 3 — — 3 — — Median type U0 ivided RT Channelized? 0 0 Lanes 0 1 0 0 1 1 Configuration LT T R 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) 12 0 92 0 0 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 12 0 96 0 0 0 Proportion of heavy vehicles, PHV 3 3 3 3 3 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Control Delay, Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR V olume, v (vph) 137 108 Capacity, c (vph) 939 383 v/c ratio 0.15 0.28 Queue length (95 %) 0.51 1.14 Control Delay (siveh) 9.5 16.0 LOS A C pproach delay (s /veh) 18.0 pproach LOS C 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT AM General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 03/09/2006 Time Period AM Peak Hour Intersection Route 622 & Rt 37 NB Ramp Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 (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, N 0 1 0 0 1 1 0 1 0 0 0 0 Lane group LT T R LTR Volume, V (vph) 131 616 77 532 12 0 92 % Heavy vehicles, %HV 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start -up lost time, I, 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, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 100 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 N N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing I EW Perm 1 02 03 04 NB Only 06 07 08 Timing G= 55.0 JG= G= G= G= 20.0 G= G= G= Y= 5 1 Y= Y= IY= IY= 5 Y= IY= IY= Duration of Analysis, T = 0.25 Cycle Length, C = 85.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 786 81 455 110 Lane group capacity, c 1101 1194 1015 380 v/c ratio, X 0.71 0.07 0.45 0.29 • Total green ratio, g/C Uniform delay, d 0.65 9.8 0.65 5.5 0.65 7.5 0.24 26.7 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.28 0.11 0.11 0.11 6/22/2006 Incremental delay, d 22 0.0 0.3 0.4 Initial queue delay, d Control delay 12.1 5.6 7.8 27.1 Lane group LOS B A A C Approach delay 12.1 7.4 27.1 Approach LOS B A C Intersection delay 11.5 X = 0.60 Intersection LOS B HCS2000 Copyright m 2000 University of Florida, All Rights Reserved Version 4.1e • • 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT General Information Site Information Analyst PHR + A Agency or Co. PHR +A Date Performed 03/09/2006 Time Period PM Peak Hour Intersection Route 622 & Rt 37 NB Ramp Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 (Suggested Improvements) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 0 1 1 0 1 0 0 0 0 Lane group LT T R LTR Volume, V (vph) 66 803 118 910 130 0 43 % Heavy vehicles, %HV 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start -up lost time, I, 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, Q 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 200 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 N N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EB Only EW Perm 03 04 NB Only 06 07 08 Timing G= 6.0 G= 47.0 G= G= G= 27.0 G= G JG= Y= 0 IY= 5 Y= IY= IY= 5 Y= IY= ly= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 914 124 747 182 Lane group capacity, c 1053 963 819 515 v/c ratio, X 0.87 0.13 0.91 0.35 • Total green ratio, g/C 0.59 0.52 0.52 0.30 Uniform delay, d 15.6 11.0 19.6 24.7 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.40 0.11 0.43 0.11 6/22/2006 L Incremental delay, d 7.9 0.1 14.4 0.4 Initial queue delay, d Control delay 23.4 11.1 34.0 25.1 Lane group LOS C B C C Approach delay 23.4 30.8 25.1 Approach LOS C C C Intersection delay 26.8 X = 0.78 Intersection LOS C HCS?000 Copyright C 2000 University of Florida, All Rights Reserved Version 4.Ie • • 6/22/2006 E F TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Intersection Route 622 & Route 37 SB Ramp Agency/Co. PHR +A Jurisdiction Date Performed 03120106 A nalysis Year 2012 Build -out Conditions A nalysis Time Period A Peak Hour Project Description Willow Run Phase 2 East/West Street: Route 622 North /South Street: Route 37 SB Ramp Intersection Orientation: East -West ]Study 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) 0 167 58 30 59 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 175 61 31 62 0 Proportion of heavy v ehicles, P HV 0 — — 3 — — Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R V olume (veh /h) 0 0 0 560 1 140 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 0 0 610 1 147 Proportion of heavy vehicles, PHV 3 0 3 3 3 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 1 0 Configuration LTR Control Dela , Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR V olume, v (vph) 31 758 Capacity, c (vph) 1325 694 v/c ratio 0.02 1.09 1 1 Queue length (95 %) 0.07 1 21.33 Control Delay (s /veh) 7.8 85.5 LOS A F A pproach delay (s /veh) 85.5 [A pproach LOS F 6/22/2006 Mw 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection Route 622 & Route 37 SB Ramp nal st PHR +A [Agency/Co . PHR +A Date Performed 03120106 A nalysis n al si Year 2012 Build -out Conditions nal sis Time Period PM Peak Hour Project Description Willow Run Phase 2 East/West Street: Route 622 North /South Street: Route 37 SB Ramp Intersection Orientation: East -West IStudy 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) 0 115 59 35 213 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 121 62 36 224 0 Proportion of heavy v ehicles, PHV 0 — — 3 — — Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal Minor Street Movement 7 0 Northbound 8 9 10 0 Southbound 11 12 L T R L T R V olume (veh /h) 0 0 0 754 4 199 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 0 0 793 4 209 Proportion of heavy v ehicles, PHV 3 0 3 3 3 3 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 1 0 Configuration LTR Control Delay, Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR V olume, v (vph) 36 1006 Capacity, c (vph) 1386 591 /c ratio 0.03 1.70 Queue length (95 %) 0.08 1 1 58.34 Control Delay (siveh) 7.7 341.2 LOS A F A pproach delay (s /veh) 341.2 A pproach LOS F 6/22/2006 6/22/2006 HCS2000" DETAILED REPORT AIL General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0311912006 Time Period AM Peak Hour Intersection Route 622 & Rt 37 SB Ramp Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 (Suggested Improvements) Volume and Timing Input EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Number of lanes, N 0 1 0 0 1 0 0 0 0 0 1 1 Lane group TR LT LT R Volume, V (vph) 167 58 30 59 580 1 140 % Heavy vehicles, %HV 3 3 3 3 3 3 1 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start-up lost time, I, 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, Q 0.0 0.0 0.0 1 0.0 Ped / Bike / RTOR volumes 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 N N 0 N Parking maneuvers, N Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing EW Perm 1 02 03 04 SB Only 06 07 08 Timing G= 370 IG= G= IG= I G= 43.0 G= G= G= Y= 5 IY= Y= IY= IY= 5 Y= Y= 1Y= Duration of Analysis, T = 0.25 Cycle Length, C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Adjusted flow rate, v 237 94 612 147 Lane group capacity, c 732 655 839 749 vlc ratio, X 0.32 0.14 0.73 0.20 . Total green ratio, g/C 0.41 0.41 0.48 0.48 Uniform delay, d 18.0 16.6 18.8 13.5 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.29 0.11 6/22/2006 Incremental delay, d 0.3 0.1 3.3 1 0.1 Initial queue delay, d Control delay 18.3 16.7 t13 Lane group LOS B B C Approach delay 18.3 16.7 20.5 Approach LOS B B C Intersection delay 19,7 X� = 0.54 Intersection LOS B HCS2000 Copyright m 2000 University of Florida, All Rights Reserved Version 4.le 0 6/22/2006 6/22/2006 HCS2000`° DETAILED REPORT Ag h General Information Site Information Analyst PHR +A Agency or Co. PHR +A Date Performed 0311912006 Time Period PM Peak Hour Intersection Route 622 & Rt 37 SB Ramp Area Type All other areas Jurisdiction Analysis Year 2012 Build -out Conditions Project ID Willow Run Phase 2 (Suggested Improvements) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 0 1 0 0 1 0 0 0 0 0 1 1 Lane group TR LT LT R Volume, V (vph) 115 59 35 213 754 4 199 % Heavy vehicles, %HV 3 3 3 3 3 3 3 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Pretimed (P) or actuated (A) A A A A A A A Start-up lost time, 1 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 1 3.0 3.0 3.0 Filtering /metering, 1 1.000 1.000 1.000 1.000 Initial unmet demand, Q 0.0 0.0 0.0 0.0 Ped I Bike / RTOR volumes 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 N N 0 N Parking maneuvers, N M Buses stopping, N 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 Phasing I WB Only EW Perm 03 04 SB Only 06 07 08 G= 15.0 G= 13.0 G= G= G= 37.0 G= G= G= Timing Y= 0 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Analysis, T = 0.25 Cycle Length, C = 75.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Adjusted flow rate, v 183 261 798 209 Lane group capacity, c 305 456 867 774 Vic ratio, X 0.60 0.57 0.92 0.27 . Total green ratio, g/C 0.17 0.37 0.49 0.49 Uniform delay, d 28.6 18.7 17.6 11.1 Progression factor, PF 1.000 1.000 1.000 1.000 Delay calibration, k 0.19 0.17 0.44 0.11 6/22/2006 E Incremental delay, d 3.3 1.7 14.9 1 0.2 Initial queue delay, d Control delay 31.9 20.5 32. 5 Lane group LOS C C C E13 Approach delay 31.9 20.5 28.1 Approach LOS C C C Intersection delay 27.2 X = 0.88 Intersection LOS C HCS2000 Copyright ® 2000 University of Florida, All Rights Reserved Version 4.1e • t 1 J 6/22/2006 F, 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information Intersection ubal Early Dr& Spine Road A nalyst PHR +A Agency/Co. PHR +A Jurisdiction Date Performed 03120106 A nalysis Year 2012 Build -out Conditions A nalysis Time Period A M Peak Hour Project Description Willow Run Phase 2 East/West Street: Jubai Earl D ve North /South Street: Spine Road Intersection Orientation: East -West IStudy 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) 0 374 75 50 210 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 393 78 52 221 0 Proportion of heavy v ehicles, PHV 0 2 Median type Raised curb RT Channelized? 0 0 Lanes 0 2 1 0 2 0 Configuration T R LT T 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) 108 0 117 0 0 0 Peak- hourfactor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 113 0 123 0 0 0 Proportion of heavy v ehicles, PHV 2 0 2 0 0 0 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized7 0 0 Lanes 0 0 0 0 0 0 Configuration LR Control Delay, Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR V olume, v (vph) 52 236 Capacity, c (vph) 1087 628 /c ratio 0.05 0.38 Queue length (95 %) 0.15 1.74 Control Delay (s /veh) 8.5 14.1 LOS A B pproach delay (s /veh) 14.1 pproach LOS B 6/22/2006 a 4 6/22/2006 TWO -WAY STOP CONTROL SUMMARY General Information Site Information A nalyst PHR +A Intersection ubal Early Dr & Spine Road Agency/Co. PHR +A Date Performed 03120106 A nalysis sis Year 2012 Build -out Conditions A nalysis Time Period PM Peak Hour Project Description Willow Run Phase 2 East/West Street: Jubal Early Drive North /South Street: Spine 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 V olume (veh /h) 0 453 176 141 554 0 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 0 476 185 148 583 0 Proportion of heavy v ehicles, PHv 0 — — 2 — — Median type Raised curb RT Channelized? 0 0 Lanes 0 2 1 0 2 0 Configuration T R LT T Upstream Signal Minor Street Movement 7 0 Northbound 8 9 10 0 Southbound 11 12 L T R L T R V olume (veh /h) 153 0 100 0 0 0 Peak -hour factor, PHF 0.95 0.95 6.95 0.95 0.95 0.95 Hourly Flow Rate (veh /h) 161 0 105 0 0 0 Proportion of heavy v ehicles, PHv 2 0 2 0 0 0 Percent grade ( %) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR Control Dela , Queue Len th, Level of Service A pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR V olume, v (vph) 148 266 Capacity, c (vph) 923 463 /c ratio 0.16 0.57 Queue length (95 %) 0.57 1 3.54 Control Delay (s /veh) 9.6 22.8 LOS A C ,A pproach delay (s /veh) 22.8 A pproach LOS C 6/22/2006 Movement Summary •Rt 37 SB ramp & 7ubal Early Drive 2012 Build -out Conditions AM Peak Hour Roundabout Vehicle Movements akcelik & associates aaTraffic aaSIDRA T: \Projects \12883 -1 -2 (Willow Run Revised) \HCS \Working Files \HCS_Phase 2_5- 15 -06 \AM SB ramps & ]ubal Early Produced by aaSIDRA 2.1.1.354 Copyright© 2000 -2004 Akcelik & Associates Ptv Ltd Generated 6/22/2006 12:25:06 PM � 1 l• J 6/22/2006 Deg of Aver 950/0 Aver Dem Flow Level of Back of Prop. Eff. Stop Mov No Turn %HV Satn Delay Speed (veh /h) Service Queue Queued Rate (v /c) (sec) (mph) (ft) East Approach 22 L 167 2.0 0.142 2.8 LOS A 0 0.00 0.34 19.2 22 T 77 2.0 0.142 2.8 LOS A 0 0.00 0.34 19.2 Approach 244 2.0 0.142 2.8 LOS A 0.00 - 0.34 19.2 North Approach 42 L 467 2.1 0.440 5.9 LOS A 95 0.48 0.58 18.3 42 T 1 2.1 0.440 5.9 LOS A 95 0.48 0.58 18.3 43 R 8 12.5 0.444 2.5 LOS A 95 0.48 0.40 19.0 Approach 477 2.3 0.440 5.9 LOS A 95 0.48 0.58 18.3 West Approach 12 T 135 2.2 0.193 4.7 LOS A 36 0.61 0.51 18.6 13 R 9 10.0 0.192 5.6 LOS A 36 0.61 0.58 18.4 Approach 145 2.8 0.193 4.8 LOS A 36 0.61 0.52 18.6 All Vehicles 866 2.3 0.444 4.8 LOS A 95 0.37 0.50 18.6 akcelik & associates aaTraffic aaSIDRA T: \Projects \12883 -1 -2 (Willow Run Revised) \HCS \Working Files \HCS_Phase 2_5- 15 -06 \AM SB ramps & ]ubal Early Produced by aaSIDRA 2.1.1.354 Copyright© 2000 -2004 Akcelik & Associates Ptv Ltd Generated 6/22/2006 12:25:06 PM � 1 l• J 6/22/2006 Movement Summary •Rt 37 SB ramp & ]ubal Early Drive 2030 Build -out Conditions PM Peak Hour Roundabout Vehicle Movements Deg of Aver 95070 Aver Mov No Turn Dem Flow 0 7oHV Satn Delay Level of Back of Prop. Eff. Stop Speed (veh /h) (v /c) (sec) Service Q( ftje Queued Rate (mph) East Approach 22 L 22 T Approach North Approach 42 L 42 T 43 R Approach I West Approach 12 T 13 R Approach 338 2.0 0.354 2.3 LOS A 0 0.00 0.27 19.3 271 2.0 0.354 2.3 LOS A 0 0.00 0.27 19.3 609 2.0 0.354 2.3 LOS A 64 0.00 0.27 19.3 722 2.1 0.884 31.6 LOS C 706 1.00 1.74 13.7 1 2.1 0.884 31.6 LOS C 706 1.00 1.74 13.7 18 5.3 0.864 28.2 LOS C 706 1.00 1.74 13.9 743 2.2 0.884 31.5 LOS C 706 1.00 1.74 13.7 96 2.1 0.262 12.2 LOS B 64 0.86 0.77 16.8 9 10.0 0.263 13.1 LOS B 64 0.86 0.80 16.6 106 2.8 0.262 12.3 LOS B 64 0.86 0.77 16.8 All Vehicles 1458 2.1 0.884 17.9 LOS B 706 0.57 1.06 15.8 akcelik �. & associates aaTraffic aaSIDRA T: \Projects \12883 -1 -2 (Willow Run Revised) \HCS \Working Files \HCS_Phase 2_5- 15 -06 \PM SB ramps & Jubal Early Produced by aaSIDRA 2.1.1.354 Copyright© 2000 -2004 Akcelik & Associates Pty Ltd Generated 6/22/2006 12:25:25 PM • 6/22/2006 Movement Summary • Rt 37 NB ramp & Juba[ Early Drive 2030 Build -out Conditions AM Peak Hour Roundabout Vehicle Movements Deg of Aver 95% Aver Dem Flow Level of Back of Prop. Eff. Stop Mov No Turn %HV Satn Delay Speed (veh /h) (v /c) (sec) Service Queue Queued Rate (ft) (mph) South Approach 32 L 32 T 32 R Approach East Approach 22 T 23 R Approach West Approach 12 L 12 T Approach 3 2.9 0.290 6.9 LOS A 68 0.64 0.55 18.1 1 2.9 0.290 6.9 LOS A 68 0.64 0.55 18.1 239 2.9 0.290 6.9 LOS A 68 0.64 0.55 18.1 245 2.9 0.290 6.9 LOS A 68 0.64 0.55 18.1 229 2.2 0.393 0.2 LOS A 95 0.07 0.04 19.8 421 1.9 0.393 1.1 LOS A 95 0.07 0.17 19.6 650 2.0 0.393 0.8 LOS A 95 0.07 0.13 19.7 5 2.2 0.371 0.0 LOS A 0 0.00 0.00 20.0 629 2.2 0.371 0.0 LOS A 0 0.00 0.00 20.0 636 2.2 0.371 0.0 LOS A 0.00 0.00 20.0 All Vehicles 1531 2.2 0.393 1.5 LOS A 95 0.13 0.14 19.5 P 2 �j akcelik & associates aaTraffie aaSIDR T: \Projects \12883 -1 -2 (Willow Run Revised) \HCS \Working Files \HCS_Phase 2_5- 15 -06 \AM Produced by as SIDRA 2.1.1.354 Copyright© 2000 -2004 Akcelik & Associates Pty Ltd Generated 6/22/2006 12:25:37 PM • 6/22/2006 Movement Summary • Rt Drive 37 NB ramp & ]ubal Early 2012 Build -out Conditions PM Peak Hour Roundabout Vehicle Movements Dem Flow Deg of Aver Level of 95"x° Back of Prop. Eff. Stop Aver Mov No Turn o�uHV (veh /h) Satn Delay Service Q(ftje Qu Rate Speed (v /c) (sec) (mph) South Approach 32 L 17 2.6 0.418 13.5 LOS B 133 0.84 0.67 16.6 32 T 1 2.6 0.418 13.5 LOS B 133 0.84 0.67 16.6 32 R 282 2.6 0.418 13.5 LOS B 133 0.84 0.67 16.6 Approach 302 2.6 0.417 13.5 LOS B 133 0.84 0.67 16.6 East Approach 22 T 561 2.0 0.866 0.8 LOS A 731 0.38 0.13 19.3 23 R 831 2.0 0.866 1.7 LOS A 731 0.38 0.22 19.1 Adlik Approach 1392 2.0 0.865 1.3 LOS A 731 0.38 0.19 19.2 Mr West Approach 12 L 8 2.1 0.503 0.0 LOS A 0 0.00 0.00 20.0 12 T 856 2.1 0.503 0.0 LOS A 0 0.00 0.00 20.0 Approach 864 2.1 0.503 0.0 LOS A 0.00 0.00 20.0 All Vehicles 2558 2.1 0.866 2.3 LOS A 731 0.31 0.18 19.1 akcelik & associates aaTraffic aaSIDRA T: \Projects \12883 -1 -2 (Willow Run Revised) \HCS \Working Files \HCS_Phase 2_5- 15 -06 \PM Produced by aaSIDRA 2.1.1.354 Copyright© 2000 -2004 Akcelik & Associates Pty Ltd Generated 6/22/2006 12:25:49 PM • 6,/22/2006 Intersection: E - W:IRoute 622 Feather Dry File Name N -S: Route 37 (SB Ramp) Count ➢v JIP In ut By HK Am Location Winchester, VA Count Date 8/26/2004 15 Minute E➢: Route 622 WB'. Route 622 NB: Route 37 SB: Rout 37 15 Mm. Period N,S, . °eriod Beeining Left Thru Right Total Led Thru Right Total Left Thr Right Total Left Thru Right Total E & W Beeinine 7:00 12 12 8 8 0 81 0 14 95 115 700 7:15 15 15 7 7 0 90 1 21 112 134 7:15 7:30 11 II II 11 0 114 0 18 132 154 7S0 745 13 13 8 8 0 110 1 26 137 158 7-45 8:00 9 9 14 14 0 107 0 21 128 151 800 8:15 14 14 10 10 0 91 0 30 121 145 8:15 8:30 15 15 11 11 0 84 0 34 118 144 8:30 8:45 10 10 12 1 0 80 0 28 108 130 8:45 9:00 0 0 0 0 0 9:00 9:15 0 0 0 0 0 9:15 9:30 0 0 0 0 0 9:30 9:45 0 0 0 0 0 9:45 A.M. Total 0 0 99 99 81 0 0 81 0 0 0 0 757 2 192 951 1131 11 A.M. Total 400 8 8 8 8 0 116 - 1 18 135 151 4:00 4:15 11 11 14 14 0 122 0 19 141 166 4:15 4:30 14 14 13 13 0 131 1 24 156 183 4:30 445 10 10 17 17 0 134 0 29 163 190 4:45 5:00 17 17 21 21 0 147 0 42 189 227 5:00 5:15 15 15 18 18 0 137 2 40 179 212 5:15 5:30 12 12 15 15 0 116 1 31 148 175 5:30 545 8 8 11 11 0 100 0 26 126 145 5:45 6 00 0 0 0 0 0 6:00 6:15 0 0 0 0 0 6:15 6:30 0 0 0 0 0 6:30 :45 0 0 0 0 0 6:45 . Total 0 0 95 95 117 0 0 117 0 0 0 0 1003 5 229 1237 1449 P.M. Total I Hour EB: Route 622 WB: Route 622 NB: Route 37 [hThru Route 37 1 Hour Period N.S, Period Beeining Left Thor Right Total Left Thru Right Total Left Thru Right Total Right Total E & W Beeining 7:00 0 0 51 51 34 0 0 34 0 0 0 0 395 2 79 476 561 7:00 7:15 0 0 48 48 40 0 0 40 0 0 0 0 421 2 86 509 597 7:15 7:30 0 0 47 47 43 0 0 43 0 0 0 0 422 1 95 518 608 7:30 7:45 0 0 51 51. 43 0 0 43 0 0 0 0 392 1 111 504 598 7:45 8:00 0 0 48 48 47 0 0 47 0 0 0 0 362 0 113 475 570 8:00 8:15 0 0 39 39 33 0 0 33 0 0 0 0 255 0 92 347 419 8:15 8.30 0 0 25 25 23 0 0 23 0 0 0 0 164 0 62 226 274 8:30 8:45 0 0 10 10 12 0 0 12 0 0 0 0 80 0 28 108 130 845 9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 4:00 0 0 43 43 52 0 0 52 0 0 0 0 503 2 90 595 690 400 4:15 0 0 52 52 65 0 0 65 0 0 0 0 534 1 114 649 766 4:15 4:30 0 0 56 56 69 0 0 69 0 0 0 0 549 3 135 687 812 4:30 4:45 0 0 54 54 71 0 0 71 0 0 0 0 534 3 142 679 804 4:45 5:00 0 0 52 52 65 0 0 65 0 0 0 0 500 3 139 642 759 5:00 5:15 0 0 35 35 44 0 0 44 0 0 0 0 353 3 97 453 532 5:15 5:30 0 0 20 20 26 0 0 26 0 0 0 0 216 1 57 274 320 5:30 5:45 0 0 8 8 11 0 0 11 0 0 0 0 100 0 26 126 145 5:45 6:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 I Hour EB: Route 622 : R oute 622 Ne: Route 37 SB: Route 37 1 }lour Period FB N,S, Period Beeining Left Thru Right Total ft Thru Right Total Left Thru Ri -hi Total Left Thru Right Total & W 'N Beeining 7:30 0 0 47 47 43 0 0 43 0 0 0 0 422 1 95 518 608 7:30 . Peak PHF = 0.84 PHF = 0.77 PHF = # # # #8# PHF = 0.95 0.96 A.M. Peak 4:30 0 0 56 56 69 0 0 69 0 0 0 0 549 3 135 687 812 4:30 P. 4 Peak PHF = 0.82 PHF = 0.82 PHF = ## ## ## PHF = 0.91 0.89 P. M. Peak a section: E- W HANDLEY AVE WeatherlDry File Name N -S: MEADOW BRAN CH AVE Count BvIJJP I nput By JJP Locatio+vinchester.va C ount Datel6 /2/2004 U Minute EB: WB: HANDLEY AVE NB: MEADOW BRANCH A\ SB: MEADOW BRANCH AVE 15 Min. Period N.S, Period Begining Left Thru Right Total Left Thru light Total Lett Tluu Right Total Left Thru Right Total E & W Begining 7:00 0 0 0 0 2 0 4 6 0 31 10 41 1 35 0 36 83 7:00 7:15 0 0 0 0 7 0 7 14 0 38 12 50 2 37 0 39 103 7:15 7:30 0 0 0 0 5 0 11 16 0 40 11 51 1 42 0 43 110 7:30 7:45 0 0 0 0 4 0 16 20 0 41 12 53 3 46 0 49 122 7:45 8:00 0 0 0 0 4 0 12 16 0 48 16 64 1 44 0 45 125 8:00 8:15 0 0 0 0 3 0 14 17 0 42 14 56 0 40 0 40 113 8:15 8:30 0 0 0 0 6 0 10 16 0 36 12 48 2 38 0 40 104 8130 8:45 0 0 0 0 7 0 II 18 0 41 14 55 5 35 0 40 1 113 8:45 A.M. Total 0 0 0 0 38 0 85 123 0 317 101 41S 15 317 0 332 873 A.M. Total 16:00 0 0 0 0 4 0 6 10 0 82 14 96 6 76 0 82 188 16:00 16:15 0 0 0 0 3 0 10 13 0 90 7 97 5 80 0 85 195 16:15 16:30 0 0 0 0 2 0 8 10 0 94 6 100 4 83 0 87 197 16:30 16:45 0 0 0 0 3 0 11 14 0 102 11 113 7 97 0 104 231 16:45 17:00 0 0 0 0 2 0 16 18 0 110 14 124 11 107 0 118 260 1700 17:15 0 0 0 0 5 0 10 15 0 96 17 113 10 96 0 106 234 17:15 17:30 17:45 0 0 0 0 0 0 0 0 7 7 0 0 8 8 IS 15 0 0 89 80 15 10 104 90 8 6 84 ' 79 0 0 92 85 211 190 17:30 1245 P. M. Total 0 0 0 0 33 0 77 110 0 743 94 837 57 702 0 759 1706 P.M. Total I Hour ER: WE: HANDLEY AVE NR: MEAllOW BRAVCHA SB: MEADOW 3RANCH AVE (Hour N,S, Period O 'iod ning Left Thou Right Total Left Thor Right Total Left Thm Right Total Left Thru Right Total E & W Begining 7:00 7:15 7:30 7:45 8:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IS 20 16 17 20 0 0 0 0 0 38 46 53 52 47 56 66 69 69 67 0 0 0 0 0 150 167 171 167 167 45 51 53 54 56 195 218 224 221 223 7 7 5 6 8 160 169 172 168 157 0 0 0 0 0 167 176 177 174 165 418 460 470 464 455 7:00 7:15 7:30 7:45 8:00 16:00 16:15 16:30 16:45 17:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 10 12 17 21 0 0 0 0 0 35 45 45 45 42 47 55 57 62 63 0 0 0 0 0 368 396 402 397 375 38 38 48 57 56 406 434 450 454 431 22 27 32 36 35 336 367 383 384 366 0 0 0 0 0 358 394 415 420 401 811 883 922 936 895 16:00 16:15 16:30 16:45 17:00 1 Hour Period Begining 7:30 A.M. Peak EB: Left 0 Thru 0 Right 0 PHF = Total 0 WTI: Left 16 HANDLEY AVE Thru Right 0 53 PHF = Total 69 0.86 NB: Left 0 MEADOW BRANCH A Thru Right Total 171 53 224 PEE = 0.88 SB: Left 5 MEADOW Thm 172 BRANCH AVE Right Total 0 177 PHF = 0.90 N,S, E & W 470 0.94 1 Hour Period Begining 7:30 A.M. Peak 16:45 P. M. Peak 0 0 0 PHF = 0 17 0 45 PHF = 62 0.86 0 397 57 PHF = 454 0192 36 384 0 PHF = 420 0.89 936 0.90 16:45 P.M. Peak Ah section: E -W. BRECK17GE LN Weather Dry File Name N -S'. NIERRIMANS LN Count B) lIP Input By 1JY Location mnchester,ve C ount Date 6/3!2004 15 Minute EB: P'B: BRECKINRIDGE LN NB: MERRL \4ANS LN SB: MERRIMAN'S LN 15 Min. Period - N,S, Period Begining Left Thru Right Total Left T R Right Total Total Left Thru Right Total Left Thru Right Total E & W Begining 7:00 0 0 0 0 2 0 8 10 0 6 2 8 32 2 0 34 52 7:00 7:15 0 0 0 0 4 0 8 12 0 8 1 9 40 5 0 45 66 715 7:30 0 0 0 0 6 0 14 20 0 Il 2 13 46 6 0 52 85 7:30 745 0 0 0 0 4 0 10 14 0 12 3 11 49 7 0 56 85 7:45 8:00 0 0 0 0 5 0 14 19 0 17 4 21 61 7 0 68 108 8:00 8:15 0 0 0 0 3 0 is 21 0 14 4 18 63 6 0 69 108 8:15 8:30 0 0 0 0 3 0 17 20 0 12 1 13 64 8 0 72 105 8:30 8:45 0 0 0 0 4 0 15 19 0 10 2 12 60 4 0 64 95 8:45 A.M. Total 0 0 0 0 31 0 104 135 0 90 19 109 415 45 0 460 704 A.M. Total 16:00 0 0 0 0 16 0 68 84 0 8 0 8 48 11 0 59 151 16:00 16:15 0 0 0 0 15 0 77 92 0 11 1 12 51 14 0 65 169 16:15 16:30 0 0 0 0 19 0 84 103 0 6 2 8 56 14 0 70 181 16:30 16:45 0 0 0 0 18 0 85 103 0 8 2 10 60 16 0 76 189 16:45 17:00 0 0 0 0 24 0 96 120 0 10 0 10 72 17 0 89 219 17:00 17:15 0 0 0 0 26 0 90 116 0 12 3 15 74 16 0 90 221 17:15 17:30 0 0 0 0 21 0 89 110 0 10 1 11 68 14 0 82 203 17:30 17:45 0 0 0 0 17 0 76 93 0 8 2 10 59 ' 11 0 70 173 17:45 P.M. Total - 0o 0 0 156 0 665 821 0 73 11 84 488 113 0 601 1506 P.M. Total I Hour EB: WB: BRECKINRIDGE LN NB: MERRIMANS LN SB: MERREMANS LN I Hour 'iod N,S, Period ning Left Tnru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E &, W B^gmmg 700 0 0 0 0 16 0 40 56 0 37 8 - 45 167 20 0 187 238 7:00 7:15 0 0 0 0 19 0 46 65 0 48 10 58 196 25 0 221 344 7:15 7:30 0 0 0 0 18 0 56 74 0 54 13 67 219 26 0 245 386 7:30 7:45 0 0 0 0 15 0 59 74 0 55 12 67 237 28 0 265 406 7:45 8:00 0 0 0 0 15 0 64 79 0 53 11 64 248 25 0 273 416 800 1600 0 0 0 0 68 0 314 382 0 33 5 38 215 55 0 270 690 16:00 16:15 0 0 0 0 76 0 342 418 0 35 5 40 239 61 0 300 758 16:15 16:30 0 0 0 0 87 0 355 442 0 36 7 43 262 63 0 325 810 16:30 16:45 0 0 0 0 89 0 360 449 0 40 6 46 274 63 0 337 832 16:45 17:00 0 0 0 0 88 0 351 439 0 40 6 46 273 58 0 331 816 17:00 I Hour EB: WB: BRECKNRIDGE LN 7NBMI RRIMANS L V SB: MERRIMANS LN ! Hour Pertod N,S, Period Begtng Left Thru Right Total Left Thru R ight Total hru Right Total Left Thru Right Total & W Begining 8:00 A.M. Peak 0 0 0 PHF 0 = 15 0 64 PHF = 79 0.94 0 53 11 PHF 64 0.76 248 25 0 PHF 273 0.95 416 0.96 9:00 A.M. Peak 16:45 P.M. Peak 0 0 0 PHF 0 = 89 0 360 PHF = 449 0.94 0 40 6 PHF = 46 0.77 274 63 0 PHF — 337 094 832 0.94 1645 P.M. Peak 1 Y u r �rsecdon: E -W: ROUTE 50 - We ath er Dry File Name N -S: MERRIMAA'S LN Caun[ By l3P Input By J1P Location winches[er,va Count Date 6/3/2004 15 Minute E13: ROUTE 50 WB: ROUTE 50 NB: MERRIMANS LN SB: MEDICAL CENTER 15 Min, Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 7:00 4 129 12 145 14 41 5 60 10 7 12 29 4 0 3 7 241 7:00 7:15 6 137 16 159 21 48 8 77 12 9 15 36 2 2 3 7 279 7:15 7:30 8 144 20 172 26 51 6 83 17 10 17 44 6 1 1 8 307 7:30 7:45 10 151 24 I85 29 60 10 99 16 15 21 52 8 3 4 5 351 745 5:00 I1 169 26 206 32 71 12 115 17 10 26 53 7 5 3 15 369 8:00 8:15 7 174 27 208 35 74 12 121 20 11 22 53 4 4 6 14 396 3:15 8:30 3 166 21 190 37 69 II 117 14 15 IS 47 6 4 6 16 370 5:30 8:45 4 t50 20 174 32 66 7 105 16 14 15 45 6 3 4 13 337 8:45 A.M. Total 53 1220 166 14 ?9 226 480 71 777 122 91 146 359 43 22 30 95 2670 A.M. Total 16:00 8 138 42 188 34 240 8 282 40 5 15 60 31 30 8 69 599 16:00 16:15 l0 136 51 197 31 254 9 294 44 7 18 69 41 26 11 78 638 16:15 16:30 12 140 58 210 37 261 10 308 49 11 16 76 36 30 7 73 667 16:30 16:45 7 139 63 209 40 279 14 333 54 5 21 80 41 33 11 85 707 16:45 17:00 11 140 60 211 42 276 11 329 53 6 19 78 42 34 12 88 706 17:00 1' IS 14 141 66 221 40 251 8 299 56 6 24 86 40 29 13 82 688 17:15 17:30 10 133 58 201 35 244 10 289 49 4 20 73 36 21 ll 68 631 17:30 17:45 11 126 47 184 31 231 6 268 41 5 18 64 31 20 8 59 575 17:45 P.M. Total 1 83 1093 445 1621 290 2036 76 2402 386 49 151 586 298 223 81 602 5211 P. 1\7. Total 1 our Ell: ROUTE 50 WB: ROUTE 50 NB: MERRIMANS LN SB: MEDICAL CENTER I Hour iod N,S, Period Right Total Left Thru Right Total Left Thru Right Total E & W Begining ning Left Thru Right Total Left Thru 7:00 28 561 72 661 90 200 29 319 55 41 65 161 20 6 11 37 1178 7:00 7:15 35 601 86 722 108 230 36 374 62 44 79 185 23 II 11 45 1326 7:15 7:30 36 638 97 771 122 256 40 418 70 46 86 202 25 13 14 52 1443 7:30 7:45 31 660 98 789 133 274 45 452 67 51 87 205 25 16 19 60 1506 7:45 8:01) 25 659 94 778 136 280 42 458 67 50 81 198 23 16 19 58 1492 8:00 16:00 37 553 214 804 142 1034 41 1217 187 28 70 285 149 119 37 305 2611 16:00 16:15 40 555 232 827 150 1070 44 1264 200 29 74 303 160 123 41 324 2718 16:15 16:30 44 560 247 851 159 1067 43 1269 212 28 80 320 159 126 43 328 2768 16:30 16[45 42 553 247 842 157 1050 43 1250 212 21 84 317 159 117 47 323 2732 16:45 17:00 46 540 231 817 148 1002 35 1185 199 21 81 301 149 104 44 297 2600 17:00 1 Hour EB: ROUTE 50 WB: ROUTE 50 NB: MERRIMANS LN SB: MEDICAL CENTER 1 Hour N,S, Period Period Begining Left Thru Right Total Left Thru Right Total Left TI. Right Total Left Thru Right Total E & W Begining 7:45 31 660 98 789 133 274 45 452 67 51 87 205 25 16 19 60 1506 7:45 A. M. Peak PHF x 0.95 PLIF = 0.93 PHF = 0.97 PHF = 0.94 0.95 A.M. Peak 16:30 44 560 247 851 159 1067 43 1269 212 28 80 320 159 126 43 328 2768 16:30 N.M. Peak PHF = 0.96 PHF = 0.95 PHF = 0.93 PHF = 0.93 0.98 P.M. Peak 0 *section: E- W: ROUTE 622 N -S EST DR Loaation winchest""s Weatherbry Fil Name Count BvI11P I nput By 11P C ourt Date I6 /IR004 ` r u 15 Minute EB: ROUTE 622 NB'. ROUTE 622 NB: SB: HARVEST DR 15 Min. Period N.S, Period Be-min Left Thru Right Total Left Thru Righ[ Total Len Ttxu Rivhl Total Left Thru Right Total E & 'A' Beeining 7:00 8 151 0 159 0 54 7 61 0 0 0 0 11 0 8 19 239 7:00 7:15 12 L59 0 171 0 69 8 77 0 0 0 0 10 0 10 20 268 7:15 7:30 15 176 0 191 0 73 10 83 0 0 0 0 14 0 12 26 300 7:30 7:45 10 188 0 198 0 72 14 86 0 0 0 0 8 0 15 23 307 7:45 5:00 14 174 0 188 0 66 12 78 0 0 0 0 II 0 to 21 287 5:00 8:15 12 166 0 178 0 64 U 79 0 0 0 0 8 0 14 2 279 8:15 8:30 14 171 0 185 0 66 16 82 0 0 0 0 8 0 12 20 287 8:30 8:45 1 Il 164 0 175 0 60 15 75 0 0 0 0 9 0 15 24 274 8:45 A.M. Total 96 1349 0 1445 T 0 524 97 621 0 0 0 0 79 0 96 175 2241 FAkTotal 1600 6 139 0 145 0 180 21 201 0 0 0 0 6 0 12 IS 364 16:00 16:15 8 142 0 150 0 194 23 217 0 0 0 0 10 0 tt 21 388 16:15 16:30 6 144 0 150 0 207 21 228 0 0 0 0 14 0 12 26 404 16:30 16:45 11 149 0 160 0 211 26 237 0 0 0 0 10 0 10 20 417 1645 17:00 8 159 0 167 0 221 29 250 0 0 0 0 11 0 11 22 439 17:00 17:15 10 151 0 161 0 216 22 238 0 0 0 0 16 0 8 24 423 17:15 17:30 7 142 0 149 0 192 21 213 0 0 0 0 10 0 10 20 382 17:30 1745 8 133 0 141 0 188 16 204 0 0 0 0 11 0 7 18 363 17:45 P.M. Total 64 1159 0 1223 1 0 1609 179 1788 0 0 0 0 88 0 81 169 3180 P.M. Total 1 Hour EB: ROUTE 622 WE: ROUTE 622 NB: SB: HARVEST DR 1 Hour iod N,S, Period ling Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Rieht Total E & W Beeining 7:00 45 674 0 719 0 268 39 307 0 0 0 0 43 0 45 88 1114 7:00 7:15 51 697 0 748 0 280 44 324 0 0 0 0 43 0 47 90 1162 7:15 7:30 51 704 0 755 0 275 51 326 0 0 0 0 41 0 51 92 1173 7:30 745 50 699 0 749 0 268 57 325 0 0 0 0 35 0 51 86 1160 7:45 8:00 51 675 0 726 0 256 58 314 0 0 0 0 36 0 51 87 1127 8:00 16:00 31 574 0 605 0 792 91 883 0 0 0 0 40 0 45 85 1573 1600 16:15 33 594 0 627 0 833 99 932 0 0 0 0 45 0 44 89 1648 16:15 16:30 35 603 0 638 0 855 98 953 0 0 0 0 51 0 41 92 1683 16:30 16:45 36 601 0 637 0 840 98 938 0 0 0 0 47 0 39 86 1661 16:45 17:00 33 585 0 618 0 817 88 905 0 0 0 0 48 0 36 84 1 1607 17:00 I Hour EB: ROUTE 622 'A ROUTE 622 NB: SB: HARVEST DR I Hour Period N,$ Period Beeining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Rieht Total E S W Beeining 7:30 51 704 0 755 0 275 51 326 0 0 0 0 41 0 51 92 1173 7:30 A.M. Peak PHF = 0.95 PHF = 0.95 PFIF = PHF = 0.88 0.96 A.M. Peak 16:30 35 603 0 638 0 855 98 953 0 0 0 0 51 0 41 92 1683 16:30 P.M. Peak THE = 0.96 PHF = 0.95 PHF = PHF = 0.88 11.96 P.M. Peak ` r u Ah Nwersection: E -W: ROUTE 622 Weather Dry File Name N- S: ROU'FE 621 Count By pip [npu(By JSP Location wiochesteu'a Count Date 6/9/2004 EB: ROUTE 622 'AT ROUTE 622 NB: ROUTE 621 SB: ROUTE 621 I5 Min. ij N.S, Period Left Thin Right Total Lett Thru Right Total Left Thru Right Total Left Thru Right Total E & 'A' Bemmm 700 3 11 1 15 10 3 3 16 2 16 14 32 3 6 0 9 72 7:00 715 3 1-, 3 18 12 5 5 22 0 21 14 35 1 8 1 10 85 7:15 7d0 4 16 2 22 14 7 4 25 0 22 17 39 3 11 0 14 100 7:30 7:45 2 12 2 16 16 6 5 27 1 20 12 33 4 9 1 14 90 7:45 8:00 5 1, 4 26 17 8 6 31 0 24 18 42 7 12 2 21 120 8:00 8:15 5 IS 4 24 16 8 6 30 1 27 21 49 6 10 1 17 120 8:15 8:30 6 12 2 20 14 11 5 30 0 20 20 40 8 8 0 16 106 8:30 8:45 5 9 2 16 12 12 7 31 0 16 16 32 6 7 1 14 93 8:45 A.M. Total 33 I04 20 157 111 60 41 21'_ 4 166 132 302 38 71 6 115 786 A.M. Total 16:00 6 8 2 16 17 21 14 52 8 6 7 21 6 14 1 21 110 1600 16:15 4 10 1 15 14 26 12 52 7 8 8 23 5 10 2 17 107 16 15 16:30 3 14 0 17 19 30 16 65 10 11 10 31 7 11 3 21 134 16:30 16:45 4 11 2 17 21 35 16 72 12 10 14 36 4 15 1 20 145 16:45 17:00 3 12 0 U 27 33 17 77 11 14 10 35 5 10 0 IS 142 1700 17:15 4 14 1 19 24 30 14 68 7 12 11 30 3 12 2 17 134 17:15 17:30 2 U 1 16 21 26 12 59 6 10 12 28 2 14 0 16 119 17:30 17:45 4 13 0 17 19 23 11 53 9 9 10 28 2 9 1 12 110 17:45 P. M. Tmal 30 9S 7 132 162 224 112 498 70 80 S2 232 34 9S 10 139 1001 P.M. Total I Hour EB: ROUTE 622 WB: ROUTE 622 NB: ROUTE 621 SB: ROUTE 621 1 Hour riod N,S, Period 'Wing Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Beeining 7:00 12 51 8 71 52 21 17 90 3 79 57 139 11 34 2 47 347 7:00 7:15 14 57 11 82 59 26 20 105 1 87 61 149 15 40 4 59 395 7:15 7:30 16 60 12 88 63 29 21 113 2 93 68 163 20 42 4 66 430 7:30 745 18 56 12 86 63 33 22 118 2 91 71 164 25 39 4 68 436 7:45 8:00 21 53 12 86 59 39 24 122 1 87 75 163 27 37 4 68 439 8:00 1600 17 43 5 65 71 112 58 241 37 35 39 111 22 50 7 79 496 1600 16:15 14 47 3 64 81 124 61 266 40 43 42 125 21 46 6 73 528 16:15 1630 14 51 3 68 91 128 63 282 40 47 45 132 19 48 6 73 555 16:30 16:45 13 50 4 67 93 124 59 276 36 46 47 129 14 51 3 68 540 16:45 1700 13 52 2 67 91 112 54 257 33 45 43 121 12 45 3 60 505 17:00 1 Hour EB: ROUTE 622 WE: ROUTE 622 NB: ROUTE 621 TS�B ROUTE 6'1 1 Hour Period 1,',S, Period Beeining Left Thor Right Total Left Thru Right Total Left Toro Ri Thru Right Total E & W Beginiag 8:00 21 53 12 86 59 39 24 122 1 87 75 163 27 37 4 68 439 8:00 A.M. Peak PHF = 0.83 PHF = 0.98 PHF = 0.83 PHF = 0.81 0.91 A.M. Peak 16:30 14 51 3 68 91 128 63 282 40 47 45 132 19 48 6 73 555 16:30 P.M. Peak PHF = 0.89 PHF = 0.92 PHF = 0.92 PHF = 0.87 0.96 P.M. Peak • Intersection: E- ':I abaI Earl' Dr Weather Dry File Name N-5: Valley Ave (Route 11) ... _ _ Count By J1P Input By HK Location I Winchester, VA Count Data 9/1/2004 - 15 Minute : lu10 Ear ly Dr WB. Jubal Ea rly Dr NB: Route I1 SB: Route 11 15 Min. Period [E c B NS, Period Begininw n Thru Right Total Left Thru Rium Total Left Turn Rishl Total Left Rioht Total E & 1 \' Beaming 7:00 6 53 11 70 48 26 6 80 8 70 33 111 33 45 9 S7 348 7:00 7:15 8 48 9 65 52 25 4 HI 5 65 40 110 40 47 8 95 351 715 7:30 10 50 12 72 62 28 6 96 6 61 48 115 43 50 11 104 387 7:30 7:45 14 58 14 86 66 25 11 102 11 74 54 139 44 51 14 109 436 7:45 8:00 16 67 19 103 61 32 14 107 10 84 66 160 56 59 17 132 501 8:00 8.15 10 60 16 86 54 34 16 104 12 S4 51 147 51 55 21 127 464 8:15 S:30 13 65 II 89 60 44 15 119 14 74 52 140 39 84 16 139 487 8:30 8:45 14 68 15 97 59 46 15 120 16 70 53 139 41 76 16 133 489 8:45 9:00 0 0 0 0 0 9:00 9:15 0 0 0 0 0 9:15 9:30 0 0 0 0 0 9:30 9:45 0 0 0 0 0 945 A.bt. Total 91 469 107 667 462 260 87 809 82 582 397 1061 F347 467 112 926 3463 A.M. Total 16:00 17 45 16 78 61 47 72 180 21 55 41 117 37 50 14 101 476 16:00 16:15 21 58 14 93 72 48 71 191 36 59 44 139 46 52 22 120 543 16:15 16:30 22 80 18 120 78 55 84 217 32 71 56 159 42 76 26 144 640 16:30 16:45 19 78 21 Ii8 91 65 96 252 31 96 69 196 40 95 40 175 741 16:45 17:00 24 100 24 148 98 79 107 284 37 95 71 203 37 99 42 178 813 17:00 17:15 27 95 21 143 90 69 89 248 32 93 61 186 44 96 37 177 754 17:15 17:30 21 90 20 131 86 52 72 210 31 89 54 174 37 82 31 150 665 17:30 17:45 l8 95 15 128 79 60 66 205 26 60 49 135 33 69 33 135 603 17:45 18:00 0 0 0 0 0 18:00 18:15 0 0 0 0 0 16:15 18:30 0 0 0 0 0 18:30 :45 0 0 0 0 0 1 18:45 'RIF . — T — ouil 169 641 149 959 655 475 657 1787 246 618 445 1309 316 619 245 1180 5235 P.M. Total I Hour B: Juba1 Early Dr WB: Jubal Early Dr NB: Route 11 SB: Route I 1 I Hour Period IIE-e N,S, Period Begining R Thin Right Total LeR Than Right Total Left Thru Right Iotal Len Thru Right Total E & W Begining 7:00 38 209 46 293 228 104 27 359 30 270 175 475 160 193 42 395 1522 7:00 7:15 48 223 54 325 241 110 35 386 32 284 208 524 183 207 50 440 1675 7:15 7:30 50 235 61 346 243 119 47 409 39 303 219 561 194 215 63 472 1788 7:30 7:45 53 25D 60 363 241 135 56 432 47 316 223 586 190 249 68 507 1888 7:45 8:00 53 26D 61 374 234 156 60 450 52 312 222 586 187 274 70 531 1941 8:00 8:15 37 193 42 272 173 124 46 343 42 228 156 426 131 215 53 399 1440 8:15 8:30 27 133 26 186 119 90 30 239 30 144 105 279 80 160 32 272 976 8:30 8:45 14 68 15 97 59 46 15 120 16 70 53 139 41 76 16 133 489 8:45 9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 900 1600 79 261 69 409 302 215 323 840 120 281 210 611 165 273 102 540 2400 1600 16:15 86 316 77 479 339 247 358 944 136 321 240 697 165 322 130 617 2737 16:15 16:30 92 353 84 529 357 268 376 1001 132 355 257 744 163 366 145 674 2948 16:30 16:45 91 363 86 540 365 265 364 994 131 373 255 759 158 372 150 680 2973 16:45 17:00 90 380 80 550 353 260 334 947 126 337 235 698 151 346 143 640 2835 1700 17:15 66 280 56 402 255 181 227 663 89 242 164 495 114 247 101 462 2022 17:15 17:30 39 185 35 259 165 112 138 415 57 149 103 309 70 151 64 285 1268 17:30 17:45 18 95 15 128 79 60 66 205 26 60 49 135 33 69 33 135 603 17:45 18:00 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 OL 0 18:00 I Hour EB: Jubal Early Dr WE Mal Early Dr NB: Route 11 SB: Route I I I Hour Period N,S, Period Beginin_ Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 8:00 53 260 61 374 1 234 156 60 450 52 312 222 586 187 274 70 531 1941 8:00 = 0.92 PHF = 0.94 HE = 0.92 PHF = 0.96 0.97 A. M. Peak 1 Pcak 6:45 P.M. Peak 91 363 PHF 86 PHF = 540 0.91 365 265 364 PFIF = 994 0.88 131 373 255 PHF = 759 0.93 158 372 150 PHF = 680 0.96 2973 0.91 16:45 P.Id. Peak Ab ersectim E- W:IROUTE 50 Weather Dry File Name N -S: RT 37 NB RAMP Count By UP lnpu[ Br 77P Location WM- HESTER.VA Count Date 4/3/2002 15 Minute ED : ROUTE 50 WB: ROUTE 50 NB: RT 37 RAMP SB: RT 37 RAMP 15 Min. Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Bomorg 7 :00 100 127 0 227 0 38 10 48 58 0 44 102 0 0 0 0 377 7:00 7:15 116 169 0 285 0 86 29 115 59 0 86 145 0 0 0 0 545 7:15 7:30 144 199 0 343 0 124 51 175 64 0 124 188 0 0 0 0 706 7:30 7:45 145 238 0 383 0 121 56 177 60 0 139 199 0 0 0 0 759 7:45 8:00 109 196 0 305 0 89 44 133 54 0 144 198 0 0 0 0 636 8:00 8:15 94 182 0 276 0 64 25 89 49 0 149 198 0 0 0 0 563 8:15 S:30 76 169 0 245 0 66 22 88 40 0 116 156 0 0 0 0 489 8:30 S:45 60 150 0 210 0 65 19 84 44 0 99 143 0 0 0 0 437 8:45 A.M. Total 844 1430 0 2274 0 653 256 909 428 0 901 1329 0 0 0 0 4512 FA.M. Total 16:00 33 79 0 112 0 240 40 280 76 0 35 111 0 0 0 0 503 16:00 16:15 38 86 0 124 0 259 46 305 82 0 40 122 0 0 0 0 551 16:15 16:30 41 91 0 132 0 277 53 330 95 0 45 140 0 0 0 0 602 1680 16:45 49 101 0 150 0 284 60 344 110 0 49 159 0 0 0 0 653 16A5 17:00 56 107 0 163 0 297 78 375 99 0 51 150 0 0 0 0 688 17:00 17:15 41 94 0 135 0 288 70 358 82 0 58 140 0 0 0 0 633 17:15 17:30 34 88 0 122 0 254 60 314 67 0 48 115 0 0 0 0 551 17:30 17:45 28 14 0 102 0 239 49 288 52 0 40 92 0 ' It 0 0 482 1745 P.M. Total 320 720 0 1040 0 2138 456 2594 663 0 366 1029 0 0 0 0 4663 P.M. Total 1 Hour FB: ROUTE 50 50 NB: RT 37 RAMP SB: RT 37 RAMP 1 Hour 10d E'A"B:ROUT�1 N,S, Period i oink Left Thru Right Total Right Total Left Thru Right Total Left Thru Right Total E R W Begining 7:00 505 733 0 1238 0 369 146 515 241 0 393 634 0 0 0 0 2387 7:00 7:15 514 802 0 1316 0 420 180 600 237 0 493 730 0 0 0 0 2646 7:15 7:30 492 815 0 1307 0 398 176 574 227 0 556 783 0 0 0 0 2664 7:30 745 424 785 0 1209 0 340 147 487 203 0 548 751 0 0 0 0 2447 7:45 8:00 339 697 0 1036 0 284 110 394 187 0 508 695 0 0 0 0 2125 8:00 16:00 161 357 0 518 0 1060 199 1259 363 0 169 532 0 0 0 0 2309 16:00 16:15 184 385 0 569 0 1117 237 1354 386 0 185 571 0 0 0 0 2494 16:15 16:30 187 393 0 580 0 1146 261 1407 386 0 203 589 0 0 0 0 2576 16:30 16:45 180 390 0 570 0 1123 268 1391 358 0 206 564 0 0 0 0 2525 16:45 17:00 159 363 0 522 0 1078 257 1335 300 0 197 497 0 0 0 0 2354 1700 1 Hour FB: ROUTE 50 - [W D: ROUTE 50 N13 RT 37 RAMP SB: RT 37 RAMP 1 Hour Period N,S, Period Beeinim__ Len Th. Right Total Left Thru Right Total Left Thru Right Total Left 'Thru Right Total E & W Begining 7:30 492 815 0 1307 0 398 176 574 227 0 556 783 0 0 0 0 2664 7:30 A.M. Peak PHF = 0.85 PHF = 0.81 PHF = 0.98 PBP = 0.88 A.M. Peak 76:30 187 393 0 580 0 1146 261 1407 386 0 203 589 0 0 0 0 2576 16:30 P.M. Peak PHF = 0.89 P = 0.94 PHF = 0.93 PHF = 0.9 P.M. Peak • Ah section: E -UTE 50 WeatherlDry File Name Ni -5: RT 37 SB RAMP Count ByIJJP Input By 11P Location R'INCHESTER.VA C oum DatC1412 5 /2 002 15 Minute EB: ROUTE 50 WH: ROUTE 50 NB: RT 37 RAM9:1 RT 37 RAMP 15 Min. Period N ,S, Period Begining Izft Thru Rigla[ Total Left Thru Right 'Local Left Thru R Thm Right Total P & W Bcoimng 0 70 70 30 0 0 30 0 0 38 0 29 67 167 7:00 0 0 89 89 48 0 0 48 0 0 49 0 30 79 216 7:15 0 0 116 116 46 0 0 46 0 0 85 0 38 123 285 7:30 45 J00 7: 0 0 122 122 51 0 0 51 0 0 86 0 40 126 299 7:45 0 0 120 120 60 0 0 60 0 0 0 0 90 0 36 126 306 8:00 0 0 129 129 50 0 0 50 0 0 0 0 81 0 38 119 298 8:15 0 0 104 104 41 0 0 41 0 0 0 0 60 0 36 96 241 8:30 0 0 96 96 33 0 0 33 0 0 0 0 49 0 30 79 208 8:45 .4. NI. Total 0 0 846 846 359 0 0 359 0 0 0 0 538 0 277 815 j 2020 A.M. Total 16:00 0 0 72 72 90 0 0 90 0 0 0 0 34 0 88 122 284 16:00 16:15 0 0 76 76 96 0 0 96 0 0 0 0 36 0 92 128 300 1615 16:30 0 0 84 84 107 0 0 107 0 0 0 0 48 0 107 155 346 16:30 16:45 0 0 90 90 146 0 0 146 0 0 0 0 59 0 148 207 443 16:45 17:00 0 0 92 92 154 0 0 154 0 0 0 0 50 0 149 199 445 17:00 17:15 0 0 86 86 140 0 0 140 0 0 0 0 46 0 113 159 385 17:15 17:30 0 0 66 66 133 0 0 133 0 0 0 0 40 0 102 142 341 17:30 17:45 0 0 59 59 121 0 0 121 0 0 0 0 38 ' 0 89 127 307 17:45 P.M. Total 0 0 625 625 987 0 0 987 0 0 0 0 351 0 888 1239 2851 P.M. Total 1 Hour EB: ROUTE 50 WB: ROUTE 50 NB: RT 37 RAMP Se: RT 37 RAMP I Hour iod N,S, Period Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining Wing Left Thou Right Total Left 7:00 0 0 397 391 115 0 0 175 0 0 0 0 258 0 137 395 967 7:00 7:15 0 0 447 447 205 0 0 205 0 0 0 0 310 0 144 454 1106 7:15 7:30 0 0 487 487 207 0 0 207 0 0 0 0 342 0 152 494 1188 7:30 7:45 0 0 475 475 202 0 0 202 0 0 0 0 317 0 150 467 1144 7:45 8:00 0 0 449 449 184 0 0 184 0 0 0 0 280 0 140 420 1053 8:00 16:00 0 0 322 322 439 0 0 439 0 0 0 0 177 0 435 612 1373 16:00 16:15 0 0 342 342 503 0 0 503 0 0 0 0 193 0 496 689 1534 16:15 16:30 0 0 352 352 547 0 0 547 0 0 0 0 203 0 517 720 1619 16:30 16:45 0 0 334 334 573 0 0 573 0 0 0 0 195 0 512 707 1614 16:45 17:00 0 0 303 303 548 0 0 548 0 0 0 0 174 0 453 627 1478 17:00 1 Hour EB: ROUTE 50 WB: ROUTE 50 NB: RT 37 RAMP SB: RT 37 RAMP 1 Hour N,S, Period Period Begining Left Thus Right Total Left Thou Right Total LeEl Thru Rich[ Total Left Th. Right Total E &W Begining 7:30 0 0 487 487 207 0 0 207 0 0 0 0 1 342 0 152 494 1188 730 A.M. Peak PHF = 0.94 PIIF = 0.86 PHF = PHF = 0.98 0.97 A.M. Peak 16:30 0 0 352 352 547 0 0 547 0 0 0 0 203 0 517 720 1619 16:30 P.M. Peak PHF = 0.96 PHF = 0.89 HE I PHF = 0.87 0.91 P -iM. Peak • Intersection: E- '2 622 Weather Dry Pil Frame N -S-. Route 37 NB Ramp Count By JJP I nput By HK AdINL Localion Winchester, VA Count Date 8/26/2004 Minute EB: Rou:e 623 WB: Rowe 622 NB: Route 37 SB: Rout 37 U Min. Period T T Period Leta Thru Right Total Leh Thru Right Total Left Thru Righl Total Left Thru Right Begining 7:00 14 0 14 0 69 69 3 0 21 24 0 107 7:00 7:15 17 0 17 0 81 81 1 0 24 25 0 123 715 7:30 21 0 21 0 90 90 4 0 27 31 0 142 730 7:45 20 0 20 0 94 94 3 0 23 26 0 140 7.45 8:00 27 0 27 0 107 107 2 0 25 27 0 161 8:00 8:15 21 0 21 0 96 96 5 0 29 34 0 151 8:15 8:30 18 0 18 0 81 81 3 0 24 27 0 126 830 8:45 21 0 21 0 70 70 3 0 26 29 0 120 8'45 9:00 0 0 0 0 0 9:00 9:15 0 0 0 0 0 9:15 9:30 0 0 0 0 0 9:30 9:45 0 0 0 0 0 945 A.M. Tom] U9 0 0 159 0 0 688 688 24 0 199 223 0 0 0 0 F 1070 A.M. Total 4:00 6 0 6 0 140 140 16 0 5 21 0 167 4:00 4 -15 8 0 8 0 142 142 14 0 7 21 0 171 4:15 4:30 11 0 11 0 U9 159 17 0 11 28 0 198 4:30 4:45 10 0 10 0 177 177 24 0 16 40 0 227 4:45 5:00 14 0 14 0 176 176 29 0 21 50 0 240 5:00 5:15 10 0 10 0 150 1 A 31 0 18 49 0 209 5:15 5:30 8 0 8 0 129 129 22 0 14 36 0 173 5:30 5:45 9 0 9 0 120 120 18 0 11 29 0 158 5:45 6:00 0 0 0 0 0 6:00 6:15 0 0 0 0 0 6:15 6:30 0 0 0 0 0 6:30 A IMW:45 0 1 0 0 0 0 6:45 Jooal 76 0 0 76 0 0 1193 1193 171 0 103 274 0 0 0 0 1543 P.M. Total I Hour EB: Route 622 WB: Route 622 NB: Route 37 SB: Route 37 1 Hour Period N,S, Period Begining Left Tleu Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 7:00 72 0 0 72 0 0 334 334 11 0 95 106 0 0 0 0 512 7:00 7:15 85 0 0 85 0 0 372 372 10 0 99 109 0 0 0 0 566 315 7:30 89 0 0 89 0 0 387 387 14 0 104 ]IS 0 0 0 0 594 7:30 7:45 66 0 0 86 0 0 378 378 13 0 101 114 0 0 0 0 578 7:45 8:00 87 0 0 87 0 0 354 354 13 0 104 117 0 0 0 0 558 8:00 8:15 60 0 0 60 0 0 247 247 11 0 79 90 0 0 0 0 397 8:15 8:30 39 0 0 39 0 0 151 151 6 0 50 56 0 0 0 0 246 8:30 8:45 21 0 0 21 0 0 70 70 3 0 26 29 0 0 0 0 120 8:45 9:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:00 4:00 35 0 0 35 0 0 618 618 71 0 39 110 0 0 0 0 763 4:00 4:15 43 0 0 43 0 0 654 654 84 0 55 139 0 0 0 0 836 4:15 430 45 0 0 45 0 0 662 662 101 0 66 167 0 0 0 0 874 4:30 4:45 42 0 0 42 0 0 632 632 106 0 69 175 0 0 0 0 849 4:45 5:00 41 0 0 41 0 0 575 575 100 0 64 164 0 0 0 0 780 5:00 5:15 27 0 0 27 0 0 399 399 71 0 43 114 0 0 0 0 540 5:15 5:30 17 0 0 17 0 0 249 249 40 0 25 65 0 0 0 0 331 5:30 5'45 9 0 0 9 0 0 120 120 IS 0 II 29 0 0 0 0 158 5:45 6:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:00 1 Hour EB: Route 622 WB: Route 622 NB: Route 37 SB: Route 37 1 Hour Period N,S, Period Begining Left Thru Right Total Left Thru Right Total Left Thru Right Total Left Thru Right Total E & W Begining 7:30 89 0 0 89 0 0 387 387 14 0 104 118 0 0 0 0 594 7:30 A. Peak PHF = 0.82 PHF = 0.90 PHF = 0.87 PHF = ###### 0.92 A.M. Peak :30 45 0 0 45 0 0 662 662 101 0 66 167 0 0 0 0 874 4:30 P. M. Peak PHF = 0.80 PHF = 0.94 PHF = 0.84 PHF = YrRtt#kH 0.91 P.M. Peak