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HomeMy WebLinkAboutZMA199500004 Study 1995-06-07 0�y �'i iiiii Q:. Traffic Impact Study it 111 North Fork Business Park Y::$ II pi Albemarle County, Virginia ilig II Prepared for: The University of Virginia Real Estate Foundation Prepared by: !/I\\\ 'ill" NI <t\'11 \Asi6‘111L\g"PIT WILBU2 SMITH ASSOCIATES June 7, 1995 ::.4:nv:;.;....r... •:vwr: .:.......;...: v:::::: . ...............::.v:::......• rr:::•:::...,.;...:::•::...;;. L'5........::::wn.....,.....}:4 L�.?�...A}n::}.:R.. : .x{!•^•• .xv::: ::::: : :: ::::::::::Y.•:4:v}::{ii.i:.'v ....v:::: ::}}}i}}:v:biiiii::i.v::•}:4:{•ii?i}}i}iiiii}:::.i::viiiii:i:{4i: .r... ... .. ....:. >}!fi' .{{:......R..:.•MIL{L{Or...:.. ...............:;.....:... •::::::..;..:v.. :::::: :::::::::::.. :.: ..... ... EXECUTIVE SUMMARY North Fork Business Park, owned by the University of Virginia Real Estate Foundation, is currently being planned in Albemarle County, Virginia. The property is located in the northwest quadrant of the Rt. 29/Rt. 649 intersection, between Rt. 606 and the Rt 29 corridor. North Fork will consist of general office, light industrial, research and development, support commercial and hotel land uses. In working with Albemarle County and VDOT (Culpeper District), it was agreed that the year 2015 should be used for the full buildout year for purposes of this traffic analysis. To determine the impact of North Fork at full development on the adjacent roadway network, Wilbur Smith Associates performed this traffic impact study. The report includes recommended roadway improvements necessary to accommodate the normal traffic growth in the area, as well as the projected traffic that will be generated by North Fork at certain years of the phased development. At the request of the VDOT Culpeper District, the projected local background traffic was analyzed with the proposed Meadowcreek Parkway - Western Alignment. Site and Planned Development Characteristics It is anticipated that North Fork, at full development, will have three direct access locations - at Rt. 29 to the east, Rt. 649 to the south and Rt. 606 to the west. The internal site circulation is via three interconnected roads: 1. An extension of Quail Run from Rt. 606 to a "T" intersection; 2. Road A which runs from Rt. 29 to the extension of Quail Run; and 3. Road B which runs from the extension of Quail Run to Rt. 649. At full development, North Fork will consist of 2,300,000 square feet of general office, 400,000 square feet of light-industrial and support commercial land uses consisting of 110,000 square feet of support retail and a 250-room hotel. Based on the North Fork Master Plan, it is anticipated that at full development, North Fork will generate 27,545 vehicle trips per day. Based on population census data from the Charlottesville Transportation Study, the majority of this traffic was distributed to the south on Rt. 29 (67%). The remainder of the site traffic was distributed as follows: 1 percent from the north on Rt. 606, 21 percent from the north on Rt. 29, 5 percent from the east on Rt. 649 and 6 percent from the south on Rt. 606. Based on the above distribution, the anticipated site traffic was derived to determine the impact of North Fork on the existing roadway network at various phases of development: 2005, 2010 and 2015. It is assumed that the following features will be in place by 2005: 1. Rt. 649 is planned as a 4-lane facility, consistent with the County and areawide plans to upgrade access between Charlottesville Airport and Rt. 29. i 2. Rt. 29 is planned as a 6-lane facility between Rt. 649 and the South Rivanna River, consistent with ongoing regional plans to ensure Rt. 29 functions as a high quality transportation corridor. Its intersection with Rt.649 is assumed to have dual left-turn lanes on all four approaches. 3. At the County's direction, it is assumed that the Meadowcreek Parkway (western alignment) will not align with the North Fork entrance at Rt. 649. The future background volumes on Rt. 649 do, however, reflect the Meadowcreek Parkway traffic. 4. Volumes are shown for a 21.7 acre parcel on Quail Run assumed to be developed as light industrial by 2005. Seventy-nine percent of this traffic is assumed to use Rt. 606 and the remaining 21% is assumed to use North Fork's internal road network to access Rt. 29 to the north. Projected "cut-through" traffic from Chris Greene Lake is not included since daily volumes will be less than 10 vehicles based upon data provided by the County. For purposes of this analysis, it was assumed that: 1. Phase I development will occur along Road "A" and Quail Run; both "cul-de-sacs" with no connection to each; 2. Phase II will include a roadway connection between Road "A" and Quail Run, thereby permitting travel through the site between Routes 29 and 606; and 3. Phase III (and full development) will include the completion of Road "B" to Route 649, thereby permitting circulation throughout the site and access to any of three entrances: Routes 29, 649 and 606. Local background traffic (annual average daily traffic volumes) and year 2015 with the Meadowcreek Parkway was obtained from the VDOT Culpeper District and Albemarle County respectively. Site plus local background traffic were combined to estimate the total traffic demand. It should be noted that recently updated existing traffic data (provided by VDOT) and further refinement of traffic assumptions have resulted in background traffic projections different from the previously submitted traffic study (December 14, 1994). Recommended Roadway Improvements To accommodate future background traffic and North Forth site traffic, it is apparent that major access at several key locations is essential. The following table is a summary of the proposed buildout roadway improvements at critical locations. These are more fully explained in the report. ii RECOMMENDED ROAD GEOMETRICS AT FULL BUILDOUT W/MEADOWCREEK PARKWAY-Western Alignment Intersection Required to Support Background(Figure 8) Required to Support Background&Site(Figure 8) Rt. 649/Rt. 29 o 4-lane, Rt. 649 o 4-lane, Rt. 649 o 6-lane, Rt. 29 o 6-lane, Rt. 29 o Dual left-turn, o Dual left-turn, all approaches all approaches o Channelized o Channelized right-turn, SB Rt. 29 right-turn, SB Rt. 29 &EB Rt. 649 &EB Rt. 649 o Upgrade Signal o Upgrade Signal o An upgraded intersection to accommodate full site development in 2015. Rt. 649/Rd. B o Not Applicable o 4-lane, Rt. 649 (Year 2015 Only) o Dual left-turn, SB Rd. B o Channelized right-turn,WB Rt. 649 o Right-turn lane, SB Rd. B o Left-turn lane, EB Rt. 649 o Add Signal Rt. 649/Rt 606 o Dual left-turn, WB Rt. 649 o Dual left-turn,WB Rt. 649 o Single lane for left,through&right-turns, o Single lane for left, through&right-turns, EB Rt. 649 EB Rt.649 o Right-turn lane, NB Rt. 606 o Right-turn lane, NB Rt. 606 &WB Rt. 649 &WB Rt. 649 o Add Signal o Add Signal Quail Run/Rt. 606 o Single lane for through&right-turns, o Single lane for through&right-turns, NB Rt. 606 NB Rt. 606 o Single lane for throught&left-turns, o Single lane for throught&left-turns, SB Rt. 606 SB Rt. 606 o Right-turn lane,WB Quail Run o Left-turn lane, WB Quail Run Road A/Rt. 29 o Not Applicable o 2-lane NB Rt.29&3-lane SB Rt 29. o Channelized right-turn, SB Rt. 29 o Dual left-turn, EB Rd.A &NB Rt. 29 o Dual right-turn, EB Rd.A TABLE OF CONTENTS CHAPTER PACE 1 INTRODUCTION 1 Site Location 1 Anticipated Site Traffic Generation 1 2 EXISTING CONDITIONS 5 Existing Traffic Volumes 5 3 ANTICIPATED TRAFFIC CONDITIONS 7 Anticipated Local Background Traffic Volumes 7 Anticipated Site Distribution and Traffic Volumes 8 4 RECOMMENDED ROADWAY IMPROVEMENTS 9 Planned and Recommended Roadway Network 9 Capacity Analysis and Findings 9 APPENDICES Appendix A - WSA Peak Period Turning Movement Counts & Existing Highway Capacity Analysis Worksheets Appendix B - Work Sheets for Years 2005, 2010 & 2015 ADT to Peak Hour & 21.7 acre Undeveloped Parcel Trip Generation Appendix C - Census Data and Site Distribution Calculations Appendix D - 2005 Highway Capacity Analysis Worksheets (With Meadowcreek Parkway) Appendix E - 2010 Highway Capacity Analysis Worksheets (With Meadowcreek Parkway) Appendix F - 2015 Highway Capacity Analysis Worksheets (With Meadowcreek Parkway) ILLUSTRATIONS FIGURE FOLLOWS PAGE 1 SITE ROAD/LAND USE MAP 1 2 EXISTING 1995 TRAFFIC VOLUMES 5 3 AVERAGE ANNUAL DAILY TRAFFIC VOLUMES 7 4a ANTICIPATED 2005 BACKGROUND TRAFFIC VOLUMES 7 4b ANTICIPATED 2010 BACKGROUND TRAFFIC VOLUMES 7 4c ANTICIPATED 2015 BACKGROUND TRAFFIC VOLUMES 7 5a ANTICIPATED 2005 SITE DIRECTIONAL DISTRIBUTION 8 (RD A/RT 29 ACCESS) 5b ANTICIPATED 2005 SITE DIRECTIONAL DISTRIBUTION 8 (QUAIL RUN/RT 606 ACCESS) 5c ANTICIPATED 2010 SITE DIRECTIONAL DISTRIBUTION 8 5d ANTICIPATED 2015 SITE DIRECTIONAL DISTRIBUTION 8 6a ANTICIPATED 2005 SITE TRAFFIC VOLUMES 8 6b ANTICIPATED 2010 SITE TRAFFIC VOLUMES 8 6c ANTICIPATED 2015 SITE TRAFFIC VOLUMES 8 7a ANTICIPATED 2005 SITE & BACKGROUND VOLUMES 8 7b ANTICIPATED 2010 SITE & BACKGROUND VOLUMES 8 7c ANTICIPATED 2015 SITE & BACKGROUND VOLUMES 8 8 RECOMMENDED ROADWAY GEOMETRICS 13 (MEADOWCREEK PARKWAY - WESTERN ALIGNMENT) TABULATIONS TABLE PAGE 1a 2005 LAND USE TRIP GENERATION SUMMARY 2 1b 2010 LAND USE TRIP GENERATION SUMMARY 3 1c 2015 LAND USE TRIP GENERATION SUMMARY 4 2 EXISTING 1995 INTERSECTON CAPACITY ANALYSIS RESULTS 6 3a 2005 LOCAL BACKGROUND AND SITE TRAFFIC INTERSECTION CAPACITY ANALYSIS RESULTS 11 3b 2010 LOCAL BACKGROUND AND SITE TRAFFIC INTERSECTION CAPACITY ANALYSIS RESULTS 12 3c 2015 LOCAL BACKGROUND AND SITE TRAFFIC INTERSECTION CAPACITY ANALYSIS RESULTS 13 CHAPTER I INTRODUCTION Chapter 1 INTRODUCTION North Fork Business Park is a proposed multi-use development located in Albemarle County. At buildout, North Fork Business Park will include general office space, light industrial space, research and development space, support commercial and hotel space. The purpose of this study is to evaluate the impact of the proposed development on the roadway network for the year 2015, and to recommend appropriate solutions to mitigate traffic that will result from the additional development. Site Location The proposed development is located adjacent to U.S. Route 29 to the east, State Route 606 to the west, and State Route 649 to the south. Figure 1 identifies the location of the site and the surrounding roadway network. The primary access into the site will be via U.S. Route 29, along with one access point on State Route 649 and one on State Route 606. Anticipated Site Traffic Generation Anticipated traffic volumes generated by the proposed development for years 2005, 2010 and 2015 are summarized in Tables 1 a, 1 b and 1 c respectively. The trip generation rates and regression equations for each land use were developed by the Institute of Transportation Engineers (ITE), and are used in accordance with the methodology outlined in ITE's Trip Generation Handbook, 5th Edition. 1 ,,,„„.„ 11:,..... _. \,\.\,.. ..,.. .1, t;.., A . .....,.. ... .. ...1.„ e. if ,1! l:. ..� „ /r 1. re. N ,I. :, , f1 , �H£ .°.Srrr: n - \'1 ;J wig r .l,,„, -'• '+'..,,K- 4 .,,,, , ...,,,,,,,,. .. ,`,A-f. -', -.. ,. 1 ,.,'i• Lj}�/ s i`� .lam r J/� v„,„ .c° ,,' t a. •l.'A,‘.:,•,,.ij'J.i,f• .3 .-`''7.*V-f--..=,1,-:•-`...' 1.''','e. •,,,.'-- -ti;..,,t_ - ., .,-* N Ill m +�� B6 4. ilv e '`!^^,.,yf .y. 'tee'•y'-• tl��4ry1,1: �' ..p • 4 B9 ti>•' B10 .. ..,•1. ,' �'�,Jc,j�-'%: : '.`' B11• i .,;f,:. . 1 1 t c.. 1 I J 1i _ 4 RT. 649 falm SITE ROAD/LAND USE MAP \AS6\ WOUR StsAIT"ASSCCLATES FIGURE 1 Table la LAND USE AND TRAFFIC PROJECTIONS North Fork Business Park Traffic Impact Study Phase I - Buildout Year 2005 TOTAL AM PEAK PM PEAK LAND USE MEASUREMENT UNITS ITE CODE 24-HR TRIPS Enter Trips Exit Trips Enter Trips Exit Trips Rt. 29 Access: o General Office(#): (Lot B5) 335,000 Square Feet 710 3,500 435 54 77 376 o General Office(#): (Lot B6) 160,000 Square Feet 710 2,002 245 30 45 218 o Shopping Center(`)(Lot C) 85,000 Square Feet 820 6,385 93 55 296 296 o General Office(#): (Lot E Partial) 213,000 Square Feet 710 2,485 306 38 55 269 793,000 14,372 1,079 176 473 1,159 Rt. 606 Access: o Light Industrial: (Lots Fla& F2) 200,000 Square Feet 110 1,392 122 25 15 108 o Shopping Center(')(Lot Fib) 25,000 Square Feet 820 2,971 45 27 136 136 o General Office(#): (Lot B9) 120,000 Square Feet 710 1,611 196 24 36 176 345,000 5,974 363 76 187 421 TOTAL: 1,138,000 Square Feet 20,345 1,442 252 659 1,580 NOTE: (#)-General Office category includes lots which may be developed as research and development space as well as office space. This includes"flex"buildings which have both office and research components. For purposes of the traffic report,the general office land use category was selected because it generates the highest traffic impact. (*)-Shopping Center designation represents support retail for tenants within North Fork property development such as copy centers, dry cleaners, bank branch, food service, etc. It is not meant to be designation type retail such as mall. SOURCE: ITE Trip Generation Handbook, 5th Edition. WILBUR SMITH ASSOCIATES 2 Table lb LAND USE AND TRAFFIC PROJECTIONS North Fork Business Park Traffic Impact Study Phase II -Buildout Year 2010 TOTAL AM PEAK PM PEAK LAND USE MEASUREMENT UNITS ITE CODE 24-HR TRIPS Enter Trips Exit Trips Enter Trips Exit Trips o General Office(#):(Lots B5 thru B9,E(partial)) 1,068,000 Square Feet 710 8,409 1,071 132 181 884 o Support Commercial: Shopping Center(*)(Lots C&F1 b) 110,000 Square Feet 820 7,501 108 64 349 349 Hotel-190,000 square feet(Lot E(partial)) 250 Occupied Rooms 310 2,141 99 66 99 85 o Light Industrial: (Lots Fla, F2) 200.000 Square Feet 110 1 392 122 25 15 1_(N3 TOTAL: 1,568,000 Square Feet 19,443 1,400 287 644 1,425 NOTE:(#)-General Office category includes lots which may be developed as research and development space as well as office space. This includes"flex"buildings which have both office and research components. For purposes of the traffic report,the general office land use category was selected because it generates the highest traffic impact. (*)-Shopping Center designation represents support retail for tenants within North Fork property development such as copy centers, dry cleaners,bank branch,food service,etc. It is not meant to be designation type retail such as mall. SOURCE:ITE Trip Generation Handbook,5th Edition. 3 WILBUR SMITH ASSOCIATES 05/03/95 Table 1c LAND USE AND TRAFFIC PROJECTIONS North Fork Business Park Traffic Impact Study Phases III thru V-Buildout Year 2015 TOTAL AM PEAK PM PEAK LAND USE MEASUREMENIUNITS ITE CODE 24HR TRIPS Enter Trips Exit Trios Enter Trips Exit Trips o General Office(#): (Lots A, B1 thru B11,D,E(partial)) 2,300,000 Square Feet 710 15,017 1,943 240 319 1,555 o Support Commercial: Shopping Center(*)(Lots C&Fib) 110,000 Square Feet 820 7,501 108 64 349 349 Hotel-190,000 square feet(Lot E(partial)) 250 Occupied Rooms 310 2,141 99 66 99 85 o Light Industrial:(Lots Fla, F2, F3, F4) 400.000 Square Feet 110 2 885 319 65 49 361 TOTAL: 3,000,000 Square Feet 27,545 2,469 435 816 2,349 NOTE:(#)-General Office category includes lots which may be developed as research and development space as well as office space. This includes"flex"buildings which have both office and research components. For purposes of the traffic report,the general office land use category was selected because it generates the highest traffic impact. (')-Shopping Center designation represents support retail for tenants within North Fork property development such as copy centers, dry cleaners,bank branch,food service,etc. It is not meant to be designation type retail such as mall. SOURCE:ITE Trip Generation Handbook,5th Edition. 4 WILBUR SMITH ASSOCIATES 05/03/95 CHAPTER 2 EXISTING CONDITIONS Chapter 2 EXISTING CONDITIONS Existing Traffic Volumes Peak-hour vehicle turning movement counts were taken between 4:00 and 6:00 P.M. on Thursday, May 3, 1993 and between 7:00 and 9:00 A.M. on Friday, May 4, 1993 at the U.S. Route 29/State Route 649 and State Route 606/State Route 649 intersections. Additionally, the Quail Run/Route 606 intersection was counted during peak hours on Friday, September 9, 1994. Based on the concurrence of the County and VDOT, these volumes were increased two percent per year to arrive at existing 1995 background traffic volumes as summarized in Figure 2. Appendix A presents the raw data. Highway Capacity analysis were performed on these existing background traffic volumes at the State Route 606/State Route 649 and State Route 649/State Route 29 intersections and are summarized in Table 2. Worksheets can also be found in Appendix A. 5 rn • 0 CD f- ~ cc SITE 0) am. � 2(1)L 5(32) QUAIL RUN r - o v � C � L T 141(115) T T L 52(119) �- 223(267) 1 <--570) `-181(99) RT 649 9(25)-1 r105(172)26(8)--a. 46(70) t4(22) ;f 170(220)- -4/ v Cco O LEGEND: SOURCE: WSA COUNTS ON 5/3/93, 5/4/93, AND 9 g 00 -AM PEAK HOUR 94 / / (00)- PM PEAK HOUR ADJUSTED 2% PER YEAR TO 1995 V\66\ PZOF EXISTING TRAFFIC VOLUMES wIL R r•'r.Sti,lSK))CABS FIGURE 2 Table 2 EXISTING 1995 TRAFFIC INTERSECTION CAPACITY ANALYSIS RESULTS North Fork Traffic Impact Study-Albemarle County, Virginia BACKGROUND ONLY AM HOUR PMHOUR INTERSECTION TYPE OF MOVEMENT LEVEL OFEAKR SERVED LEVEL OFEAKR SERVED NAME CONTROL APPROACH SERVICE CAP. (*) SERVICE CAP. (*) Rt 649/Rt 29 SIGNALIZED EB D 29.7 D 31.6 WB D 31.0 C 24.3 NB B 14.2 C 22.4 SB C 16.3 C 18.6 OVERALL C 17.6 C 21.9 Rt 649/Rt 606 SIGNALIZED EB C 17.5 C 17.8 WB C 18.5 C 18.4 NB B 11.6 B 13.3 SB B 10.6 B 11.0 OVERALL C 15.4 C 15.4 NOTE: (*) Signalized intersections are expressed in terms of seconds of delay. WILBUR SMITH ASSOCIATES 05/19/95 6 CHAPTER 3 ANTICIPATED TRAFFIC CONDITIONS Chapter 3 ANTICIPATED TRAFFIC CONDITIONS An evaluation of anticipated traffic impact on the surrounding roadway network requires superimposing site generated traffic volumes upon projected local background volumes. These combined volumes are used to test the adequacy of the adjacent roadway network, which provides access to the site. This chapter summarizes the methodology used to determine the anticipated traffic volumes. Anticipated Local Background Traffic Volumes The Virginia Department of Transportation (VDOT) Culpeper District and Albemarle County are in the process of evaluating future roadway needs of the area. One such roadway being evaluated is the Meadowcreek Parkway and its alignment. This will impact traffic projections for both U.S. Route 29 and the State Route 649. As requested by VDOT Culpeper District, this study examines anticipated local background traffic with the Meadowcreek Parkway. Existing and 2015 ADTs were provided by VDOT and Albemarle County respectively and are presented in Figure 3. ADTs for years 2005 and 2010 are estimated by WSA using methodology approved by the County and VDOT. Existing peak-hour vehicle turning movement counts and ADTs were compared to determine peak hour/ADT ratios (for example, the A.M. peak southbound through volume as a percent of ADT). These ratios then were applied to the Years 2005, 2010 and 2015 ADT projections to determine Years 2005, 2010 and 2015 peak hour background traffic turning movements as shown in Figures 4a, 4b and 4c respectively. Also note that volumes are shown for a 21.7 acre parcel on Quail Run assumed to be developed as light industrial. Seventy-nine percent of this traffic is assumed to use Route 606 and the remaining 21% is assumed to use Site Road A and Route 29 to the north. Projected "cut-through" traffic from Chris Greene Lake is not included since daily volumes will be less than 10 vehicles. These volumes have been incorporated into Figures 4a, 4b and 4c. Appendix B includes work sheets documenting the mathematical process used for the peak hour/ADT rations, and trip generation for the undeveloped parcel. 7 rn co N 0 F- �D rr t- cc ROAD "A" SITE 0) O •- 0) 000 �NNN c�to 0 in' J. O 0 0) 000 MCA owzr T- NNN 0000 QUAIL RUN co co o ch N r (D Ek UNDEVELOPED p AREA 0 RT 649 3,101 (1992) 5,304 (2005) 13,999 (1994) 7,500 (2010) 16,850 (2005) 9,711 (2015) 18,280 (2010) 4,856 (1992) 19,700 (2015) 5,300 (2005) 40,209 (1994) 5,730 (2010) 40,600 (2005) LEGEND: 6,168 (2015) 41,000 (2010) 0,000 - ADT 41,400 (2015) (0000) - Year SOURCE: Existing & 2015 ADTs are from VDOT & Albemarle Co. WSA estimated 2005 & 2010. • i�i1i BACKGROUND B S i AVERAGE ANNUAL DAILY TRAFFIC VOLUMES \AS6‘,,,, WITH FIGURE 3 (*) - EXACT MEADOWCREEK PARKWAY LOCATION HAS NOT BEEN CONFIRMED AND THEREFORE IS NOT SHOWN (D 0) 0 cV (D h— ~ lz CC O co N : I?pAD ,q c'v :_s__________:___LL E SITE co `r) ''T^^ `() MW co N O T c� 2(1) I + 16(81) 1 II 18(92) L� 5(31) QUAIL RUN 1` . r --, rn, UNDEVELOPED MI AREA NI ^ .� 001 • W — o CV o 3 o 0 r TWO t---t--- 86(191) 1 L L___ 189(146)c--- 296(339) i \i, L . -‹ 95(129) - 296(158) RT 649 9(25)J 100(168) —4 26(8) t r r 4(22) 42(68) I rn 160(217) � _ co rn — rn 0 oN v T 2 ". I //LO/� r' W LEGEND: `O 00 - AM PEAK HOUR 00 - UNDEVELOPED AREA AM PEAK HOUR (00)- PM PEAK HOUR (001-UNDEVELOPED AREA PM PEAK HOUR M� WIN 2005 BACKGROUND VOLUMES SIM Will o - PEAK HOUR (MEADOWCREEK PARKWAY v.1 f,-:,,l„,,,Y., — WESTERN ALIGNMENT) FIGURE 4A (*) - EXACT MEADOWCREEK PARKWAY LOCATION HAS NOT BEEN CONFIRMED AND THEREFORE IS NOT SHOWN CD � 0 CV CD CC CC! MM co lM'/ Mi N ROAp ti SITE 0 2(1) �! 9(45) '� 5 31) 1 (9_2) QUAIL RUN L>- 1 . r UNDEVELOPED 731 AREA NI v �: N ~� 00 aD 0- r T r OM T W T _O O r- N NNr t_ 122(270) L205(158) 4- 135(182) 321(368) 649 419 223) RT 6( 9(25)� 108(182)-� 26(8) I 46(74) _ fi14, 4(22)— 174(236) —�cc) rnro- co up cr) CV r' N .T. or." LEGEND: 00 - AM PEAK HOUR 00 - UNDEVELOPED AREA AM PEAK HOUR (00)- PM PEAK HOUR L)-UNDEVELOPED AREA PM PEAK HOUR maxe1 2010 BACKGROUND VOLUMES - PEAK HOUR WIN '1�`�"�n TRAFFIC VOLUMES `AA,A (MEADOWCREEK PARKWAY - WESTERN ALIGNMENT) FIGURE 4B (") - EXACT MEADOWCREEK PARKWAY LOCATION HAS NOT O BEEN CONFIRMED AND THEREFORE IS NOT SHOWN CD N 0 CD 1— I- ILr c'7 N to it' in, —tz: Y/ r,. N RpAD A, 7(36)__4' SITEc. Zii 0, N O co S t 2(1) it___9(45) yr c— 5(31) 1_8(9_2) _ QUAIL RUN 1 . FEr. E.- UNDEVELOPED 0 77)I AREA Oa S. LT) I cc _ N 1 N N O N c) ` 7.: r) M C N N N N r ':-157(350) 1 L t.-- L 221(170) — J 4175(236346(397) �542(288) R T 649 — 9(24) � r 116(196)—� 25(8) -� I 49(79) II r i • 187(254) 4(21) —4 R 2 _y rn a 01 v rn ce) Inv ��CD ON <DN - r�l - cDO ^ r (DLO col oD LEGEND: 00 - AM PEAK HOUR 00 - UNDEVELOPED AREA AM PEAK HOUR (00)- PM PEAK HOUR L]-UNDEVELOPED AREA PM PEAK HOUR //d►\�. Mfg MS d k-Fsi ANTICIPATED 2015 BACKGROUND VOLUMES - PEAK HOUR '�I it ` \81 \ (MEADOWCREEK PARKWAY VA Dip%IIVI Wi aM[S — WESTERN ALIGNMENT) FIGURE 4C Anticipated Site Distribution and Traffic Volumes Census data from the Regional Planning District Commission was utilized to determine site distribution. Because the majority of the site is comprised of general office and light industrial land uses, the 2015 population zone and County data were utilized to derive directional site traffic distributions as shown on Figures 5a through 5d. That is, the proportion of population within the site to the population of the area served by the commercial activities are determined. Enclosed in Appendix C is the backup data and methodology used to arrive at these projections. The site distribution in Figures 5a and 5b are applied to the site traffic volumes generated in Table 1 a, the site distribution in Figure 5c is applied to the site traffic volumes generated in Table 1 b and the site distribution in Figure 5d is applied to the site traffic volumes generated in Table 1 c to arrive at anticipated site traffic volumes on the road network for 2005, 2010 and 2015 respectively. Figures 6a, 6b and 6c summarize anticipated 2005, 2010 and 2015 site traffic volumes respectively and Figures 7a, 7b and 7c include these site volumes along with the projected local background traffic volumes with the Meadowcreek Parkway respectively. The resultant site plus background traffic volumes (Figures 7a, 7b and 7c) were used in the intersection capacity analyses. 8 ca rn C N cD F- cc ROAD q.. 21% (21%)—2 461 (79%) —� 79% SITE QUAIL RUN \o 1% Inc ) °n , (1%) (6%) ' L, �— 5/o o RT 649 7% fi 6% 67% LEGEND: 00 - ENTERING SITE TRAFFIC (00)- EXITING SITE TRAFFIC s2211\ (RD A/RT 29 ACCESS) rap ANTICIPATED SITE DIRECTIONAL V\8'n\ DISTRIBUTION YEAR 2005 - PHASE I FIGURE 5A cD rn 0 N CD F- cr CC SITE 1 /0 it_ (1%) (99%) QUAIL RUN S 99% CD CD 21% '�- 93% j .4— 50/, RT 649 T (21%) 4-1 (5%) - - 6% %O�1 -4, 67% LEGEND: 00 - ENTERING SITE TRAFFIC (00)- EXITING SITE TRAFFIC 4022106 (QUAIL RUN/RT 606 ACCESS) ®:=I ,'r', ANTICIPATED SITE DIRECTIONAL Awr \A/Y\ DISTRIBUTION YEAR 2005 - PHASE I FIGURE 5 B cD rn O N co cc RoAp .q„ 21% (21%)—� (57%) o 1 SITE 1% (1%) L (29%) QUAIL RUN 29% ° co v 0 t— 15% v 3% 2/° RT 649 (2%) T 6% (13%) — o a co �v,^ T Y/ LEGEND: 00 - ENTERING SITE TRAFFIC (00)- EXITING SITE TRAFFIC • • • /Ka MIS =r ANTICIPATED SITE DIRECTIONAL AISA DISTRIBUTION YEAR 2010 FIGURE 5 c 1 O N Co F- CC CC ROAD �A I, 21 (21%)—_- 400/o) — 40% SITE 1% L4, (2%) QUAIL RUN 2% 0 (2%) (4%) — (32%) (40%) (4%) r� L �---32% V 4— 5% RT 649 T r 4 (5%) T (27%) — 2% 4% 27% 40% LEGEND: 00 - ENTERING SITE TRAFFIC (00)- EXITING SITE TRAFFIC ArAg ==ice ANTICIPATED SITE DIRECTIONAL \A/SL\ DISTRIBUTION \�.,"(,WMfHAnKCU.W, YEAR 2015 FIGURE 5D A N cD H � cr Cr- c7 O ROAD 30(207) 139(916) y, j SITE to co N �- 1(4) r 75(417) QUAIL RUN rn d O 1� N in CO 340(186)Li t 54(24) j ,j— 11(70) 18(9) RT 649 92(121) --T 4(21) t co 51(282) --� ti r N _ N (NI O M N N N- LEGEND: 00 - AM PEAK HOUR (00)- PM PEAK HOUR .1.d /ld �." "iv ANTICIPATED 2005 SITE TRAFFIC VOLUMES - PEAK HOUR \AS4\ ,:,(C r: ;,•yc.IAM, Phase I FIGURE 6A A rn cD O N CD H H cr cc T ) ROAD „, N 60(299) -_A' `1 164(812) ----4, R SITE c co r- TI L� 3(14) ,F-- 60(299) QUAIL RUN M �TT C) co N (r) co r TJ VJ 42(19) t 210(97) I 28(13) `> RT 649 6(29) T 37(185) —� rn �� M rt co C`-) CO N CO CO to r N- LEGEND: 00 - AM PEAK HOUR (00)- PM PEAK HOUR sie1:11\ �'�1 it ANTICIPATED 2010 SITE TRAFFIC VOLUMES - PEAK HOUR `A S \ :.,p.r:.1.,,1,n;Sr)Cl,rc5 Phase I I FIGURE 68 rn cD N 0 F-- CD CC H 518(171) 91(493)--± 174 (940) 988 SITE (326) 25(8) 4(23) L. -- 9(47) QUAIL RUN m 49(16) 0 C (940) 17 139 9(47) 174 (94)(752) 17(94) 790(261) 123(41) R T 6 4 9 r 99(33)—r 22(117) 117(634)-- 1, 49 gg 666 988 (16) (33) (220)(326) LEGEND: 00 -AM PEAK HOUR (00)- PM PEAK HOUR sie\106. MID _► ANTICIPATED 2015 SITE TRAFFIC VOLUMES - PEAK HOUR \A&\ ,n f.74.,1Nn;SO.LAIES Phase III-V FIGURE 6C A CD N O lD H c, co M _ /�0 N AD 30(207) 139(916) .-- i^ SITE Lo N (D co co co O (p co [4_. i-- 19(85) 98(540) QUAIL RUN Try UNDEVELOPED AREA O O� N O co r CD N N N '-- 140(215) 't— 529(331) 4 113(138) �r 307(409) 296(158) R T 6 4 9 ,� 9(25) —.11` r 192(289) —� '(-1 r)- 26(8) 1' I 46(89) I 4(22) 211(499) —� ('0^ lf) N N (0 co N LLO co (.^D^_ CO T Y/ LEGEND: 00 - AM PEAK HOUR (00)- PM PEAK HOUR o=r ANTICIPATED 2005 SITE & BACKGROUND TRAFFIC VOLUMES \n - PEAK HOUR FIGURE 7A ca rn 0 C CC O N � r r � B J 67(335) '1 1, 164(812) —� � SITE CD CO COCO CA CO r- Ar W LO 1 'L 14(60) 83(422) QUAIL RUN TI UNDEVELOPED — AREA F M co N 0 CO r V co O `^O N O CO N N N CV r LO 'L 164(289) `n 0D 4 415(255) 163(195) L. ,�-- 321(368) W y 419(223)`� RT 649 9(25) —1 108(182) —� 26(8) r 52(103) 4(22) —� cfl 0 211(421) co c2 (fl r CO N N N N T)1_ r e- a) N LEGEND: 00 - AM PEAK HOUR (00)- PM PEAK HOUR SM = r ANTICIPATE D 2010 SITE & BACKGROUND TRAFFIC VOLUMES \AS'n\ - PEAK HOUR r:;J.stf nty_, tnfi:5 FIGURE I G I�J IRE B 1 n C 7 � ca rn O N (D H Lr CC I N ZZ tU r � � 1 98(529) 174(940) SITE ( - it 15(69) L. 4 32(170) QUAIL RUN rUNDEVELOPED CO AREA a co c Ea- to Co T = _ CA N O U) C'� T (") Z - (NI 0 M co N € 157(350) 7 21(10) c 790(261) . 298(277) —" 2 s ( 7 ) +F 573(667) 542(288) RT 64 9 9(25) —fi r 99(33) 116(196) —25(8) --N. 352(529) 71(196) 4(22) 304(888) co 8 N 4 C7 N O :. O (0 O LEGEND: 00 - AM PEAK HOUR (00)- PM PEAK HOUR 511 •' ANTICIPATED 2015 SITE & BACKGROUND TRAFFIC VOLUMES ®� ®r — PEAK HOUR FIGURE 7C 1 CHAPTER 4 RECOMMENDED ROADWAY IMPROVEMENTS Chapter 4 RECOMMENDED ROADWAY IMPROVEMENTS Planned and Recommended Roadway Network Highway capacity analyses were conducted for traffic volumes presented in Figures 4a, 4b, 4c, 7a, 7b, and 7c based on planned and additional proposed roadway geometrics presented in Figure 8. There are several key features of this assumed roadway network: 1. Route 649 is planned as a 4-lane divided facility, consistent with County and areawide plans to upgrade access between Charlottesville Airport and Route 29; 2. Route 29 is planned as a 6-lane facility north of the Route 649 intersection, consistent with ongoing regional plans to ensure Route 29 functions as a high quality transportation corridor. Its intersection with Route 649 is assumed to have dual left- turn lanes on all four approaches. 3. The main North Fork entrances--Road A at Route 29 and Road B at Route 649--are proposed to have multiple intersection turning lanes and traffic signalization. 4. At the County's direction, it is assumed that The Meadowcreek Parkway will not align Route 649 to Road B, opposite the site access. The future background volumes on Route 649 do, however, reflect the Meadowcreek Parkway traffic. Capacity Analysis and Findings Tables 3a, 3b and 3c summarize capacity analysis findings--projected travel demand compared to the assumed roadway network presented in Figure 8 with the Meadowcreek Parkway. Figures 9a and 9b represent the overall intersection levels of service for the years 2005, 2010 and 2015 for the A.M. and P.M. peak hours respectively. Based on the above capacity analyses results the following general conclusions are made: 1. The Quail Run/Route 606, Route 649/Route 606 and Road B/Route 649 intersections function at acceptable levels of service in the year 2015 with full site development. 2. The proposed intersection improvements at the Quail Run/Route 606 and Road B/Route 649 intersections are adequate to serve full site development. The installation of a traffic signal at the Road B/Route 649 intersection will be dependent on development associated with North Fork. 9 3. Assuming the existing 2 southbound Route 29 lanes remain, 80% of Phase I development along Road A can be developed by the year 2003 and still maintain acceptable service levels. Alternatively, 75% of development, based on a year 2005 buildout, can occur, as indicated in Figures 9a and 9b. Full development of Phase I can occur if a 3rd southbound Route 29 lane is provided or if a connection to Route 649 is made. 4. All of the development through Phase II and the year 2010 can be accommodated with the complete internal road network in place. Development beyond this requires a third southbound lane on Route 29. 5. It is noted that with a third southbound Route 29 lane, the Road A/Route 29 intersection can function satisfactorily with a traditional at-grade signalized intersection at full development. 6. An upgraded intersection is required at the Routes 29/649 intersection by the year 2015 (full site development). It is understood that this is a critical intersection being studied as part of the Route 29 Corridor Study and is obviously a critical intersection given that it's a gateway to the airport. 10 44 )' P9n � 't N < R0,om o CO. CO Cr) Ul 5 ° R & 6 N. 2 § 4 ®6) G )k R® °2 22® t B® ° ® 2 uj ujK n 1- I� b§ .,o_ w , oo000 o = ==« UJ« oe = e oe = e om = m 0 _jU) ) cc, 2 0» CD gg0)em co r- o /� R � n- � P E k§ w ", mm ®%% & a T-e@ /m@ , ' k ' �4m % »&� - ,_ � - § < = ab 2 <w 00000 oo0co CD «< 0707 o0CQ 03mo03 ILI qm CO / < & ) \@mr® / #� � ® nN� )� m / 2 » a§af GEE a � f � f � j 4 WU 0 two > §aw coocu 0003030 «< a rx 0 §� k K2 00 § ao § \ \ � P � 22 op ©® ' " E§ § Re2 cp6 '2 /GE A /ƒ % ? § § / g @Gf < 2 / \ V CL0 C§ / < W oomoo 000 =o «< ] D ƒui S_ § § t c e a \ \ = �mm� _�03 _} ±iC}R =cc. � cm� momc \ « � w Ulkzmq ukznu Do co uzCOu uzmu uzmQ e ff § � o o � 0 / o o \ \ 0 0 N 0 w0 0 0 0 § N N § N N. § W w < < z < < < ok o z z 2 z z z u n n z m m 11 co D EY O- W LI _ \\ W ; e z x � k z = 20 e ct �f 7 /f co 0 0< ® / ak en § ) ) G Z • o \- m z § z z 15 � $ _ p e w m § E2 m ] m _% m \2 M ow§ L. ) § 0 § 2 E § 2 k ■ 7 % = 7 { 7 A 0 m I- E E 0 E CC E 8 Et ± z § Table 3b 2010 TRAFFIC INTERSECTION CAPACITY ANALYSIS RESULTS (MEADOWCREEK PARKWAY-WESTERN ALIGNMENT) North Fork Traffic Impact Study-Albemarle,Virginia Phase II-Year 2010 BACKGROUND ONLY BACKGROUND&SITE AM PEAK HOUR PM PEAK HOUR AM PEAK HOUR PM PEAK HOUR INTERSECTION TYPE OF MOVEMENT LEVEL OF RES.CAP./ LEVEL OF RES.CAP./ LEVEL OF RES.CAP./ LEVEL OF RES.CAP./ NAME CONTROL APPROACH SERVICE DELAY(1 SERVICE DELAY(') SERVICE DELAY(*) SERVICE DELAY(') Rt 649/Rt 29 SIGNALIZED EB D 29.5 D 32.3 D 29.3 D 32 3 WB D 36.5 D 31.5 D 34.0 D 31.7 NB B 12.5 C 14.7 C 17.5 C 170 SB C 17.4 C 14.4 C 23.1 C 18.0 OVERALL C 20.0 C 18.4 C 22 9 C 20.2 Rt 649/Rt 606 SIGNALIZED EB C 17.5 C 17.8 C 19.8 C 20 2 WB C 21.3 C 20.0 C 198 C 15.1 111 NB B 10.9 B 14.4 B 9.8 B SB B 9.9 B 8.5 B 12.4 B 15.0 OVERALL C 16.5 C 16.4 C 15 5 B 14.2 Quail Run/Rt 606 UNSIGNALIZED WB Left A 670 A 631 A 454 C 207 WB Right A 983 A 943 B 358 A 884 SB Left A 941 A 990 A 673 A 946 Road A/Rt 29: SIGNALIZED EB C 21.7 C 23.2 NB N/A B 8 7 (RT 29 IS 4-LANE ROADWAY) SB D 33.3 B 10.5 OVERALL N/A - B 13.0 ED EB C 17.8 C 23 2 SIGNALIZED NB C 15.1 B 87 B 13.3 B 8 1 (ADDITIONAL SB RT 29 THROUGH LANE) SB B 14.2 B 8 2 OVERALL NOTE:(*)Unsignalized intersections are expressed in reserve capacity(veh/hr).Signalized intersections are expressed in terms of seconds of delay. (N/A)Volume/capacity ratio above 1.2 of 1/PHF. WILBUR SMITH ASSOCIATES 12 a� U5^ 00 U1-00) N C)h SIN OCD 00 U)(D 00 2(0 V C)a)tl. RC)N01 Q 00 a� g ,.a)1.1-N Qan�66r-r) D 2 c000^ 6 ,;osNC)N.-M OCN N .-N . T... N— .- N o uj WIZitCI, Y Q W Li!it.it. O in a1J> ❑❑U❑U moo mUU(3 UV UmU QQQ ❑mC)U 0mm0 mmG) °a W W ❑ J 2 7 O CC a:i Z Y ix U c0np .- a)a)01 NRNN U)N N.10 co aN) V U)000,, 0pp/ (N�pp CI W U> • ei 0l co .- )N ON�� N-N CV T- O^ U)Of 000 N W T-NN M el Z m=� O SC Q 4.0 W V W Q ❑ ❑ U❑O mUmC UUmmU QQQ U UU❑U ❑❑O zz2 zzz jW J VA N W a re 0 tCD C)(D(00 00NN0)C) (p Q 7y MN66� �N6^� (($2i3i > =cw v C A Q o aC }W a'IL '0 J°'OV ,00 W5 oaw,' ❑❑m0U UUUmo <<< Q' d ? J IAA• E � 00 rn O 0 a:i .2 N ' cQQ U .0 ONC) DO Q�aW U ) K U)(DNO(` t`C).— W N—ON NR • ) CC . N NNT-N-1- (D0)aId O _ g 0. al } Q m cn tea. 7 dQ `(o a- wv co aE aw ❑❑m❑o Uvmmo << < o Ul fn -Ii V) V co N co Q 4. 2U 'J`) CCJ J J CrC J J C J Q ` ri m CO m m J J ft m m m Ct m mmm oc J EE J m m m ct CO CO CO cc J m co Ct '15 y o w w�zU5Uj mmw W�(AW w�zcnw mmm WZ(nw w2(nW mmW 'L Q ,O Z co O ,O O > N 0 0 Z 0 (�• o Q Z 0 0 ✓ 0 ❑ ❑ ❑ W 0 ❑ ❑ LL W W w W N W W W Z O O J J J J Q J J J O AU I- Fz 2 z Z Z Z Z Z Z a. C.) C (�O 0 O 0 0 m U 0 0C.) (n ,n 0) W Z Cl) U) Cl) W = I �a U_ , N LI m u- W a. a, g z m .0 I— N 0 in I W f. O D o E° N 0 AcI . ' a) o 3 H 0 a Q o N CI Q N m 8 d N 0 re .N j co 0 c W CO c 0 Q 2 H 2 (I) a 2 0 m (pp _ of J cQ V W N J 0) a fD N a N Z 7 2 co 7a 0 C u)Q O 0 = m Ch r a 0 a ° re w W� m: v 3 — v N ip ❑ f- CO F. > C CO 7 0 W ❑ O J z <0 L. 0 x z c, a z § rn O )- ci ROAD "A" 11 SITE QUAIL RUN rA "k\ ao UNDEVELOPED AREA 0 cr • _ _ I ! �'-- r -- i I iy - - L4 - - t.-- '/ d Z i• 4� RT 649 r* _ _ `4, t � r� I I --� ---�` , r 1 1 , I y _- ---� -tea J LEGEND: <-- EXISTING/PLANNED LANE DESIGNATION E- RECOMMENDED LANE DESIGNATION CHANELIZED RIGHT TURN LANE DESIGNATION S SIGNALIZATION `_ � RECOMMENDED ROADWAY GEOMETRICS VvS \ (MEADOWCREEK PARKWAY - WESTERN ALIGNMENT) BACKGROUND & SITE FIGURE 8 rn CD F- N 0 CD 11; CC ROAD "A" CC 1 "D" (2005) (Existing 2 SB Rt 29 lanes, SITE 75% of Phase I Development) "B" (2005) (Includes 3 SB Rt 29 lanes) "B" (2010) (Includes 3 SB Rt 29 lanes) "D" (2015) (Includes 3 SB Rt 29 lanes) "A" (2005) "A" (2005) "A" (2010) "B" (2010) "A" (2015) , "A" (2015) "B" (2005) QUAIL RUN "A" (2010) "A" (2015) 0 0 RT 649 "C" (2015) "C" (2005) "C" (2005) "D'' (2010) "C" (2010)"C" (2015) "D" (2015) (CFI intersection) LEGEND: "A" - Level of Service l (0000) - Year Analyzed //I\\\ NIIU* A.M. INTERSECTION LEVEL OF SERVICE SUMMARY EP/ BACKGROUND & SITE V\86\ FIGURE 9A wtn smni ATa rn 1;. 0 } cc CC ROAD "A" SITE "B" (2005) (Existing 2 SB Rt 29 lanes, 75% of Phase I Development) "B" (2005) (Includes 3 SB Rt 29 lanes) "B" (2010) (Includes 3 SB Rt 29 lanes) "B" (2015) (Includes 3 SB Rt 29 lanes) "A" (2005) "A" (2010) "A" (2005) "A" (2015) "A" (2010) "E" (2005) QUAIL R U N "A" (2015) "C" (2010) "A" (2015) 00 0 re 1 R T 649 "B" (2005) "C" (2015) "B" (2010) "C" (2005) "C" (2015) "C" (2010) "C" (2015) (CFI intersection) LEGEND: "A" - Level of Service (0000) - Year Analyzed //I►\olb. tillirrir P.M. INTERSECTION LEVEL OF SERVICE SUMMARY �� i BACKGROUND & SITE \AS6\ v,teuz swim xsscoA6 FIGURE 9B APPENDIX A: WSA Peak Period Turning Movement Counts & Existing Highway Capacity Analysis Worksheets . MINI �� i 1 1• 8f q i, TURNING MOVEMENT COUNTS 4 :''k. ' SEMINOLE TRAIL (RT. 29) &AIRPORT RD. (RT. 649) ,,,. , DATE: 5/4/93 WEATHER:CLOUDY ON:SEMINOLE TRAIL(RT.29) ON:AIRPORT RD. (RT.649), ON:SEMINOLE TRAIL(RT.29) ON:AIRPORT RD. (RT.649 NORTHBOUND TOTAL EASTBOUND TOTAL SOUTHBOUND TOTAL WESTBOUND TOTAL GRAND TIME LEFT THRU RIGHT VEH. LEFT THRU RIGHT VEH. LEFT THRU RIGHT VEH. LEFT THRU RIGHT VEH. TOTAL 7:00-7:15 AM 26 109 5 140 8 3 19 30 22 339 36 397 32 8 6 46 613 7:15-7:30 27 158 14 199 29 16 48 93 33 452 36 521 31 11 7 49 862 7:30-7:45 24 115 7 146 22 8 39 69 26 468 48 542 46 15 9 70 827 7:45-8:00 28 187 11 226 27 5 30 62 15 354 44 413 56 18 19 93 794 8:00-8:15 34 166 14 214 23 15 46 84 7 259 34 300 41 11 15 67 665 8:15-8:30 28 121 7 156 16 6 35 57 14 250 21 285 33 15 9 57 555 8:30-8:45 39 118 13 170 18 12 30 60 16 246 11 273 18 5 7 30 533 8:45-9:00 24 118 19 161 5 11 30 46 9 185 27 221 25 10 13 48 476 AM PEAK HOUR: 1 7:15-8:15 1 1131 6261 46[ 7851 1011 441 1631 3081 811 15331 1621 17761 1741 551 501 27911 3148 DATE: 5/3/93 WEATHER: SUNNY ON:SEMINOLE TRAIL(RT.29) ON:AIRPORT RD. (RT.649), ON:SEMINOLE TRAIL(RT.29) ON:AIRPORT RD. (RT.649) ' NORTHBOUND TOTAL EASTBOUND TOTAL SOUTHBOUND TOTAL WESTBOUND TOTAL GRAND TIME LEFT THRU RIGHT VEH. LEFT THRU RIGHT VEH. LEFT THRU RIGHT VEH. LEFT THRU RIGHT VEH. TOTAL 4:00-4:15 52 342 22 416 44 16 62 122 17 211 33 261 27 18 31 76 875 4:15-4:30 48 355 25 428 32 17 66 115 19 253 35 307 26 21 28 75 925 4:30-4:45 54 311 30 395 48 14 51 113 20 209 39 268 22 20 32 74 850 4:45-5:00 42 299 23 364 41 20 33 94 12 179 31 222 20 18 23 61 741 5:00-5:15 40 328 19 387 47 14 35 96 8 198 32 238 19 22 22 63 784 5:15-5:30 34 393 34_ 461 37 22 43 102 21 183 25 229 14 19 47 80 872 5:30-5:45 47 309 21 377 21 19 37 77 6 157 21 184 18 15 33 66 704 5:45-6:00 45 342 31 418 26 17 38 81 21 150 21 . 192 25 17 29 71 762 PM PEAK HOUR: 4:00-5:00 1 196 1307{ 100 f 16031 1651 671 2121 4441 681 8521 1381 10581 95 771 1141 28611 3391 WILBUR SMITH ASSOCIATES (SEMAIR) 04—May-93 .�kt:;rye,, TURNING MOVEMENT COUNTS AIRPORT RD. (RT. 649) & RT. 606 ' ;=`: DATE: 5/4/93 WEATHER:CLOUDY ON:RT.606 ON:AIRPORT RD. (RT.649) ON:RT.606 ON:AIRPORT RD. (RT.649) NORTHBOUND TOTAL EASTBOUND TOTAL SOUTHBOUND TOTAL WESTBOUND TOTAL GRAND TIME THRU RIGHT VEH. LEFT THRU RIGHT VEH. LEFT THRU VEH. LEFT RIGHT VEH. TOTAL 7:00-7:15 AM 11 24 '35 1 11 2 14 6 3 9 32 44 76 134 7:15-7:30 10 60 70 2 8 2 12 7 2 9 43 35 78 169 7:30-7:45 11 46 57 1' 4 0 5 7 4 11 50 37 87 160 7:45-8:00 12 40 52 3 9 1 13 14 9 23 62 34 96 184 8:00-8:15 18 42 60 3 4 1 8 10 3 13 59 30 89 170 8:15-8:30 14 39 53 1 4 0 5 8 1 9 41 22 63 130 8:30-8:45 16 34 50 1 6 0 7 15 1 16 46 25 71 144 8:45-9:00 13 33 46 3 9 0 12 9 1 10 35 23 58 126 AM PEAK HOUR: 7:15-8:15 if 51 188 23911 9 25 4 38 38 18 5611 214 136 350g 683 DATE:5/3/93 WEATHER: SUNNY ON:RT.606 ON:AIRPORT RD. (RT.649t ON:RT.606 ON:AIRPORT RD. (RT.649) F • NORTHBOUND TOTAL EASTBOUND TOTAL •SOUTHBOUND TOTAL WESTBOUND TOTAL GRAND TIME THRU RIGHT VEH. LEFT THRU RIGHT VEH. LEFT THRU VEH. LEFT RIGHT VEH. TOTAL 4:00-4:15 8 56 64 4 1 4 9 20 14 34 69 27 96 203 4:15-4:30 5 54 59 6 0 4 10 22 12 34 66 24 90 193 4:30-4:45 8 65 73 10 4 5 19 33 22 55 63 32 95 242 4:45-5:00 5 69 74 4 3 8 15 25 3 28 59 28 87 204 5:00-5:15 6 59 65 2 0 9 11 20 7 27 55 30 85 188 5:15-5:30 10 49 59 3 0 6 9 17 3 20 38 23 61 149 5:30-5:45 11 38 49 7 6 14 27 20 9 29 44 25 69 174 5:45-6:00 9 31 40 8 7 11 26 21 11 32 39 29 68 166 PM PEAK HOUR: 4:00-5:00 26 244 270g 24 8 21 531 100 51 1511 257 111I 36811 842 WILBUR SMITH ASSOCIATES (AIR606)04—May-93 TURNING MOVEMENT COUNTS AT RT 606/QUAIL RD On: RT 606 On: RT 606 On: QUAIL RD NB SB WB TOTAL TIME RIGHT THROUGH TOTAL LEFT THROUGH TOTAL LEFT RIGHT TOTAL VEHICLES 7:00-7:15 AM 2 1 3 0 6 6 2 0 2 11 7:15-7:30 1 4 5 0 11 11 0 0 0 16 7:30-7:45 10 3 13 0 15 15 2 0 2 30 7:45-8:00 8 4 12 0 9 9 0 0 0 21 8:00-8:15 13 5 18 0 14 14 0 0 0 32 8:15-8:30 5 2 7 0 10 10 3 2 5 22 8:30-8:45 5 3 8 0 6 6 5 1 6 20 8:45-9:00 3 2 5 0 8 8 3 0 3 16 AM PEAK 7:30-8:30 36 14 50 0 48 48 5 2 7 105 4:00-4:15 4 7 11 0 7 7 3 0 3 21 4:15-4:30 2 9 11 0 4 4 4 1 5 20 4:30-4:45 3 3 6 0 5 5 13 0 13 24 4:45-5:00 3 14 17 0 6 6 7 0 7 30 5:00-5:15 0 12 12 1 7 8 7 0 7 27 5:15-5:30 0 9 9 0 3 3 4 0 4 16 5:30-5:45 0 ' 11 11 0 6 6 2 0 2 19 5:45-6:00 1 9 10 1 6 7 1 0 1 18 PM PEAK 4:15-5:15 8 38 46 1 22 23 31 1 32 101 RECORDER: MARY & EMMETT DATE: 9/9/94 WILBUR SMITH ASSOCIATES NCti: SIC`+H-iZEL it-_-. _CriDn SUTAn version 2.' --17-., = Center For ni Tccomi1ters i5 -:.:sao'°tatic„ Streets: (E-W) RT 649 (rs-S) Ri 29 Analyst: .IN tie Name: 64929ALE n 9 AreaType: Other i1-17-9,4 AM PEAK Comment: 1995 EXISTING I Eastbound 1 Westbound i Northbound I Southuound IL T R IL T h h. T R IL T h No. Lanes i 1 2lir 11 2 111 3 1 iI 3 1 Volumes i 105 46 1 181 57 521 118 651 481 84 1594 168 PNF or PK1510.95 0.95 10.95 0.95 0.9510.95 0.95 0.9510.95 0.95 0.95 Lane Width 112.0 12.0 112.0 12.0 12.0112.0 12.0 12.0112.0 12.0 12.0 Grade 1 0 i 0 i 0 I 0 x heavy Vehi 2 2 i 2 2 2i 2 2 2i 2 2 2 ParKing I(YIN) N I(YIN) N 1(Y/N) N i(Y/N) N Bus Stops I Oi 01 01 0 Con. Peds I 501 501 501 50 Ped Button I(Y/N) N i(Y/N) N I(YIN) N I(Y/N: N Arr Type i 3 3 i 3 3 31 3 3 31 3 3 3 ' RTOR Vols I 0i 01 01 0 Lost Time 13.00 3.00 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 3.00 Prop. Shares -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.l -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 1 5 6 7 6 EB Left * INB Left * Tnru * I Thru * Right i Right * Peas 1 Peds * WB Left * ISB Left * Thru * i Thru * Right * I Right * Peds I Peds * NB Right * IEB Right SB Right IWB Right * Green 20.OA 10.0A 1Green 15.0A 57.0A Yellow/AR 4.0 5.0 IYeliow/AR 4.0 5.0 Cycle Length: 120 secs Phase combination order: #1 #2 #5 #6 i Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 293 1676 0.378 0.175 28.7 D 29.7 D T 353 3529 0.142 0.100 31.9 D WB L 293 1676 0.651 0.175 33.3 D 31.0 D T 353 3529 0.179 0.100 32.0 D R 388 1500 0.142 0.258 22.1 C NB L 223 1676 0.555 0.133 33.7 D 14.2 B T 2603 5294 0.290 0.492 11.7 B R 1038 1500 0.049 0.692 3.8 A SB L 223 1676 0.394 0.133 31.3 D 16.3 C T 2603 5294 0.709 0.492 16.0 C R 738 1500 0.240 0.492 11.4 B Intersection Delay = 17.6 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.616 HC!i: SIGMA_:ZED INTERSECTIO!, SUNIARY version 2.4 0,5-17-1 35 Center For- Micrccomouters I„ Transpor.aior; ti Streets: (E-W) r:T 649 (N-S) RT 29 Analyst: TTr. Filesame: 64529A62.HC' Area Type: Diner 11-17-94 Pr PEAK Comment: 1995 EXISTING 1 Eastbound 1 Westbound 1 northbound Southbound IL T R 1 L I RIL I R i L T R No. Lanes 1 1 2 1 1 2 1 i 1 3 i i i 3 1 Volumes 1 172 70 1 99 80 1191 204 1359 1041 71 886 144 PHF or PK1510.95 0.95 10.95 0.95 0.9510.95 0.95 0.9510.95 0.95 0.95 Lane Width 112.0 12.0 112.0 12.0 12.0112.0 12.0 12.0112.0 12.0 12.0 Grade ! 0 i 0 1 0 i 0 % heavy Vehl 2 2 i 2 2 21 2 2 21 2 2 2 Parking I(Y/N) N !(Y/N) N '(YIN) N I(Y/N) N Bus Stops ' 01 01 01 0 Con. Peds 1 501 501 501 50 Ped Button I(Y/N) N I(Y/N) N I(Y/N) N I(Y/N) N Arr Type I 3 3 I 3 3 31 3 3 31 3 3 3 RTOR Vois I 01 01 Oi 0 Lost Time 13.00 3.00 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 3.00 -" Prop. Share! -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.I -21 -El -2! Signal Operations Phase Combination 1 23 4 I 5 6 7 6 EB Left * INB Left * Thru * 1 Thru * Right I Right * Peds I Peds * WB Left * iSB Left * Thru * I Thru * Right * I Right * Peds I Peds * NB Right * IEB Right SB Right IWB Right * Green 20.0A 14.0A 'Green 24.OA 44.0A Yellow/AR 4.0 5.0 IYellow/AR 4.0 5.0 Cycle Length: 120 secs Phase combination order: 01 02 #5 #6 intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 293 1676 0.617 0.175 32.3 D 31.6 D T 471 3529 0.166 0.133 29.8 D WB L 293 1676 0.355 0.175 28.4 D 24.3 C T 471 3529 0.187 0.133 29.9 D R 550 1500 0.227 0.367 17.0 C NB L 349 1676 0.616 0.208 30.2 D 22.4 C T 2029 5294 0.776 0.383 22.4 C R 875 1500 0.125 0.583 7.3 B SB L 349 1676 0.215 0.208 25.5 D 18.6 C T 2029 5294 0.506 0.383 18.5 C R 575 1500 0.264 0.383 16.5 C Intersection Delay = 21.9 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.621 hC1`: surn:iRf we sici' 2.4 Center Fcr "`icro_omputers In Transportation Streets: kE-W) S! 649 (N-S1 RT 606 Analyst: TIN File Name: 64960 b.`iT Area Type: Other 11-1 -94 AN PEAK Comment: 1995 EXISTING CONDITIONS I Eastbound i Westbound I Northbound i Soutnbounc IL T RIL T R I L I RIL T R No. Lanes i ) 1 ( 12 1 I 1 1 1 1 1 Volumes i 9 26 41 223 141i 53 1961 40 19 PHF or PK15I0.95 0.95 0.9510.95 0.951 0.95 0.9510.95 0.95 Lane Width i 12.0 112.0 12.01 12.0 12.0112.0 12.0 Grade I 0 i 0 1 0 1 0 % Heavy VehI 2 2 2i 2 2i 2 2i 2 2 Parking i(Y/N) N I(Y/N) N i(Y/N) N 1(Y/N) N Bus Stops ! OI 0i 01 0 Con. Peels I 501 501 50! 50 Ped Button !lY/N) N 1(Y/N) N I(Y/N) N I(YIN) N Arr Type 1 3 331 3 31 3 3i 3 3 RTOR Vols I 01 01 01 0 Lost Time 13.00 3.00 3.0013.00 3.0013.00 3.0013.00 3.00 Prop. Share! -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.I -21 -21 -21 -2 %'' Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * INB Left Thru * 1 Thru * * Right i Right * Peds I Peds * Wit Left * ISB Left * Thru I Thru * * Right * 1 Right Peds I Peds * - NB Right * IEB Right SB Right IWB Right Green 14.0A 14.0A (Green 24.04 10.0A Yellow/AR 4.0 5.0 (Yellow/AR 4.0 5.0 Cycle Length: 80 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g!C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 289 1543 0.138 0.188 17.5 C 17.5 C WB L 671 3353 0.361 0.200 18.0 C 16.5 C R 300 1500 0.493 0.200 19.4 C NB T 882 1765 0.063 0.500 6.7 B 11.6 B k 525 1500 0.392 0.350 12.9 B SB L 438 1401 0.096 0.313 12.6 B 10.6 B T 882 1765 0.023 0.500 6.5 B Intersection Delay = 15.4 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.227 IiCr;;: SIG ALIZE INTERSECTION 6,11NR1 VE75101, E. H- Center FOT `iicrocouputvt. in Tranepen ion Streets: (_-a) RT 649 (N-S) RT 606 Analyst: TTN File Name: 649606P5.HC9 Area Type: Other 11-17-94 PM PEA; Comment: 1995 EXISTING I Eastbound 1 Westbound i Northbound I Southbouna IL T RIL T RIL I RIL T R No. Lanes I ) 1 i 1 2 1 I 1 1 1 1 1 1 Volumes l 25 8 221 267 1151 27 2541 104 53 PHF or PK1510.95 0.95 0.9510.95 0.951 0.95 0.9510.95 0.95 _ Lane Width I 12.0 112.0 12.01 12.0 12.0112.0 i2.0 ' Grade 1 0 I 0 I 0 i 0 . % Heavy Vehl 2 2 21 2 21 2 21 2 2 Parking I(Y/N) N I(Y/N) M I(Y/N) M I(Y/N) N Bus Stops i Ui 0: 01 0 Con. Peas i 501 501 501 50 Pea Button I(Y/N) N I(Y/N) M I(Y/N) N I(Y/N) N Arr Type I 3 3 313 31 3 31 3 3 RTOR Vols I 01 0i Oi 0 Lost Time 13.00 3.00 3.0013.00 3.001 3.00 3.0013.00 3.00 Prop. Sharei -1 -11 -1 -11 -1 -II -1 -1 Prop. Prot.I -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * INB Left Thru * I Thru * * Right * I Right * Peds I Peds * WB Left * ISB Left * Thru I Thru * * Right * I Right Peds I Peds * NB Right * IEB Right SB Right IWB Right Green 14.UA 14.OA iGreen 24.0A 10.OA Yellow/AR 4.0 5.0 IYeilow/AR 4.0 5.0 Cycle Length: 80 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 271 1443 0.211 0.188 17.8 C 17.8 C WE L 671 3353 0.431 0.200 18.4 C 18.4 C R 300 1500 0.403 0.200 18.5 C NB T 882 1765 0.032 0.500 6.6 B 13.3 B R 525 1500 0.509 0.350 14.0 B SB L 478 1528 0.228 0.313 13.2 B 11.0 B T 882 1765 0.063 0.500 6.7 B intersection Delay = 15.4 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.340 APPENDIX B: Worksheets for Years 2005, 2010 & 2015 ADT to Peak Hour & 21.7 acre Undeveloped Parcel Trip Generation I z s3wnion r b'�IV1 �n�i� OI±IV LL C661- JNIISIX2 IMi .■■., ���.i.► h b/ali/b-1-E6/i/9 V C6/8/9 NO SJNf1OO VSM :3O1:MOS r; n N .t c- er,-..z it---(212)til (p 1?"9 1-1-e , C1).-- en iN ' y w .0 / i'o0/1 ;c t ^I o /oOh 0,,,. „ A--WI) hh f-- .- . 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Table 2 LAND USE AND TRAFFIC PROJECTIONS North Fork Traffic Impact STudy Undeveloped Area Requiring Access onto Quail Run TOTAL AM PEAK PM PEAK LAND USE MEASUREMENT UNITS ITE CODE 24-HR TRIPS Enter Trips Exit Trips Enter Trips Exit Trips o Light Industrial 21.7 Acres 110 1,179 164 34 24 173 SOURCE: ITE Trip Generation Handbook, 5th Edition. WILBUR SMITH AND ASSOCIATES 09/22/94 (a 0 (D F- ~ zi o/ b I Cog.) 4, SITE 26% �---wit) 21%) +r—(s W QUAIL RUN(m.)1 ov (zi%) s %t �J ___ V "`' L RT 649 r —; LEGEND: 00 - ttR-EnlTee- (00)- R ,,-r sie►v.. nip n 2 t.1 i cees P �cEL Zo s �� Pcai I �i sTe�c C?3,c4 D o�J Vnflifz A .LA,(s FIGURE co 0 CV (D t— ~ Cr cc SITE m at 01(4') ,`) 34(s) 9Z L� eo(wtry QUAIL RUN • r — —, c-- RT 649 _� tr. ---y 1 LEGEND: 00 -AM PEAK HOUR (00)- PM PEAK HOUR `"►�:� Z I PvC to s PAS cat, y \AS\ 0 —1- 4\C—F1 (- ,,A III/1.4,H ASSOCIATE; FIGURE APPENDIX C: Census Data and Site Distribution Calculations ' CHARLOTTESVILLE TRANSPORTATION STUDY AREA —ire TRAFFIC ZONE MAP '1 (`- ALBEMARLE COUNTY ' ' ic \ . V,.. (..... 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DIRECTIONAL DISTRIBUTION \tvSAS 3 Art-c.ess e, 1 APPENDIX D: 2005 Highway Capacity Worksheets - Meadowcreek Parkway rrc HC!M; ,' IrTERSECTION SUMMARY Verson 2.4 (5-24-1yy,: Center For Microcomputers in Transportation ' Streets: (E-W) RT 649 (N-S) RT 29 Analyst: TTN File Name: 64929ABF.HC9 Area Type: Other 11-17-94 AM PEAK Comment: 2005 BACKGROUND - MEADOCREEK PKWY I Eastbound I Westbound i Northbound I Southbouno IL T RIL T R I L I RIL T R No. Lanes 1 2 2 1 2 2 1 1 2 3 1 1 2 3 Volumes i 100 42 1 296 95 861 114 650 561 107 1848 PHF or PK1510.95 0.95 10.95 0.95 0.9510.95 0.95 0.9510.95 0.95 Lane Width 112.0 12.0 112.0 12.0 12.0112.0 12.0 12.0112.0 12.0 Grade I 0 I 0 I 0 I 0 % Heavy Vehl 2 2 I 2 2 21 2 2 21 2 2 Parking I(Y/N) N I (Y/N) N I(Y/N) N I(Y/N) N Bus Stops I 01 Ui 01 0 Con. Peds I 501 501 501 50 Red Button I(Y/N) N I(Y/N) N I(Y/N) N I(Y/N) N Arr Type i 33 I 3 3 31 3 3 31 3 3 RTOR Vols I 01 01 01 0 Lost Time 13.00 3.00 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 Prop. Sharei -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.' -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * INB Left * Thru * i Thru * Right I Right * Peds I Peds * WB Left * ISB Left * Thru * I Thru * Right * I Right * Peds I Peds * NB Right * IEB Right ' SB Right * IWB Right * Green 18.0A 10.0A IGreen 12.0A 62.0A Yellow/AR 4.0 5.0 IYellow/AR 4.0 5.0 Cycle Length: 120 secs Phase combination order: #1 #2 #5 #6 intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvwts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 531 3353 0.203 0.158 28.4 D 29.4 D T 353 3529 0.130 0.100 31.8 D WB L 531 3353 0.605 0.158 31.8 D 30.6 D T 353 3529 0.298 0.100 32.5 D R 350 1500 0.260 0.233 24.3 C NB L 363 3353 0.341 0.108 32.2 D 12.4 B T 2823 5294 0.266 0.533 9.9 B R 1075 1500 0.055 0.717 3.2 A SB L 363 3353 0.319 0.108 32.1 D 15.9 C T 2823 5294 0.758 0.533 15.0 B Intersection Delay = 17.6 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.630 NCM: SIGNALIZED INTERSECTTION SU19MAR version 2.4 05-24-1555 Center For Microcomputers In Transportation Streets: (E-W) RI 649 (N-S) RT 29 Analyst: TTN File have: 64929ABF.HC9 Area Type: Other 11-17-94 PM PEAK Comment: 2005 BACKGROUND - MEADOWCREEK PKWY I Eastbound I Westbound I Northbound I Southbound IL T RIL T RIL T RIL T R No. Lanes 1 2 2 1 2 2 1 1 2 3 1 1 2 3 Volumes 1168 68 1158 129 1911 195 1299 571 90 1024 PHF or PK1510.95 0.95 10.95 0.95 0.9510.95 0.95 0.9510.95 0.95 Lane Width 112.0 12.0 112.0 12.0 12.0112.0 12.0 12.0112.0 12.0 Grade i 0 I 0 i 0 I 0 % Heavy Vehl 2 2 I 2 2 21 2 2 21 2 2 Parking I(Y/N) N I(Y/N) N (((IN) N I(Y/N) N Bus Stops I 01 01 0i 0 Con. Peds I 501 501 501 50 Ped Button I(Y/N) N I(Y/N) N I(Y/N) N I(Y/N) N Arr Type I 3 I 3 3 31 3 3 3i 3 3 RTOR Vols i 01 01 01 0 Lost Time 13.00 3.00 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 Prop. Sharel -1 -11 -1 -11 -1 -1I -1 -1 Prop. Prot.! -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * INB Left * Thru * I Thru * Right I Right * Peds I Peds * WB Left * ISB Left * Thru * I Thru * Right * I Right * Peds I Peds * NB Right * IEB Right SB Right * IWB Right * Green 18.0A 10.0A 1Green 12.0A 62.0A Yellow/AR 4.0 5.0 (Yellow/AR 4.0 5.0 Cycle Length: 120 secs Phase combination order: 01 02 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mats Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 531 3353 0.343 0.158 29.2 D 30.1 D T 353 3529 0.215 0.100 32.1 D WB L 531 3353 0.322 0.158 29.1 D 29.8 D T 353 3529 0.405 0.100 33.2 D k 350 1500 0.574 0.233 28.0 D NB L 363 3353 0.581 0.108 34.6 D 14.1 B T 2823 5294 0.533 0.533 11.9 B k 1075 1500 0.095 0.717 3.3 A SB L 363 3353 0.270 0.108 31.8 D 12.5 B T 2823 5294 0.420 0.533 10.9 B Intersection Delay = 16.7 sec/veh Intersection LOS = C Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.511 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 05-26-1535 Center For ricrocosputers In Transportation Streets: (E-W) RT 649 0,-S) RI 29 Analyst: TTN File Name: 64929ABF.HC9 Area Type: Other 11-17-94 AM PEAK Comment: 2005 BACKGROUND is SITE - MEADOWCREEK PKWY I Eastbound I Westbound 1 Northbound i Soutnbound IL T RIL T R f L T R i L T R No. Lanes 1 2 2 1 2 2 1 1 2 3 1 1 2 3 Volumes 1 192 46 1 296 113 1401 357 1373 561 116 2036 PHF or PK1510.95 0.95 10.95 0.95 0.9510.95 0.95 0.9510.95 0.95 Lane Width 112.0 12.0 112.0 12.0 12.0112.0 12.0 12.0112.0 12.0 Grade I 0 I 0 I 0 I 0 % Heavy Vehl 2 2 I 2 2 21 2 2 2i 2 2 Parking 1(Y/N) N I(YIN) N I(Y/N) N I(Y/N) N Bus Stops 1 01 01 01 0 Con. Peds 1 501 501 501 50 Ped Button f(Y/N) N I(Y/N) N I(Y/N) N I(Y/N) N Arr Type I 3 3 I 3 3 31 3 3 31 3 3 RTOR Vols 1 01 01 01 0 Lost Time 13.00 3.00 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 Prop. Sharef -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.l -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * INB Left * Thru * I Thru * Right I Right * Peds 1 Peds * WB Left * ISB Left * Thru * I Thru * Right * I Right * Peds I Peds * NB Right * IEB Right SB Right * IWB Right * Green 18.0A 10.0A (Green 20.0A 54.0A Yellow/AR 4.0 5.0 !Yellow/AR 4.0 5.0 Cycle Length: 120 secs Phase combination order: #1 N2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 531 3353 0.380 0.156 29.4 D 29.9 D T 353 3529 0.142 0.100 31.9 D WB L 531 3353 0.605 0.158 31.6 D 29.4 D T 353 3529 0.354 0.100 32.8 D k 450 1500 0.327 0.300 21.2 C NB L 587 3353 0.660 0.175 31.7 D 18.8 C T 2471 5294 0.644 0.467 16.2 C k 975 1500 0.061 0.650 4.9 A SB L 587 3353 0.215 0.175 27.4 D 27.0 D T 2471 5294 0.954 0.467 27.0 D Intersection Delay = 24.3 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.769 ' HCP'i: SIGNALIZED INTERSECTION SUMMARY Version 2.4 05-26-1995 Center For Microcomputers in Transportation Streets: (E-W) RT 649 (N-S) RT 29 Analyst: TTN File Name: 64329ABF.HC9 Area Type: Other 11-17-94 PM PEAK Comment: 2005 BACKGROUND & SITE - MEADOWCREEK PKWY 1 Eastbound I Westbound i Northbound i Southbound IL T R I L T RIL T RIL T R No. Lanes i 2 2 1 2 2 1 1 2 3 1 i 2 3 Volumes 1 289 89 1 158 138 2151 320 1616 971 148 1101 PHF or PK1510.95 0.95 10.95 0.95 0.9510.95 0.95 0.9510.95 0.95 Lane Width 112.0 12.0 112.0 12.0 12.0112.0 12.0 12.0112.0 12.0 Grade I 0 1 0 I 0 I 0 % Heavy Vehl 2 2 1 2 2 21 2 2 21 2 2 Parking I(Y/N) N I(Y/N) N 1(Y/N) N I(Y/N) N Bus Stops I 01 01 01 0 Con. Peds I 501 501 501 50 Ped Button 1(Y/N) N 1(Y/N) N 1(Y/N) N 1(Y/N) N Arr Type I 3 3 I 3 3 31 3 3 31 3 3 RTOR Vols 1 01 01 0i 0 Lost Time 13.00 3.00 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 Prop. Share! -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.I -21 -2i -21 -2 Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left * INB Left * Thru * I Thru * Right I Right * Peds I Peds * WB Left * ISB Left * Thru * i Thru * Right * I Right * Peds I Peds * NB Right * IEB Right SB Right * IWB Right * Green 18.OA 10.0A (Green 20.0A 54.0A Yellow/AR 4.0 5.0 (Yellow/AR 4.0 5.0 Cycle Length: 120 secs Phase combination order: d1 D2 D5 D6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Nv®ts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 531 3353 0.573 0.158 31.3 D 31.6 D T 353 3529 0.281 0.100 32.4 D WB L 531 3353 0.322 0.158 29.1 D 27.8 D T 353 3529 0.431 0.100 33.4 D k 450 1500 0.502 0.300 23.1 C NB L 587 3353 0.591 0.175 30.6 D 19.3 C T 2471 5294 0.757 0.467 18.0 C k 975 1500 0.105 0.650 5.1 B SB L 587 3353 0.274 0.175 27.8 D 16.1 C T 2471 5294 0.516 0.467 14.7 B Intersection Delay = 20.4 sec/veh Intersection LOS = C Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.643 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 05-22-1995 Center For Microcomputers In Transportation Streets: it-W) RI 645 (N-S) RI 606 Analyst: TTN File Name: 6496O6AB.NC9 Area Type: Other 11-17-94 AM PEAK Comment: 2005 BACKGROUND - MEADOWCREEK PKWY I Eastbound I Westbound I Northbound ' Soutnbound i L I R I L I RIL T R I L T R No. Lanes I ) 1 ( 1 2 1 I 1 1 1 1 1 Volumes I 9 26 41 296 189i 143 2091 40 37 PHF or PK1510.95 0.95 0.9510.95 0.951 0.95 0.9510.95 0.95 Lane Width I 12.0 112.0 12.01 12.0 12.0112.0 12.0 Grade I 0 1 0 i 0 I 0 % Heavy Vehl 2 2 21 2 21 2 21 2 2 Parking I(Y/N) N I(Y/N) N I(Y/N) N I(Y/N) N Bus Stops I Oi 01 01 0 Con. Peds I 501 501 501 50 Ped Button I(Y/N) N 1(Y/N) N I(Y/N) N I(Y/N) N Arr Type I 3 3 31 3 31 3 31 3 3 RTOR Vols I 01 01 01 0 Lost Time 13.00 3.00 3.0013.00 3.001 3.00 3.0013.00 3.00 Prop. ShareI -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.I -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * INB Left Thru * ' Thru * * Right * I Right * Peds I Peds * WB Left * iSB Left * Thru I Thru * * Right * I Right Peds I Peds * NB Right * IEB Right SB Right IWB Right Green 14.0A 14.0A 'Green 24.0A 10.0A , Yellow/AR 4.0 5.0 'Yellow/AR 4.0 5.0 Cycle Length: 80 secs Phase combination order: 01 02 45 06 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 289 1543 0.138 0.188 17.5 C 17.5 C WB L 671 3353 0.479 0.200 18.7 C 20.3 C R 300 1500 0.663 0.200 22.8 C NB T 882 1765 0.171 0.500 7.1 B 10.7 B R 525 1500 0.419 0.350 13.1 B SE L 332 1063 0.126 0.313 12.7 B 9.8 B T 882 1765 0.044 0.500 6.6 B Intersection Delay = 15.8 sec/veh Intersection LOS = C Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.275 riCM: SIGNALIZED INTERSECTION 3ui17ARY Version 2.4 0E-01-1 95 Center For Microcomputers in Transpvtatior Streets: (E-W) RI 6499 (N-S) F,` 606 Analyst: TTN File Name: Area Type: Other 6-1-95 PM PEAS. Comment: 2005 BACKGROUND & SITE I Eastbound i Westbound 1 Northbound i Southbouna IL T R I L T R i L T RIL 1 R No. Lanes 1 > 1 ( 1 2 1 1 1 1 1 1 1 Volumes 1 25 8 221 339 1451 40 2391 35 112 PHF or PK1510.95 0.95 0.9510.95 0.951 0.95 0.9510.95 0.95 Lane Width i 12.0 112.0 12.01 12.0 12.0i12.0 12.0 Grade i 0 1 0 I 0 1 0 % Heavy Vehl 2 2 21 2 2: 2 21 2 2 Parking I(Y/N) N I(YIN) N I(Y/N) N i(Y/N) N Bus Stops I 01 01 01 0 Con. Peds I 01 01 0: 0 Red Button I(YIN) H IlY/N) N 1(Y/N) N 1(Y/N) N Arr Type I 3 3 31 3 31 331 3 3 RTOR Vols I 01 01 01 0 Lost Time 13.00 3.00 3.0013.00 3.001 3.00 3.0013.00 3.00 Prop. Share) -1 -11 -1 -ii -1 -11 -1 -i Prop. Prot.I -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * INS Left Thru * 1 Thru * Right * 1 Right * Peas I Peds WB Left * ISB Left * Thru I Thru * * Right * I Right Peds I Peds NB Right * IEB Right SB Right IWB Right Green 10.0A 21.0A (Green 23.0A 8.0A Yellow/AR 4.0 5.0 )Yellow/AR 4.0 5.0 Cycle Length: 80 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvrts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 212 1541 0.269 0.138 20.1 C 20.1 C WB L 1017 3539 0.362 0.287 14.7 B 14.7 B k 455 1583 0.336 0.287 14.7 B NB T 233 1863 0.180 0.125 20.3 C 12.2 B k 653 1583 0.386 0.412 10.8 B SB L 531 1770 0.077 0.300 13.0 B 9.3 B T 862 1863 0.137 0.463 8.0 B Intersection Delay = 13.5 sec/veh Intersection LOS = B Lost Tue/Cycle, L = 12.0 sec Critical v/c(x) = 0.258 t•.': SIGNAL:iEL 1-:,.TERSECTION SUM AR: 48'; :v. C.4 0:-26-1 95 enter FOT I;icrocus:pL Hers it Transportation Streets: (E-W) RI 649 (N-S) RI 606 Analyst: TIN File Name: 649606AB.HC9 Area Type: Other 11-17-94 AN PEAK Comment: 2005 BACKGROUND & SITE - I'IEADOWCREEK PKW`i i Eastbound I Westbound 1 Northbounc I Southbounc IL T R I L T RIL I R I L T R No. Lanes 1 ) 1 ( 1 2 1 I 1 1 1 1 1 Volumes 1 9 26 41 307 529i 165 2741 110 42 PHF or PK1510.95 0.95 0.9510.95 0.95; 0.95 0.9510.95 0.95 Lane Width i 12.0 112.0 12.01 12.0 12.0112.0 12.0 Grade i 0 I 0 i 0 1 0 % Heavy Vehl 2 2 21 2 21 2 21 2 2 Parking 1(Y/N) H 1(Y/N) H I(Y/N) N I(Y/N) N ' Bus Stops i 01 01 0i 0 Con. Peds I 501 501 501 50 Ped Button I(Y/N) N I(Y/N) N I(YIN) N 1(Y/N) N Arr Type i 3 3 31 331 3 313 3 RTOR Vo1s I 01 1051 01 0 Lost Time 13.00 3.00 3.0013.00 3.001 3.00 3.0013.00 3.00 Prop. Share) -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.I -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * INS Left Tnru * i Thru Right * i Right * Peds I Peds * WB Left * ISB Left * Thru I Thru * * Right * I Right Peds I Peds * NE Right * IEB Right SB Right iWB Right Green 8.0A 24.0A iGreen 20.0A 10.0A Yellow/AR 4.0 5.0 i'ellow/AR 4.0 5.0 Cycle Length: 80 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat vie g/C Approach: Pivmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 174 1543 0.230 0.112 21.0 C 21.0 C WB L 1090 3353 0.306 0.325 13.1 B 24.2 C R 487 1500 0.915 0.325 32.4 D NB T 265 1765 0.657 0.150 24.7 C 14.9 B R 712 1500 0.404 0.475 9.0 B SB L 440 1676 0.264 0.262 15.2 C 13.2 B T 794 1765 0.055 0.450 8.0 B Intersection Delay = 19.9 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.578 1 NCM: SIGNALIZED INTERSECTION SUMMARY version 2.4 05-26-1995 Center For Microcomputers lib transportation Streets: (E-W) RT 649 (N-S) ET 606 Analyst: TTN File Nape: 6496060.hC9 Area Type: Otner 11-17-94 PM PEAK Comment: 2005 BACKGROUND & SITE - MEADOWCREEK PKWY I Eastbound I Westbound I Northbound I Southbound i L I RIL I R I L I RIL T R No. Lanes I ) 1 ( 1 2 1 I 1 1 I 1 1 Volumes I 25 8 221 409 3311 51 2671 431 137 PHF or PK1510.95 0.95 0.9510.95 0.951 0.95 0.9510.95 0.95 Lane Width I 12.0 112.0 12.01 12.0 12.0112.0 12.0 Grade 1 0 1 0 I 0 I 0 % Heavy Vehl 2 2 21 2 21 2 21 2 2 Parking i(Y/N) N 1(Y/N) N I(Y/N) N I(YIN) N Bus Stops I 01 0! 01 0 Con. Peds I 501 501 501 50 Ped Button I(Y/N) N INN) N I(Y/N) N i(Y/N) N Arr Type I 3 3 31 3 31 3 31 3 3 RTOR Vois i 01 01 01 0 Lost Time 13.00 3.00 3.0013.00 3.001 3.00 3.0013.00 3.00 ' Prop. Share! -1 -11 -1 -11 -1 -11 -1 -i Prop. Prot.! -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * INB Left Thru * I Thru * Right * I Right * Peds I Peds * WB Left * 1SB Left * Thru I Thru * * Right * i Right Peds I Peds * NB Right * IEB Right SB Right IWB Right Green 8.OA 20.0A IGreen 24.0A 10.0A Yellow/AR 4.0 5.0 IYellow/AR 4.0 5.0 Cycle Length: 80 secs Phase combination order: #1 #2 05 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mats Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 162 1443 0.351 0.112 21.7 C 21.7 C WB L 922 3353 0.482 0.275 16.0 C 21.2 C R 412 1500 0.844 0.275 27.9 D NB T 265 1765 0.204 0.150 19.3 C 12.2 B R 638 1500 0.441 0.425 10.8 8 SB L 524 1676 0.867 0.313 26.8 D 22.0 C T 882 1765 0.163 0.500 7.0 B Intersection Delay = 19.8 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.674 1985 HCM: UrSIGNA'JIZED INTERSECTIONS Page-1 ********************i****iE**iEififlFilit1i1E1t**1F*lF*iE****iE*******************t IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 30 PEAK HOUR FACTOR .95 AREA POPULATION 150000 NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 NAME OF THE ANALYST TIN DATE OF THE ANALYSIS fay®/dd/yyi 05-31-1995 TIME PERIOD ANALYZED AM PEAK OTHER INFORMATION.... 2005 BACKGROUND INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: T—INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT -- 23 0 77 THRU -- 0 17 60 RIGHT -- 18 130 0 NUMBER OF LANES EB WB NB SB LANES -- 2 1 1 ADJUSTMENT FACTORS Page-2 PERCENT RIGHT TURN CURB RADIUS (ft) AC:ELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND --- --- - WESTBOUND 0.00 90 20 H NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND --- --- --- WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS WB 5.50 5.50 0.00 5.50 MAJOR LEFTS SB 5.00 5.00 0.00 5.00 MINOR LEFTS WB 6.50 6.50 0.00 6.50 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS C5-31-1995 ; AM PEAK OTHER INFORMATION.... 2005 BACKGROUND CAPACITY AND LEVEL-OF-SERVICE Page-3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (prphi r (pcph) c (pcpn) c = c - v LOS p SH R SH MINOR STREET WB LEFT 27 694 657 657 630 A RIGHT 21 996 996 996 975 A MAJOR STREET SB LEFT 89 992 992 992 903 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-31-1995 ; AM PEAK OTHER INFORMATION.... 2005 BACKGROUND I 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 ********************************************************************* IDENTIFYING INFORMATION: AVERAGE RUNNING SPEED, MAJOR STREET 30 PEAK HOUR FACTOR .95 AREA POPULATION 150000 NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 NAME OF THE ANALYST TTN DATE OF THE ANALYSIS (mm/dd/yy) 05-31-1995 TIME PERIOD ANALYZED PM PEAK OTHER INFORMATION.... 2005 BACKGROUND INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT -- 123 0 13 THRU -- 0 49 6? RIGHT -- 82 23 0 NUMBER OF LANES EB WB NB SB LANES -- 2 1 1 ADJUSTMENT FACTORS Page-2 PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND --- --- - WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND --- --- --- WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS WB 5.50 5.50 0.00 5.50 MAJOR LEFTS SB 5.00 5.00 0.00 5.00 MINOR LEFTS WB 6.50 6.50 0.00 6.50 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-31-1995 ; PM PEAK OTHER INFORMATION.... 2005 BACKGROUND CAPACITY AND LEVEL-OF-SERVICE Page-3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph; c = c - v LOS p M SH R SH MINOR STREET WB LEFT 142 772 765 765 623 A RIGHT 95 997 997 997 902 A MAJOR STREET SB LEFT 15 1000 1000 1000 985 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-31-1995 ; PM PEAK OTHER INFORMATION.... 2005 BACKGROUND 1985 HCM: UNSIGNALIZED INTERSECTIONS Pape-1 IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 30 PEAK HOUR FACTOR .95 AREA POPULATION 150000 NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RI 606 NAME OF THE ANALYST TTN DATE OF THE ANALYSIS (na/dd/yy) 05-31-1995 TIME PERIOD ANALYZED AM PEAK OTHER INFORMATION.... 2005 BACKGROUND & SITE INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT -- 98 0 81 THRU -- 0 17 60 RIGHT -- 19 489 0 NUMBER OF LANES EB WB NB SB LANES -- 2 1 1 ADJUSTMEN- FACTORS Page-2 P`ER,ENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND --- --- - WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND --- --- --- WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS WB 5.50 5.50 0.00 5.50 MAJOR LEFTS SB 5.00 5.00 0.00 5.00 MINOR LEFTS WB 6.50 6.50 0.00 6.50 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-31-1995 ; AM PEAK OTHER INFORMATION.... 2005 BACKGROUND & SITE CAPACITY AND LEVEL-OF-SERVICE Page-3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH MINOR STREET Wb LEFT 113 544 495 495 382 B RIGHT 22 815 815 615 793 A MAJOR STREET SB LEFT 94 686 686 686 592 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-31-1995 ; AM PEAK OTHER INFORMATION.... 2005 BACKGROUND & SITE 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 *********#.i************i*****1FiE'****.*****i:i******lt*********1E1E*#if****** IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 30 PEAK HOUR FACTOR .95 AREA POPULATION 150000 NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 NAME OF THE ANALYST TIN DATE OF THE ANALYSIS 44ti/ddiyy) 05-31-1995 TIME PERIOD ANALYZED PM PEAK OTHER INFORMATION.... 2005 BACKGROUND & SITE INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES ED WB NB SB ---- ---- ---- ---- LEFT -- 540 0 15 THRU -- 0 49 67 RIGHT -- 85 208 0 NUMBER OF LANES EB WB NB SB LANES -- 2 1 1 ADJUSTMENT FA,TORS Page-2 PERCENT RIGHT TURN CURB RADIUS (ft ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND --- --- - WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND --- --- --- WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTEE➢ SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS WB 5.50 5.50 0.00 5.50 MAJOR LEFTS SB 5.00 5.00 0.00 5.00 MINOR LEFTS WB 6.50 6.50 0.00 6.50 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AN➢ TIME OF THE ANALYSIS 05-31-1995 ; PM PEAK OTHER INFORMATION.... 2005 BACKGROUND & SITE CAPACITY AND LEVEL-OF-SERVICE Pa ye-3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH MINOR STREET WE LEFT 625 680 672 672 47 E RIGHT 98 931 931 931 832 A MAJOR STREET SE LEFT 17 918 918 918 901 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-31-1995 ; PM PEAK OTHER INFORMATION.... 2005 BACKGROUND & SITE HCi : 'SIGNALIZED INTERSECTION SUMMARY version 2.4 05-31-1935 Center For Cic'rocowputers :n Transpo:;a..on Streets: (E-W) RD A (N-S) RT 29 Analyst: TIN File Name: Area Type: Other 5-31-95 AN PEAK CoWrent: 2005 BACKGROUND & SITE i Eastbound 1 Westbound I Northbound I SGutroound IL TRILT R 1 L T RLIR no. Lanes 1 2 2 I 1 2 2 i 2 Volumes 1 30 1391 1852 636 2149 PHF or PK1510.95 0.951 10.95 0.95 I 0.95 Lane Width 112.0 12.01 112.0 12.0 I 12.0 Grade I 0 I I 0 1 0 x Heavy Vehl 2 2i I 2 2 I 2 Parking I(Y/N) N ( I(Y/N) N 1(Y/N) H Bus Stops i 01 I 0! 0 Con. Peas I 01 01 01 0 Ped Button i(Y/N) H i I(Y/N) N I(Y/N) h Arr Type I 3 31 13 3 i 3 RTOR Vois I 01 I 01 0 Lost Time 13.00 3.001 13.00 3.00 I 3.00 Prop. Share! -1 -11 1 -1 -11 -1 -1 Prop. Prot.I -21 i -21 -2 Signal Operations Pnase Combination 1 2 3 4 i 5 6 7 8 EB Left * 1NB Left * Thru 1 Thru * * Right * I Right Peds I Pecs WE Left ISE Left Tnru I Thru * Right i Right Peds I Peds NB Right 1EB Right * SB Right IWE Right Green 5.OA (Green 19.0A 62.OA Yellow/AR 4.0 (Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: 19vmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 212 3539 0.155 0.060 28.8 D 18.7 C R 950 3167 0.174 0.300 16.7 C NB L 743 3539 1.243 0.210 * * * * T 3278 3725 0.282 0.880 0.6 A SB T 2384 3725 0.996 0.640 25.0 C 25.0 C Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasable. HCK: SiOkLict T R5ti iUn SU"invl versicr 2.4 0;-.: Center For Microcomputers in Transportatiar, Streets: (E-W) RD A (N-5) RI 29 Analyst: TIN File Name: Area Type: Other 5-31-95 PM� PEAK Comment: 2005 BACKGROUND 8 SITE 1 Eastbound i Westbound 1 Nortnbcund I Southbound 1 L T RIL T RIL I R L T R Mo. Lanes 1 2 2 i 1 2 2 i 2 Volumes 1207 9161 1374 1658 i 1280 PHF or PK1510.95 0.951 10.95 0.95 1 0.95 Lane Width 112.0 12.01 112.0 12.0 i 12.0 Grade 1 0 I 1 0 1 0 % Heavy Vehl 2 21 1 2 2 I 2 Parking I(Y/N) N I I(Y/N) M i(Y/N) N Bus Stops I 01 i 01 0 Con. Peas 1 01 01 01 0 Ped Button 1(Y/N) H I I(Y/N) N i(Y/N) N Arr Type I 3 31 1 33 3 RTOR Vols i 01 1 01 0 Lost Time 13.00 3.001 13.00 3.00 I 3.00 Prop. Shares -1 -li I -1 -II -1 -1 Prop. Prot.1 -2i 1 -21 -2 Signal Operations Phase Combination 1 2 3 4 i 5 6 7 8 EB Left * INB Left * Thru I Thru * * Right * I Right Peds 1 Peds WB Left ISB Left Thru I Thru * Right I Right Peds I Peds NB Right IEB Right * SB Right IWB Right Green 16.0A IGreen 20.0A 50.0A Yellow/AR 4.0 IYellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 602 3539 0.374 0.170 24.0 C 20.3 C R 1330 3167 0.819 0.420 19.5 C NB L 779 3539 0.521 0.220 22.7 C 7.2 B T 2868 3725 0.639 0.770 3.7 A SB T 1937 3725 0.730 0.520 13.0 B 13.0 B Intersection Delay = 12.3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.770 h::r: 6UNNA 1 v.rsior E.4 Center For 5.crocompute7s In Transp::-tatici Streets: (E-W) RD A (N-Si RT 29 Analyst: TTN File Name: Area Type: Otner 5-31-95 AN PEAR Comment: 2005 BACKGROUND & SITE _ 1 Eastbound I Westbound i Northbound I Soathocund IL T R I L T RIL T R I L T R No. Lanes 1 2 2 I 1 2 2 f 3 Volumes ( 30 1391 i 852 836 1 2149 PHF or PK1510.95 0.951 10.95 0.95 1 0.95 Lane Width 112.0 12.01 112.0 12.0 I 12.0 Grade 1 0 i I 0 1 0 % Heavy vehl 2 2i i 2 2 1 2 Parking 1(Y/N) N I I(Y/N) N i(i/N) N Bus Stops I 0i I 0i 0 Con. Peds I 01 01 01 0 Red Button I(Y/N) N I I(Y/N) N ((Y/N) N Arr Type I 31 I 33 1 3 RTOR Vois I 01 ( 01 0 Lost Time 13.00 3.001 13.00 3.00 I 3.00 Prop. Share' -1 -11 i -1 -11 -1 -1 Prop. Prot.i -21 I -2i -2 Signal Operations Phase Combination 1 2 3 4 i 5 6 7 8 EB Left * (NB Left * Thru I Thru * * Right * 1 Right Peds i Peds WB Left ISB Left Thru I Thru * Right 1 Right Peds I Peds NB Right IEB Right * SB Right IWB Right Green 6.0A (Green 30.0A 50.0A Yellow/AR 4.0 (Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: 01 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Iivmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 248 3539 0.133 0.070 28.2 D 14.3 B k 1330 3167 0.124 0.420 11.5 B NB L 1132 3539 0.816 0.320 23.6 C 12.1 B T 3241 3725 0.285 0.870 0.7 A SB T 2906 5588 0.856 0.520 15.4 C 15.4 C Intersection Delay = 14.0 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9.0 sec Critical vic(x) = 0.786 ii;.";: SIGNALIZED INTERSECTION Suf14AR' version, 2.4 05-31-1 T: Center For !°icrocowputers in Transportation Streets: (E-W) RD A (N-5) RT 29 Analyst: TTN File Name: Area Type: Other 5-31-95 PM PEAK Comment: 2005 BACKGROUND & SITE; i Eastbound I Westbound i Northbound i Southoound IL T RIL T RIL T RIL T R No. Lanes 1 2 2 I i 2 2 I 3 volumes 1 207 9161 1374 1658 1 1280 PHF or PK1510.95 0.951 10.95 0.95 I 0.95 Lane Width 112.0 12.01 112.0 12.0 1 1E.0 Grade 1 0 I I 0 I 0 % Heavy Vehi 2 21 1 2 2 1 2 Parking 1(Y/N) N I !(Y/N) N !(Y/N) N Bus Stops I 0i 1 01 0 Con. Peds I 01 01 01 0 Ped Button 1(Y/N) N 1 1(YIN) N I(Y/N) N Arr Type I 3 31 I 3 3 I 3 RTDR Vols 1 01 I 01 0 Lost Time 13.00 3.001 13.00 3.00 I 3.00 Prop. Share! -1 -11 1 -1 -II -1 -1 Prop. Prot.I -21 I -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * INS Left * Thru I Thru * * Right * I Right Peds I Peds WB Left ISB Left Thru I Thru * Right I Right Peds I Peds NB Right 1EB Right * SB Right IWB Right Green 16.0A (Green 20.0A 50.0A Yellow/AR 4.0 (Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 602 3539 0.374 0.170 24.0 C 20.3 C k 1330 3167 0.819 0.420 19.5 C NB L 779 3539 0.521 0.220 22.7 C 7.2 B T 2868 3725 0.639 0.770 3.7 A SB T 2906 5588 0.510 0.520 10.3 B 10.3 B Intersection Delay = 11.5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.648 MCP: SIGNALIZED INTERSECTION KMA T version E.4 06-.. ..._ Center For Microcomputers In Transportation Streets: (E-W) RD A (N-S) RI 29 Analyst: TTN File Name: 2010.HC9 Area Type: Other 5-31-95 AM PEAK Comment: 2003 BACKGROUND & SITE (9j=)°,1,) Eastbound 1 Westbound 1 Northbound 1 Sorthbound IL T R 1 L T R 1 L T R I L T R No. Lanes 1 2 2 1 1 2 2 I 2 Volumes I 28 1041 ; 662 636 1 2149 PHF or PK15I0.95 0.951 10.95 0.95 i 0.95 Lane Width 112.0 12.01 112.0 12.0 i 12.0 Grade 1 0 1 1 0 I 0 % Heavy Vehl 2 El I 2 2 I 2 Parking I(Y/N) N ! I(Y/N) N i(Y/N) N Bus Stops I 01 I 01 0 Con. Peds I 01 01 01 0 Red Button I(Y/N) N I I(Y/N) N I(Y/N) N Arr Type ! 3 3! I 3 3 I 3 RTOR Vois I 01 I 01 I Lost Time 13.00 3.001 13.00 3.00 1 3.00 Prop. Share! -1 -11 I -1 -11 -1 -1 Prop. Prot.! -21 ! -21 -2 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * INB Left * Thru ! Thru * * Right * I Right Peds I Peds WB Left ISB Left Thru 1 Thru * Right 1 Right Peds I Peds NB Right IEB Right * SB Right IWB Right Green 5.0A (Green 21.OA 60.0A Yellow/AR 4.0 !Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 212 3539 0.141 0.060 28.8 D 18.1 C k 1013 3167 0.121 0.320 15.5 C NB L 814 3539 0.909 0.230 34.3 D 15.6 C T 3278 3725 0.282 0.880 0.6 A SB T 2310 3725 1.028 0.620 33.8 D 33.8 D Intersection Delay = 26.0 sec/veh Intersection LOS = D Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.940 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 06- -l9 Center For Microcomputers in TransooTtation Streets: (E-w) RD A (N-S) RT 29 Analyst: TIN File Name: 2010.HC9 Area Type: Other 5-31-95 pri PEAK Comment: 2003 BACKGROUND B SITE (5:7%) I Eastbound 1 Westbound i Northbound 1 Southbound IL T R IL T R IL T R IL T R No. Lanes 1 2 2 I 1 2 2 i 2 Volumes 1183 667i i 280 1658 I 1280 PHF or PK1510.95 0.951 10.95 0.95 i 0.95 Lane Width 112.0 12.01 112.0 12.0 i 12.0 Grade 1 0 I I 0 I 0 % Heavy Vehi 2 2i i 2 2 i 2 Parking I(Y/N) N I I(Y/N) N I(Y/N) N Bus Stops I 01 I 01 0 Con. Peds I 01 01 01 0 Red Button I(Y/N) N 1 I(Y/N) N 1 (Y/N) N Arr Type I 331 I 3 3 i 3 RTOR Vols 1 01 i 01 0 Lost Time 13.00 3.001 13.00 3.00 I 3.00 Prop. Sharel -1 -11 I -1 -11 -1 -1 Prop. Prot.! -21 I -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 B EB Left * INB Left * Thru I Thru * * Right * I Right Peds I Peds WB Left I5B Left Thru I Thru * Right I Right Peds I Peds NB Right IEB Right * SB Right IWB Right Green 16.0A (Green 20.0A 50.OA Yellow/AR 4.0 (Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Pivots Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 602 3539 0.331 0.170 23.7 C 16.9 C k 1330 3167 0.614 0.420 15.3 C NB L 779 3539 0.390 0.220 21.7 C 6.3 B T 2868 3725 0.639 0.770 3.7 A SB T 1937 3725 0.730 0.520 13.0 B 13.0 B Intersection Delay = 10.7 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.678 APPENDIX E: 2010 Highway Capacity Worksheets - Meadowcreek Parkway HCM: EIGtLIZED iNTEKstLiiUH SUMMARY version E. 05-24-1995 Center For Microcomputers In Transportation Streets: (E-W) RT 649 (N-S) RT 29 Analyst: TIN File Name: 64929ABF.HC9 Area Type: Other 11-17-94 AM PEAK Comment: 2010 BACKGROUND - MEADOWCREEK PK:WY I Eastbound I Westbound i Northbound i Southbouno IL T RIL T RIL I R 1 L T R No. Lanes 1 2 2 1 2 2 1 1 2 3 1 i 23 Volumes 1108 46 1419 135 1221 115 656 491 117 2008 PHF or PK1510.95 0.95 10.95 0.95 0.9510.95 0.95 0.9510.95 0.95 Lane Width 112.0 12.0 112.0 12.0 12.0112.0 12.0 12.0112.0 12.0 Grade 1 0 I 0 I 0 I 0 % Heavy Vehl 2 2 I 2 2 21 2 2 21 2 2 Parking I(Y/N) N I(Y/N) N KY/N) N I(Y/N) N Bus Stops I 01 01 01 0 Con. Peds I 501 501 501 50 Ped Button 1(Y/N) N i(Y/N) N I(Y/N) N I(Y/N) N Arr Type I 3 3 i 3 3 31 3 3 31 3 3 RTOR Vols I 01 01 01 0 Lost Time 13.00 3.00 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 Prop. Sharel -1 -11 -1 -ii -1 -11 -1 -1 Prop. Prot.l -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * INB Left * Thru * I Thru * Right I Right * Peds 1 Peds * WB Left * ISB Left * Thru * I Thru * Right * I Right * Peds I Peds * NB Right * IEB Right SB Right * IWB Right * Green 18.OA 10.OA (Green 12.0A 62.0A Yellow/AR 4.0 5.0 (Yellow/AR 4.0 5.0 Cycle Length: 120 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: hvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 531 3353 0.215 0.158 28.5 D 29.5 D T 353 3529 0.142 0.100 31.9 D WB L 531 3353 0.855 0.158 40.8 E 36.5 D T 353 3529 0.422 0.100 33.3 D R 350 1500 0.366 0.233 25.2 D NB L 363 3353 0.344 0.108 32.2 D 12.5 B 7 2823 5294 0.269 0.533 9.9 B R 1075 1500 0.048 0.717 3.2 A SB L 363 3353 0.350 0.108 32.3 D 17.4 C T 2823 5294 0.823 0.533 16.5 C Intersection Delay = 20.0 sec/veh Intersection LOS = C Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.713 rla: SIGNALIZED INTER3KTION SUMMARY version 2.4 05-24-13H Center For Microcomputers in Transportation Streets: (E-1►) RT 649 (N-S) RI 29 Analyst: TTN File Name: 64929ABF. C9 Area Type: Other 11-17-94 PM PEAK Comment: 2010 BACKGROUND MEADOWCREEK PKWY I Eastbound I Westbound i Northbound I Southbound IL T RIL T RIL T RIL T R Ho. Lanes 1 2 2 1 2 2 1 1 2 3 1 1 2 3 volumes 1182 74 1 223 182 2701 197 1345 981 114 1307 PHF or PK1510.95 0.95 10.95 0.95 0.9510.95 0.95 0.9510.95 0.95 Lane Width 112.0 12.0 112.0 12.0 12.0112.0 12.0 12.0112.0 12.0 Grade 1 0 I 0 I 0 I 0 % heavy Vehl 2 2 I 2 2 21 2 2 21 2 2 Parking 1(Y/N) N I(Y/N) N I(Y/N) N I(Y/N) N Bus Stops I 01 01 01 0 Con. Peas I 501 501 501 50 Ped Button I(Y/N) H i(Y/N) N itY/N) N I(Y/N) N Arr Type i 3 3 I 3 3 31 3 3 31 3 3 RTOR Vois I 01 0) 01 0 Lost Time 13.00 3.00 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 Prop. Sharei -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.) -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * INS Left * Thru * I Thru * Right I Right * Peds I Peds * WB Left * ISB Left * Thru * I Thru * Right * I Right * Peds I Peds * NB Right * IEB Right SB Right * IWB Right * Green 14.0A 10.0A (Green 20.04 59.0A Yellow/AR 4.0 4.0 (Yellow/AR 4.0 5.0 Cycle Length: 120 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Pivots Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 419 3353 0.458 0.125 32.1 D 32.3 D I 323 3529 0.253 0.092 32.8 D WB L 419 3353 0.577 0.125 33.4 D 31.5 D T 323 3529 0.624 0.092 36.6 D R 438 1500 0.649 0.292 26.3 D NB L 587 3353 0.363 0.175 28.3 D 14.7 B T 2691 5294 0.579 0.508 13.5 B R 988 1500 0.104 0.658 4.9 A SB L 587 3353 0.211 0.175 27.4 D 14.4 B T 2691 5294 0.563 0.508 13.3 B Intersection Delay = 18.4 sec/veh Intersection LOS = C Lest Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.601 NCI9: SIG?IALIZED INTERRSECTION vers.on 2.4 v5-31-1535 Center For Nicrocompdters in Transportation Streets: (E-W) RT 649 th-S) RT 29 Analyst: TIN File Name: 64929ABF.HCS Area Type: Other 11-17-94 Ah PEAK CooMent: 2010 BACKGROUND & SITE - MEADOWCREEK PKWY i Eastcoana Westoouna 1 Northbound i Southbouno IL T RIL T R I L T R I L T R No. Lanes 1 2 2 s 2 2 1 1 2 3 1 1 2 3 Volumes i 106 52 1 419 163 1641 257 1412 431 126 2163 PNr or PK1510.95 0.95 10.95 0.95 0.9510.95 0.95 0.9510.95 0.95 Lane Width 112.0 12.0 112.0 12.0 12.0112.0 12.0 12.0112.0 12.0 Grade I 0 t 0 1 0 1 0 % heavy Vehl 2 2 I 2 2 21 2 2 21 2 2 Parking I(Y/N) N t(Y/N) N I(Y/N) N 1(Y/N) N Bus Stops 1 01 01 01 u Con. Peds I 501 501 501 50 Ped Button I(Y/N) h I(Y/N) M I(Y/N) N t(Y/N) N Arr Type 13 3 1 3 3 3133 31 3 3 RTOR Vols I 01 01 01 0 Lost Time 13.00 3.00 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 Prop. Snarei -1 -11 -1 -li -1 -11 -1 -1 Prop. Prot.i -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left * INB Left * Thru * 1 Thru * Rignt 1 Right * Peds I Peds * WB Left * ISB Left * Thru * I Thru * Right * 1 Right * Peds I Peas * NB Right * IEB Right SB Right * IWB Right * Green 19.0A 10.0A IGreen 14.0A 59.0A Yello*/AR 4.0 5.0 IYellow/AR 4.0 5.0 Cycle Length: 120 secs Phase combination order: #i #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c giC Approach: Mats Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 559 3353 0.204 0.167 27.9 D 29.3 D T 353 3529 0.164 0.100 31.9 D WB L 559 3353 0.812 0.167 37.3 D 34.0 D T 353 3529 0.513 0.100 34.2 D R 375 1500 0.461 0.250 25.3 D NB L 419 3353 0.768 0.125 36.6 D 17.5 C T 2691 5294 0.608 0.508 13.8 B k 1050 1500 0.050 0.700 3.6 A SB L 419 3353 0.327 0.125 31.1 D 23.1 C 2691 5294 0.931 0.508 22.6 C Intersection Delay = 22.9 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.840 MCMi: SIGNALIZED 'CEP:SECTION SUARI Version 2.4 05-31-,5 ., Center For nicrocomputers in lransportatln Streets: (E-w) RT 645 (N-5; RT 25 Analyst: TIN File Yale: 6492SABF.HLS Area Type: Otner 11-17-34 Pn PEAK Comment: 2010 BACKGROUND & SITE - hEADOWCREEK PKWY i Eastbound i Westbound i Northbound i Southboun IL T RIL I RI:RIL T RIL T R No. Lanes 1 2 2 1 2 2 1 1 2 3 1 12 3 Volumes 1182 103 1223 195 2891 281 1693 981 140 1683 PHF or PK1510.95 0.95 10.95 0.95 0.9510.95 0.95 0.9510.95 0.95 111 Lane Width 112.0 12.0 112.0 12.0 12.0112.0 12.0 12.0112.0 12.0 Grade 1 0 I 0 I 0 1 0 Y. Heavy Vehl 2 2 1 2 2 21 2 2 2i 2 2 Parking 1(Y/N) N I(YIN) N I(Y/N) N 1(Y/N) N Bus Stops 1 01 01 01 0 Con. Peels 1 501 501 501 50 Red Button I(Y/N) N I(YIN) N i(YIN) N I(Y/N) N Arr Type i 3 3 I 3 3 31 3 3 31 33 RTOR Vols I 01 01 01 0 Lost Time 13.00 3.00 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 Prop. Share) -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.I -2i -2i -21 -2 Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left * INS Left * Thru * i Thru * Right I Right * Peas I Peds * WB Left * ISB Left * Thru * I Thru * Right * I Right * Peas I Peas * NB Right * IEB Right SB Right * IWB Rignt * Green 14.0A 10.0A (Green 19.0A 59.OA Yellow/AR 4.0 5.0 (Yellow/AR 4.0 5.0 Cycle Length: 120 secs Phase combination artier: 01 02 115 #6 intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Nvmts Cap Flow Ratio Ratio Delay LOS Delay LOS El L 419 3353 0.458 0.125 32.1 D 32.3 D T 353 3529 0.320 0.100 32.6 D WB L 419 3353 0.577 0.125 33.4 D 31.7 D T 353 3529 0.609 0.100 35.6 1:1- R 438 1500 0.695 0.292 27.7 D NB L 559 3353 0.546 0.167 30.5 D 17.0 C T 2631 5294 0.728 0.506 15.6 C R 988 1500 0.104 0.658 4.9 A SB L 559 3353 0.270 0.167 26.3 D 16.0 C T 2691 5294 0.810 0.508 17.3 C Intersection Delay = 20.2 sec/veh Intersection LOS = C Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.742 III hC!: SIGNLIZEL INTERSECTION SUMMARY 4ersion E.5 05-22-153 5 Center For Microcomputers In Transportation Streets: (E-W) RT 649 (N-S) RT 606 Analyst: TTn File Narue: s49bvbyu+.HC' Area Type: Other 11-17-94 Alr PEAK Comment: 2010 BACKGROUND - MEADOWCREEK PKWY 1 Eastbound 1 Westbound 1 Nortnbound i Southbound IL T R 1 L T R i L T RIL TR No. Lanes i ) 1 ( 1 2 1 1 1 1 1 1 1 Volumes I 9 26 41 321 2051 147 2261 43 36 PHF or PK1510.95 0.95 0.9510.95 0.951 0.95 0.9510.95 0.95 Lane Width I 12.0 112.0 12.01 12.0 12.0112.0 12.0 Grade I 0 1 0 I 0 1 0 % heavy Vehl 2 2 21 2 21 2 2i 2 2 Parking I(Y/N) N I(Y/N) N I(Y/N) N 1(Y/N) N Bus Stops I 01 01 01 0 Con. Peds 1 501 501 501 50 Red Button I(Y/N) N 1(Y/N) N I(Y/N) N 1(Y/N) N Arr Type I 3 3 31 3 31 3 3i 3 3 RTOR Vols I 01 01 01 0 Lost Time 13.00 3.00 3.0013.00 3.001 3.00 3.0013.00 3.00 Prop. Sharel -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.i -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 6 El Left * iNB Left Thru * 1 Thru * * Right * 1 Right * Peds I Peds * WB Left * ISB Left * Thru I Thru * * Right * 1 Right Peds i Peds * NB Right * IEB Right SB Right IWE Right Green 14.0A 14.0A (Green 24.0A 10.OA Yellow/AR 4.0 5.0 lYeliow/AR 4.0 5.0 Cycle Length: 80 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS ES LTR 289 1543 0.138 0.188 17.5 C 17.5 C WB L 671 3353 0.519 0.200 19.0 C 21.3 C R 300 1500 0.720 0.200 24.9 C NB T 882 1765 0.176 0.500 7.1 B 10.9 B R 525 1500 0.453 0.350 13.4 B SB L 328 1049 0.137 0.313 12.8 B 9.9 B T 882 1765 0.045 0.500 6.6 B Intersection Delay = 16.5 seciveh Intersection LOS = C Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.290 HCM: SIGNA:.1 E1) INTERSECTION SUMMAR't version E.4 J J-E2-19 :enter For Microcomputers in Transportation Streets: (E-W) RT 649 (N-S) RI 606 Analyst: TTh File Name: 649606AB.HC9 Area Type: Other 11-17-94 PM PEAK Comment: 2010 BACKGROUND - MEADOWCREEK PKWY i Eastbound I Westbound i Nortnbound 1 Soutnbouna IL T RIL I RIL T R L T R No. Lanes 1 ) 1 ( I 2 1 1 1 1 I 1 1 Volumes I 25 8 221 368 1581 47 3091 42 114 PHF or PK1510.95 0.95 0.9510.95 0.951 0.95 0.9510.95 0.95 Lane Width I 12.0 112.0 12.01 12.0 12.0112.0 12.0 Grade I 0 i 0 1 0 I 0 % Heavy Vehl 2 2 El 2 21 2 21 2 2 Parking 1(Y/N) N I(Y/N) N I(UN) N I(Y/N) N Bus Stops 1 01 01 01 0 Con. Peds 1 501 501 501 50 Ped Button i(Y/h) N I(Y/N) N I(Y/N) N I(Y/N) N Arr Type I 3 3 31 3 31 3 3i 3 3 RTOR Vols I 01 01 01 0 Lost Time 13.00 3.00 3.0013.00 3.001 3.00 3.0013.00 3.00 Prop. Share! -1 -11 -1 -II -1 -11 -1 -1 Prop. Prot.! -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * INB Left Thru * I Thru * * Right * I Right * Peds I Peds * WB Left * ISB Left * Thru I Thru * * Right * I Right Peds I Peds * NB Right * IEB Right SB Right IWB Right Green 14.0A 14.0A (Green 24.0A 10.0A Yellow/AR 4.0 5.0 (Yellow/AR 4.0 5.0 Cycle Length: 80 secs Phase combination order: #1 #2 #5 16 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvnts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 271 1443 0.211 0.188 17.8 C 17.8 C WB L 671 3353 0.595 0.200 19.8 C 20.0 C R 300 1500 0.553 0.200 20.3 C NB T 882 1765 0.056 0.500 6.6 B 14.4 B k 525 1500 0.619 0.350 15.5 C • SB L 447 1430 0.098 0.313 12.6 B 8.5 B T 882 1765 0.13E 0.500 6.9 B Intersection Delay = 16.4 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.338 riCN: Si3:4cLIZEL INTERSE.TION SUI"N'r;: version 2.4 :,5-a--.s3 Center For ;icrocoaputers in T:an5pOrtation Streets: (E-W) RT 649 (N-S) RT 606 Analyst: TIN File Name: 64960bAB.NC9 Area Type: Other 11-17-94 AM PEAK Comment: 2010 BACKGROUND & SITE - I;EADOtCREEK PKWY I Eastbound i Westboufd I Northbound i Southboune IL T R t L T R 1 L T R 1 L T R No. Lanes I > 1 ( t 2 1 1 1 1 1 1 1 Volumes t 9 26 41 321 4151 231 226: 66 55 PHF Or PK1510.95 0.95 0.9510.95 0.951 0.95 0.9510.95 0.95 Lane width I 12.0 112.0 12.01 12.0 12.0112.0 12.0 Grade I 0 I 0 1 0 1 0 % heavy Veht 2 2 21 2 2i 2 2t 2 2 Parking 1(Y/N) N t(Y/N) N I(Y/N) N I(Y/N) N Bus Stops I 0i OI Ot 0 Con. Peds 1 501 501 501 50 Red Button t(Y/N) N I(Y/N) h I(Y/N) N I(YIN) N Arr Type I 3 3 31 3 313 31 3 3 RTOR Vols 1 01 831 01 0 Lost Time 13.0C 3.00 3.0013.00 3.001 3.00 3.0013.00 3.00 Prop. Sharel -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.I -2; -21 -21 -2 Signal Operations Phase Comoination 1 2 3 4 1 5 6 7 8 EB Left * INB Left Thru * t Thru * * Right * i Right * Peds I Peds * WB Left * ISB Left * Thru I Thru * * Right * I Right Peds I Peds * NB Right * IEB Right SB Right IWB Right Green 10.OA 21.0A (Green 23.0A 8.OA Yellow/AR 4.0 5.0 1Yellow/AR 4.0 5.0 Cycle Length: 80 secs Phase combination order: #1 #2 05 06 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Nets Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 212 1543 0.189 0.138 19.8 C 13.8 C WB L 964 3353 0.361 0.287 14.7 B 19.8 C R 431 1500 0.812 0.287 24.8 C NB T 816 1765 0.298 0.463 8.7 B 9.8 B R 619 1500 0.385 0.412 10.8 B SE L 211 703 0.431 0.300 15.4 C 12.4 B T 816 1765 0.071 0.463 7.7 B Intersection Delay = 15.E sec/veh intersection LOS = C Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.447 hCM: SIGNALIZED INTERSECTION SJI;MAF; versic., 2.4 v5-31 1555 Center For Microcomputers in Transportation Streets: (E-W) RT 649 (N-S) RI 64, Analyst: TTN File Name: 643606AB.HC9 Area Type: Other 11-i7-94 PM PEAK Comment: 2010 BACKGROUND & SITE - MEADOUCREEr PKW: I Eastbound i Westbound 1 'Northbound Southteunc L T RIL T RIL T RIL T R No. Lanes I ) 1 ( 1 2 1 i 1 1 I 1 1 Volumes 1 25 8 221 368 2551 86 3091 256 200 PHF or PK1510.95 0.95 0.951 0.95 0.951 0.95 0.9510.95 0.95 Lane Width I 12.0 112.0 12.01 12.0 12.0112.0 12.0 Grade I 0 I 0 I 0 1 0 % Heavy Vehl 2 2 21 2 21 2 21 2 2 Parking t(Y/N) N I(Y/N) N I(Y/N7 N I(Y/N) N Bus Stops I 01 01 01 0 Lon. Peds I 501 501 501 50 Ped Button I(Y/N) N I(Y/N) N I(Y/N) N I(Y/N) N Arr Type I 3 3 31 3 31 3 31 3 3 RTOR Vols I 01 831 01 0 Lost Time 13.00 3.00 3.0013.00 3.001 3.00 3.0013.00 3.00 Prop. Share{ -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.I -2i -2i -21 -2 Signal Operations Phase Combination 1 2 3 4 i 5 6 7 8 EB Left * INB Left Tnru * I Thru * * Right * I Right * Peds I Peds * WB Left * ISB Left * Thru i Thru * * Right * I Right Peds I Peds * NB Right * IEB Right SB Right IWB Right Green 10.0A 21.OA (Green 23.0A 8.0A Yellow/AR 4.0 5.0 (Yellow/AR 4.0 5.0 Cycle Length: 80 secs Phase combination order: #1 #2 #5 #6 intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Malts Cap Flow Ratio Ratio Delay LOS Delay LOS EL LTF 198 1443 0.287 0.138 20.2 C 20.2 C wi+ L 964 3353 0.414 0.287 15.1 C 15.1 C 431 1500 0.420 0.287 15.3 C NE T 616 1765 0.111 0.463 7.9 B 11.1 B 619 1500 0.525 0.412 12.1 B SB L 380 1268 0.707 0.300 20.1 C 15.0 B T 816 1765 0.258 0.463 8.5 B intersection Delay = 14.2 seciveh Intersection LOS = B Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.551 1985 HCM: UNSIGHALIZEL INTERSECTIONS Page-_ ********************************************************************* IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 30 PEAK HOUR FACTOR AREA POPULATION 1 u0G0 NAME OF THE EAST/WEST STREET CLAIL RUN NAME OF THE NORTH/SOUTH STREET RT 6G NAME OF THE ANALYST TTN DATE OF THE ANALYSIS (mm/dd/yy) 05-17-1995 TIME PERIOD ANALYZED AM PEAK OTHER INFORMATION.... 2010 BACKGROUND INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STC SIGN TRAFFIC VOLUMES EB WE NB SB ---- ---- ---- ---- LEFT -- 23 0 43 THRL -- 0 16 64 RIGHT -- 11 133 0 NUMEER OF LANES EB wB NB SB LANES -- 1 1 1 ADJUSTMENT FACTORS Page-: PERCENT RIGHT TURN CURB RADIUS (fti ACCELERATION LANL GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TuRN6 EASTBOUND --- --- - WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 H SOUTHBOUND u.00 95 20 H VEHICLE COMPOSITION X SU TRUCKS x COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND --- --- --- WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS fib 5.50 5.50 0.00 5.50 MAJOR LEFTS SB 5.00 5.00 0.00 5.00 MINOR LEFTS Wb 6.50 6.50 0.00 6.50 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-17-1995 ; AM PEAK OTHER INFORMATION.... 2010 BACKGROUND CAPACITY AND LEVEL-OF-SERVICE Page-3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SNARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT vtpcph) c (pcph) c (pcpni c (pepn) c = c - v LOS p M SH R SH MINOR STREET WB LEFT 27 719 697 ) 697 i 670 > A 77Li I u ) 33 A RIGHT 13 596 996 > 9% ) 963 ) A MAJOR STREET SB LEFT 50 991 991 991 941 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-17-1995 ; AM PEAK OTHER INFORMATION.... 2010 BACKGROUND I 1385 HCM: UNSIG;;ALIZED INTERSECTION Page-. IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 30 PEAK HOUR FACTOR .95 AREA POPULATION 150000 NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 NAME OF THE ANALYST TIN DATE OF THE ANALYSIS “iia/dd/yy 05-17-199 TIME PERIOD ANALYZED PM PEAK OTHER INFORMATION.... 2010 BACKGROUND INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT -- 123 0 9 THNU -- 0 53 61 RIGHT -- 46 24 0 NUMBER OF LANES EB WB NB SB LANES -- 1 1 1 ADJUSTMENT Page-E PERCENT RIGHT TURN CURB RADIUS tit/ ACCELERiTIGN LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT iuRNS EASTBOUND --- --- - WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 H VEHICLE COMPOSITION % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES LASTBOUND --- --- --- WESTBOUND 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Tao1e 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS WB 5.5, 5.50 0.00 5.50 MAJOR LEFTS SB 5.50 5.00 0.00 5.00 MINOR LEFTS WB 6.50 6.50 0.00 6.50 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RI 606 DATE AND TIME OF THE ANALYSIS 05-17-1995 ; PM PEAT, OTHER INFORMATION.... 2010 BACKGROUND CAPACITY AND LEVEL-OF-SERVICE Page-3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT vipcphi c (pcphi c (pcphi c (pcphi c = c - v LOS p M SH k SH MINOR STREET WB LEFT 142 778 773 ) 773 ) 631 i A 823 i 626 iA RIGHT 53 997 997 i 997 ) 943 ) A MAJOR STREET SD LEFT 10 1000 1000 1000 990 A I IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET Rh 606 DATE AND TIME OF THE ANALYSIS 05-17-1995 ; PM PEAK OTHER INFORMATION.... 2010 BACKGROUND 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 ********************************************************************* IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 30 PEAK HOUR FACTOR .95 AREA POPULATION 150000 NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 NAME OF THE ANALYST TIN DATE OF THE ANALYSIS (n®/dd/yy) 05-31-1995 TIME PERIOD ANALYZED AM PEAK OTHER INFORMATION.... 2010 BACKGROUND & SITE INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB LEFT -- 83 0 57 THRU -- 0 18 64 RIGHT -- 422 427 0 NUMBER OF LANES ES WB NB SB LANES -- 2 1 1 I ADJUSTMENT FACTORS Paae-E PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LASE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND --- --- - WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 H SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION x SU TRUCKS x COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND --- --- --- WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS WB 5.50 5.50 0.00 5.50 MAJOR LEFTS SB 5.00 5.00 0.00 5.00 MINOR LEFTS WB 6.50 6.50 0.00 6.50 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-31-1995 ; AM PEAK OTHER INFORMATION.... 2010 BACKGROUND & SITE 5 CAPACITY AND LEVEL-OF-SERVICE Page-3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS SH R SH MINOR STREET WB LEFT 96 582 551 551 454 A RIGHT 489 846 846 846 358 B MAJOR STREET SB LEFT 66 739 739 739 673 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-31-1995 ; AM PEAK OTHER INFORMATION.... 2010 BACKGROUND & SITE I I 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 ********************************************************************* IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 30 PEAK HOUR FACTOR .95 AREA POPULATION 150000 NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 NAME OF THE ANALYST TIN DATE OF THE ANALYSIS (am/dd/yy) 05-31-1995 TIME PERIOD ANALYZED PM PEAK OTHER INFORMATION.... 2010 BACKGROUND & SITE INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT -- 422 0 15 THRU -- 0 53 61 RIGHT -- 60 159 0 NUMBER OF LANES ES WB NB SB LANES -- 2 1 1 p ADJUSTMENT FACTORS Page PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND --- --- - WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 H SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND --- --- --- WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS WB 5.50 5.50 0.00 5.50 MAJOR LEFTS SB 5.00 5.00 0.00 5.00 MINOR LEFTS WB 6.50 6.50 0.00 6.50 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-31-1995 ; PM PEAK OTHER INFORMATION.... 2010 BACKGROUND & SITE CAPACITY AND LEVEL-OF-SERVICE Page-3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH MINOR STREET WB LEFT 489 703 696 696 E07 C RIGHT 69 954 954 954 884 A MAJOR STREET SB LEFT 17 963 963 963 946 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RI 606 DATE AND TIME OF THE ANALYSIS 05-31-1995 ; PM PEAK OTHER INFORMATION.... 2010 BACKGROUND & SITE I hCI: SIGNALIZED INTERSECTION SUMNAR7 versio, 2. 1 ):- 19.5 Center For Microcomputers In Transportation Streets: (E-W) RD A (N-S) RI 29 Analyst: TIN File Name: 2010.hC9 Area Type: Other 5-3i-95 API PEAK Comment: 2010 BACKGROUND & SITE I Eastbound i Westbound I Northbound i Soutnbound IL I R IL T R IL T R IL T R No. Lanes I 2 2 I 1 2 2 1 2 Volumes I 67 1641 1798 886 1 2335 PHF or P1(1510.95 0.951 10.95 0.95 I 0.95 Lane Width 112.0 12.01 112.0 12.0 I 12.0 Grade I 0 1 i 0 I 0 % heavy Vehl 2 21 I 2 2 1 2 ParIa ng I(YIN) N I I(Y/N) N I(Y/N) N Bus Stops I 0f I 01 0 Con. Peds I 01 01 01 0 Ped Button I(Y/N) N I I(Y/N) N I(Y/N) N Arr Type 13 31 I 3 3 I 3 RTOR Vols I 01 I 01 0 Lost Time 13.00 3.001 13.00 3.00 I 3.00 Prop. Sharel -1 -11 1 -1 -11 -1 -1 Prop. Prot.I -21 I -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * INB Left * Thru I Thru * * Right * I Right Peas I Peds WB Left ISB Left Thru I Thru * Right I Right Peds I Peds NB Right IEB Right * SB Right IWB Right Green 6.0A 1Green 15.0A 65.0A Yellow/AR 4.0 [Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination oroer: 111 445 06 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: P,vuts Cap Flow Ratio Ratio Delay LOS L'elay LOS EB L 248 3539 0.295 0.070 28.7 D 21.2 C R 855 3167 0.228 0.270 18.4 C NB L 602 3539 1.438 0.170 * * * * T 3241 3725 0.302 0.870 0.8 A SB T 2496 3725 1.034 0.670 33.3 D 33.3 D Intersection Delay = * (seciveh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasable. HCM: SIGNALIZEi INTERSECTION SJ.i1AR. Vers1o1, i..4 31-1 95 Center For I'ncrococp.iters In Transport atiu:, Streets: (E-W) RD A (N-S) RT 29 Analyst: TIN File Name: EOIO.HC9 Area Type: Other 5-31-95 N`i PEAc. Comment: 2010 BACr,GROURD & SITE Eastbound 1 Westbound I Northbound 1 Southbouno IL T R I L T R 1 L T R I L T R No. Lanes i 2 2 i 1 2 2 1 2 Volumes 1 335 8121 1258 1797 I 1391 PHF or PK15I0.95 0.951 10.95 0.95 I 0.95 Lane Width 112.0 12.01 112.0 12.0 1 12.0 Grade i 0 I 1 0 1 0 % Heavy Vehi 2 2i I 2 2 1 2 Parking I(Y/N) N I i(Y/N) N I(Y/N; N Bus Stops 1 01 1 01 0 Con. Peds i 01 Oi 01 0 Ped Button I(Y/N) N I I(Y/N) N i(YIN) N Arr Type i3 31 1 3 3 i 3 RTOR Vois I 01 1 01 0 Lost Time 15.00 3.001 13.00 3.00 1 3.00 Prop. Shares -1 -11 1 -1 -11 -1 -1 Prop. Prot.i -21 i -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * INB Left * Thru I Thru * * Right * I Right Peds I Peds WB Left ISB Left Thru 1 Thru * Right I Right Peds I Peds NB Right IEB Right * SB Right IWB Right Green 20.OA (Green 10.0A 56.OA Yellow/AR 4.0 iYellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: di 05 d6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mats Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 743 3539 0.490 0.210 22.9 C 23.2 C R 1140 3167 0.847 0.360 23.4 C NB L 425 3539 0.659 0.120 29.8 D 8.7 B T 2715 3725 0.731 0.730 5.8 B SB T 2160 3725 0.711 0.580 10.5 B 10.5 B Intersection Delay = 13.0 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.763 HCP: SIONA:.iZED INTERSECTION SUrir1 R1 version L.4 05-31-195 Center For Microcomputers in Transportation Streets: (E-W) RD A (N-S) RT 29 Analyst: TIN File Name: 2010.Hi Area Type: Other 5-31-95 AM PEAK Comment: 2010 BACKGROUND n SITE ! Eastbouna i Westbound i Nortnboun i boutheoune IL T R I L I R i L T R i L T R No. Lanes 12 2 1 12 2 3 Volumes I 67 1641 i 798 666 I 2335 PHF or PK1510.95 0.951 10.95 0.95 I 0.95 Lane Width 112.0 12.01 112.0 12.0 i 12.0 Grade i 0 i i 0 i 0 % Heavy Vehi 2 21 i 2 2 1 2 Parking I(Y/N) N i I(Y/N) N i(Y/N) N Bus Stops I 01 1 01 0 Con. Peds I 01 01 Oi 0 Ped Button 1(Y/N) N I 1(Y/N) N I(YiN) N Arr Type I 3 31 I 3 I 3 RTOR Vois ! 0! 1 01 0 Lost Time 13.00 3.001 13.00 3.00 I 3.00 Prop. ShareI -1 -li i -1 -11 -1 -1 Prop. Prot.I -2i I -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 CB Left * INS Left * Thru I Thru * * Right * I Right Peas I Peds Wit Left iSB Left Thru i Thru * Right I Right Peds i Peds NB Right IEB Right * SB Right IWB Right Green 6.OA !Green 25.OA 55.0A Yellow/AR 4.0 1Yeilow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: AdJ Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS GB L 2483539 0.295 0.070 28.7 D 17.8 C R 1172 3167 0.166 0.370 13.7 B NB L 956 3539 0.905 0.270 31.4 D 15.1 C T 3241 3725 0.302 0.870 0.8 A SB T 3185 5588 0.849 0.570 13.3 B 13.3 B Intersection Delay = 14.2 sec/veh Intersection LOS = B Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.823 HCF:: SIGNALIZED INTERSECTIOt; SU("MAF i version c.ti 31-.i:v Center For Microcomputers In Transportation _ Streets: (E-W) RD A (N-S) RI 25 Ana.yst• TIN File Narae: EC1 .rC5 Area Type: Other 5-31-95 Pr. PEAK Comment: 2010 BACKGROUND & SITE I Eastbound 1 Westbound i Northbound I SouthDounc IL T R I L T R i L T h ; L T R No. Lanes 1 2 2 I i 2 2 1 3 Volumes 1 335 8121 1256 1797 I 1391 PHF or PK1S10.95 0.951 10.95 0.95 I 0.95 Lane Width 112.0 12.0i 112.0 12.0 i 12.0 Grade I 0 i 1 0 1 0 Heavy vehl 2 Er i 2 2 I 2 Parking I(Y/N) N i I(Y/N) N I(Y/N) N Bus Stops 1 01 1 01 0 Lon. Peds 1 01 01 01 0 Ped Button 1(Y/N) N 1 I(Y/N) N 1(Y/N) N Arr Type I 3 3i I 3 1 3 RTOR Vols I 01 i 01 0 . Lost Time 13.00 3.001 13.00 3.00 I 3.00 Prop. Share) -1 -11 I -1 -11 -1 -1 Prop. Prot.I -2i I -21 -2 Signal Operations Phase Combination 1 23 4 I 5 6 7 8 EB Left * INB Left * Tnru I Thru * * Right * 1 Right Peds 1 Peds WB Left ISB Left Thru I Thru * Right I Right Peds I Peds NB Right IEB Right * SB Right IUB Right Green 20.OA (Green 10.0A 56.0A Yellow/AR 4.0 (Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: 01 N5 #6 Intersection Performance Summary Lane Group: Adj Sat vic g/C Approach: i•1vmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 743 3539 0.490 0.210 22.9 C 23.2 C R 1140 3167 0.847 0.360 23.4 C NB L 425 3539 0.659 0.120 29.8 D 8.7 B T 2719 3725 0.731 0.730 5.8 B SB T 3241 5588 0.497 0.580 8.1 B 8.1 B Intersection Delay = 12.2 sec/veh Intersection LOS = B Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.677 APPENDIX F: 2015 Highway Capacity Worksheets - Meadowcreek Parkway HCM: SIGNALIZED INTERSECTION SUMMAR': version 2.4 05-24-1955 Center For Microcomputers in Transportation Streets: (E-W) RI 649 (N-S) RT 29 Analyst: TTN File Name: 64929ABF.HC9 Area Type: Other 11-17-94 AN PEAK Comment: 2015 BACKGROUND - MEADOWCREEK PKWY 1 Eastbound I Westbound 1 Northbound So::thoound IL I R I L T R i L I RIL T R No. Lanes 1 2 2 i 2 2 1 i 2 3 1 1 2 3 Volumes 1116 49 1542 175 1571 116 662 501 126 2199 PHF or PK1510.95 0.95 10.95 0.95 0.9510.95 0.95 0.9510.95 0.95 Lane Width 112.0 12.0 112.0 12.0 12.0112.0 12.0 12.0112.0 12.0 Grade 1 0 I 0 I 0 i 0 % Heavy Vehl 2 2 I 2 2 2i 2 2 21 2 2 Parking 1(Y/N) N I(Y/N) N I(Y/N) N i(Y/N) N Bus Stops 1 01 01 Oi 0 Con. Peds i 501 501 501 50 Red Button '(YIN) N 1(Y/N) H I(Y/N) N I(Y/N) N Arr Type I 3 3 i 3 3 31 3 3 31 3 3 RTOR Vols I 01 Oi 0' 0 Lost Time 13.00 3.00 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 Prop. Sharei -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.I -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 i 5 6 7 8 EB Left * INS Left * * Thru * I Thru * * Right * I Right * * Peds I Peds * WB Left * ISB Left * Thru * I Thru * Right * I Right Peas I Peas * NB Right * IEB Right SB Right IWB Right * Green 23.0A 8.0A 'Green 7.OA 4.0A 57.0A Yellow/AR 4.0 4.0 1Yellow/AR 4.0 4.0 5.0 Cycle Length: 120 secs Phase combination order: #1 #2 #5 #6 #7 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 251 3353 0.485 0.075 35.6 D 35.0 D T 265 3529 0.208 0.075 33.7 D WB L 671 3353 0.877 0.200 39.0 D 33.7 D T 706 3529 0.273 0.200 26.3 D k 400 1500 0.412 0.267 23.8 C NB L 447 3353 0.282 0.133 30.3 D 11.3 B T 2956 5294 0.259 0.558 8.9 B k 1175 1500 0.045 0.783 1.9 A SB L 224 3353 0.622 0.067 38.9 D 29.6 D T 2603 5294 0.979 0.49E 29.1 D Intersection Delay = 27.0 sec/veh Intersection LOS = D Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.812 i{CIS: SIGNALIZED INTERSECTION SUMMAi: version E.4 05-24-1 :5 Center For Microcomputers in Transportation Streets: (E-W) RT 649 (N-S) RI 29 Analyst: TTN File Name: 64929ABF.r=9 Area Type: Other 11-17-94 PM PEAK Comment: 2015 BACKGROUND - MEADOWCREEK PKWI i Eastoound i Westbound I Northbounc i Southboun IL T R i L T R 1 L I R I L T R No. Lanes 1 2 2 1 2 2 1 1 2 3 1 1 2 3 Volumes 1 196 79 i 288 236 3501 199 1358 99i 107 1218 PHF or PK15I0.95 0.95 10.95 0.95 0.9510.95 0.95 0.9510.95 0.95 Lane Width 112.0 12.0 112.0 12.0 12.0112.0 12.0 12.0112.0 12.0 Grade i 0 I 0 I 0 1 0 % Heavy Vehi 2 2 i 2 2 21 2 2 2, 2 2 Parking I(Y/N) N I(Y/N) N I(Y/N) N 1(YIN) N Bus Stops I 01 0! 01 0 Con. Peds 1 501 501 501 50 Ped Button 1(Y/N) N I(Y/N) N I(Y/N) N I(Y/N) N Arr Type ! 3 3 i 3 3 31 3 3 313 3 RTOR Vols I Oi 70i 01 0 Lost Time 13.00 3.00 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 Prop. ShareI -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.! -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left * INB Left * * Thru * I Thru * * Right * i Right * * Peds I Peds * WB Left * 1SB Left * Thru * I Thru * Right * I Right Peas I Peas * NB Right * IEB Right SB Right iWB Right * Green 20.0A 10.0A (Green 11.0A 4.0A 54.0A Yellow/AR 4.0 4.0 IYellow/AR 4.0 4.0 5.0 Cycle Length: 120 secs Phase combination order: #1 #2 #5 #6 #7 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Meets Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 307 3353 0.670 0.092 37.9 D 36.4 D T 323 3529 0.269 0.092 32.9 D WB L 587 3353 0.532 0.175 29.8 D 29.3 D T 618 3529 0.421 0.175 28.8 D R 412 1500 0.713 0.275 29.3 D NB L 559 3353 0.385 0.167 29.0 D 13.6 B T 2823 5294 0.557 0.533 12.2 B k 1100 1500 0.095 0.733 3.0 A SB L 335 3353 0.346 0.100 32.8 D 16.6 C T 2471 5294 0.571 0.467 15.3 C Intersection Delay = 19.0 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.616 •argesea;ut Si TQ to uotleln3Te3 'auo ueul aaleaa6 St (30)*(3/6) * = S01 uotpasaapT (yan/3as) * = Aetac uotpasaaluI 0 0'£E LIS'0 SOOT 462S S£L2 1 Q I'EE 0 9'9£ SL0'0 £SS'0 ESE£ TS2 1 HS y L'I 26L'0 S40'0 00STT BRIT 8 H 9'L 0S9'0 SSS'0 h62S I4b£ 1 * * * * 902'0 4I2'I ESIE 669 1 94 Q S'0E 26''0 VLS'0 00SI 992 H 3 9'0V LII'0 209.0 62SE 2TV 1 * * * * LTI'0 EOS'I ESEE T6E 1 am 0 9'SE 9g0'0 4BE'0 62SE 902 1 0 £'9E 0 6'6E 90.0 V29'0 ESEE 961 1 93 Sol AeTac S01 AeTaO otley otley Mot3 de3 s1*nil :yaeoaddy 3/6 3/n ;PS fpy :dnoag auel hams aouesao}aa,j uotl3asaalul LB 9H S# 34 TB :aapao uotleutgaoa asegd soas 02T :446ual atoA3 0'S O'' O'b 8y/MottaA1 0'4 O'b 8U/M0TIaA U0'09 U0'2I 110'9 uaaag1 y0.9 y0'ET uaaag * 446t8 HMI 446t>1 HS 4461j 931 * 446T8 HN * spad I spad 146t>J 1 * 446i8 * 11441 1 * na41 * 101 HSi * 101 el * spa,j 1 spad * * 1u6ty 1 * 146tH * * nays I * nayl * * 101 HH I * 101 H3 9 I. 9 S 14 E 2 1 uot4eutcao3 asey,j suotleaado Teats 2- 12- 12- 12- I•load 'thud T- T- IT- I- IT- I- II- T- IaaeU9 'dud 00'E 00'E1o0'£ 00'r_ 00'E100'E 00'E 00'EI 00'E 00'EI act 1so1 0 10 10 10 ! SI°) 8018 E E IE E E IE E E 1 E E I adAl aay N (H/A)! N (N/A)! N (N/A)1 N (MIA)! MIN pa,j OS !OS !OS 10S 1 spad 'uo3 0 10 10 10 1 sdogg snq H (NMI H (H/A)I H (N/A)! H (H/A)I hulled 2 2 12 2 2 12 2 2 1 2 2 14aA AneaH % 0 1 0 I 0 I 0 1 apeag 0'2T 0'2T10'2T 0'2T 0.2I10'2T 0'2I 0'2TI 0'2I 0'2I1 41ptM auel S6'0 S6'0IS6.O S6.0 'S6'0IS6'0 S6.0 S6'01 S6'0 S6'01SIHd ao 3Hd £LE2 92T IOS 0S9I 29L ILST 962 2Vg 1 IL 9TT I sasnm c 2 ! T E 2 I I 2 2 ! 2 2 I sauel •oH u 1 1 I H 1 1 I N 1 I y 1 1 1 punoopinoS 1 punoqulaou 1 punoga.saM I puno94se3 I 41)1d )13383M0(111361 - 31IS `? GM(10>3O)3HH SI02 :1uaWmo3 `U3d '.�y 46-LT-TT aay10 :adAj eaay 634'AHy6.2649 :aee14 aTTA N11 :1sATeuy 62 18 (S-14) 649 18 (M-3) :s1aa41^9 Uatlelaods'_ieal uT saa;ndlioaoaotI ao- salual 'T_ti2-rn (,.2 uetsaa&. ;,1Jt1tj!flg :..0.133"_'_31H? 132I-UN9TS :1,131-1 HCM: SIGNAL:ZED INT_RSEiiION SUMMARY Version 2.4 u5-24-1995 Center For Microcomputers in Transportation Streets: (E-W) RT 649 (N-S) RI 29 Analyst: TIN File Name: 6 29ABF.ri! Area Type: Other 11-17-94 Pig PEAK Comment: 2015 BACKGROUND & SITE - MEADOWCREEK PKWY 1 Eastbound i Westbound I Northbound i Southbouund IL T R I L T R ! L T RIL T R No. Lanes 1 2 2 1 2 2 1 1 2 3 1 1 2 3 Volumes 1196 196 i 288 277 350! 419 1684 991 107 2158 PHF or PK15I0.95 0.95 10.95 0.95 0.9510.95 0.95 0.9510.95 0.95 Lane Width 112.0 12.0 112.0 12.0 12.0112.0 12.0 12.0112.0 12.0 Grade 1 0 1 0 I 0 I 0 % Heavy Vehi 2 2 I 2 2 21 2 2 21 2 2 Parking 1(Y/N) N I(Y/N) N I(Y/N) N I(Y/N) N Bus Stops I 01 01 01 0 Con. Peds i 501 501 501 50 Ped Button I(YIN) N I(YIN) N I(Y/N) N I(Y/N) N Arr Type I 3 3 I3 3 31 33 31 3 3 RTOR Vois I 0i 701 01 0 Lost Time 13.00 3.00 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 Prop. Sharel -1 -11 -1 -11 -i -11 -i -1 Prop. Prot.! -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left * INS Left * * Thru * 1 Thru * * Right * I Right * * Peds I Peds * WB Left * ISB Left * Thru * I Thru * Right * I Right Peds 1 Peds * NB Right * IEB Right SB Right IWB Right * Green 20.0A 10.0A (Green 11.04 4.0A 54.0A Yellow/AR 4.0 4.0 (Yellow/AR 4.0 4.0 5.0 Cycle Length: 120 secs Phase combination order: #1 #2 #5 #6 #7 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvots Cap Flow Ratio Rati❑ Delay LOS Delay LOS EB L 307 3353 0.670 0.09237.9 D 37.8 D T 323 3529 0.668 0.092 37.6 D WB L 587 3353 0.532 0.175 29.8 D 29.5 D T 618 3529 0.497 0.175 29.4 D k 412 1500 0.713 0.275 29.3 D NB L 559 3353 0.812 0.167 37.3 D 17.7 C T 2823 5294 0.691 0.533 13.9 B k 1100 1500 0.095 0.733 3.0 A SB L 335 3353 0.346 0.100 32.8 D 37.0 D T 2471 5294 1.012 0.467 37.2 D Intersection Delay = 28.5 sec/veh Intersection LOS = D Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.847 SI3r4 L ZED INTE 6Ei;TIO;; SUM MAR ve^SioE 2.5 _ -1 -19::5 Lenten For `;icrocemputers in :ansocrtatior Streets: (E-W) RT 649 (N-S) RT 29 Analyst: TIN File Name: 64929PSF.HC9 Area Type: Other 11-17-94 PI'': PEAK Comment: 2015 BACKGROUND - hEADINCREEK PKWY I Eastbound I Westbound 1 Northbound I Southbound IL T R i L T RIL T RIL T R No. Lanes 1 2 2 1 2 2 1. 1 2 3 1 1 2 3 Volumes 1196 79 1 288 236 3501 199 1358 991 125 1431 PHF or PK1510.95 0.95 10.95 0.95 0.9510.95 0.95 0.9510.95 0.95 Lane Width 112.0 12.0 112.0 12.0 12.0112.0 12.0 12.0112.0 12.0 Grade 1 0 I 0 I 0 I 0 % Heavy Vehl 2 2 1 2 2 2i 2 2 21 2 2 Parking I(Y/N) N ((YIN) N ((Y/N) N I(Y/N) N Bus Stops I 01 0i 0i 0 Con. Peds i 501 501 501 50 Ped Button ((YIN) N I(YIN) N 1(Y/N) N ((YIN) N Arr Type I3 3 I 3 3 31 3 3 31 3 3 RTOR Vols I 01 01 01 0 Lost Time 13.00 3.00 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 Prop. Share' -1 -11 -1 -11 -1 -ii -1 -1 Prop. Prot.I -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * (NB Left * Thru * I Thru * Right I Right * Peds i Peas * WB Left * ISB Left * Thru * I Thru * Right * I Right * Peds I Peds * NB Right * IEB Right SB Right * IWB Right * Green 20.0A 14.0A (Green 22.0A 46.0A Yellow/AR 4.0 5.0 (Yellow/AR 4.0 5.0 Cycle Length: 120 secs Phase combination order: 111 02 05 06 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: hats Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 587 3353 0.351 0.175 28.3 D 28.7 D T 471 3529 0.185 0.133 29.9 D WB L 587 3353 0.532 0.175 29.8 D 28.5 D T 471 3529 0.553 0.133 32.5 D R 525 1500 0.701 0.350 24.6 C NB L 643 3353 0.335 0.192 27.2 D 20.8 C T 2118 5294 0.742 0.400 20.9 C k 900 1500 0.116 0.600 6.7 B SB L 643 3353 0.212 0.192 26.4 D 22.1 C T 2118 5294 0.782 0.400 21.7 C Intersection Delay = 23.2 sec/veh Intersection LOS = C Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.704 HCM: SIGNALIZED INTERSLL;iLOr SUMMAR i version E.4 17-1995 Center For M crocouputers in Transportation Streets: (E-w, RT 649 (n-S) nT 29 Analyst: TIN File name: 64529f'BF. C9 Area Type: Other 11-17-94 An PEAL, Comment: 2015 BACKGROUND & 100% SITE - MEAGOWCREEr; Pr.wt i Eastbound I westbound 1 Northbound i Soutnbound IL T RIL I R I L T RIL T R No. Lanes 1 2 2 1 2 2 1 1 2 3 1 i 2 3 Volumes 1 116 71 1542 298 1571 782 1650 501 157 2667 PHF or PK1510.95 0.95 10.95 0.95 0.9510.95 0.95 0.9510.95 0.95 Lane Width 112.0 12.0 112.0 12.0 12.0112.0 12.0 12.0112.0 12.0 Grade I 0 I 0 i 0 1 0 % Heavy Vehl 2 2 1 2 2 21 2 2 21 2 2 Parking 1(Y/N) N 1(Y/N) N I(Y/N) N I(Y/N) N Bus Stops 1 01 01 01 0 Con. Peds 1 501 501 501 50 Ped Button I(Y/N) N 1(Y/N) N i(Y/N) N i(YIN) N Arr Type I 3 3 1 3 3 31 33 31 3 2 RTOR Vols I 01 01 01 0 Lost Time 13.00 3.00 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 Prop. Sharel -1 -11 -1 -11 -1 -11 -i -1 Prop. Prot.i -2i -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 1 5 6 7 ES Left * INS Left * Thru * I Thru Right * I Right * Peds 1 Peds * WB Left * iSB Left * Thru * I Thru * Right * I Right * Peds I Peds * NB Right * IEB Right SB Right IWB Right * Green 14.0A 10.0A (Green 20.0A 59.OA Yellow/AR 4.0 4.0 (Yellow/AR 4.0 5.0 Cycle Length: 120 secs Phase combination order: N1 N2 #15 N6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 307 3353 0.397 0.092 33.6 D 33.3 D T 323 3529 0.244 0.092 32.8 D WB L 419 3353 1.403 0.125 * * * * T 441 3529 0.748 0.125 37.5 D R 450 1500 0.367 0.300 21.6 C NB L 587 3353 1.445 0.175 * * * * T 2691 5294 0.710 0.508 15.3 C k 988 1500 0.054 0.658 4.7 A SB L 587 3353 0.290 0.175 27.9 D * * T 2691 5294 1.234 0.508 * * Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasable. hC': SIGNALIZE, INTEr;_OTI .'. �ersic; 2.4 _-. -,...Center For Microcomputers lr Transportation Streets: (E-w) RT 649 (N-3) RT 29 Analyst: TTN File Naze: 649929PBF.hC9 Area Type: Utner 11-17-94 PM PEAK, Comment: 2015 BACKGROUND & 100% SITE - MEADOWCREEK PKWY i Eastbound i Westbound 1 Northbound i Soutnoouno IL T RIL T RL T RIL T R No. Lanes 1 2 2 1 2 2 1 i 2 3 1 i 23 Volumes 1196 196 1 288 277 3501 415 1684 991 125 2371 PHF or PK1510.95 0.95 10.95 0.95 0.9510.95 0.95 0.9510.95 0.95 Lane Width 112.0 12.0 112.0 12.0 12.0112.0 12.0 12.0112.0 12.0 Grade I 0 I 0 ' 0 I 0 % Heavy Vehl 2 2 I 2 2 21 2 2 21 2 2 Parking I(Y/N) N I(Y/N) N 1(Y/N) N 1(Y/N) N Bus Stops I Oi 01 01 0 Con. Peds I 50: 501 50i 50 Ped Button I(Y/N) N i(Y/N) h I(Y/N) N I(Y/N) N Arr Type i 3 3 ' 3 3 31 3 331 3 3 RTOR Vols 1 01 01 01 0 Lost Time 13.00 3.00 13.00 3.00 3.0013.00 3.00 3.0013.00 3.00 Prop. Share' -1 -i1 -1 -11 -1 -11 -1 -1 Prop. Prot.l -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * INB Left * Thru * I Thru * Right * ' Right * Peds I Peds * WB Left * ISB Left * Tnru * ' Thru * Right * I Right * Peds I Peds * NB Right * IEB Right SB Right IWB Right * Green 14.0A 10.0A 'Green 20.0A 59.0A Yellow/AR 4.0 4.0 IYellow/AR 4.0 5.0 Cycle Length: 120 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mats Cap Flow Ratio Ratio Delay LOS Delay LOS LB L 307 3353 0.670 0.092 37.9 D 37.8 D T 323 3529 0.668 0.092 37.6 D WB L 419 3353 0.744 0.125 37.6 D 35.3 D T 441 3529 0.696 0.125 35.8 D k 450 1500 0.818 0.300 33.0 D NB L 587 3353 0.774 0.175 34.9 D 18.6 C T 2691 5294 0.725 0.508 15.5 C R 988 1500 0.105 0.658 4.9 A SB L 587 3353 0.232 0.175 27.5 D 36.8 D T 2691 5294 1.020 0.508 37.2 D Intersection Delay = 29.9 sec/ven Intersection LOS = D Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.917 iC1: SIGNALIZED IKTERSECTIO SuirAR version 2.4 ur, -1995 Center For Microcomputers In Transportation Streets: (E-W) ADVANCED LEFT (N-S) RT 29 Analyst: TTh File name: CFIIPN.HC9 Area Type: Other 11-17-94 AM PEAK Comment: 2015 BACKGROUND SITE (CONT. FLOW) I Eastbound I Westbound 1 Northbound ' Southaouna IL T RIL T RIL T RIL T R No. Lanes I I 1 2 3 I 3 Volumes i I 1782 1700 I 3219 PHF or PK151 I 10.95 0.95 ! 0.95 Lane Width 1 I 112.0 12.0 I 12.0 - Grade I I 1 0 1 0 % Heavy Vehl I l 2 2 ! 2 Parking i I I(Y/N) N I(Y/N) N Bus Stops i I I 01 0 Con. Peds I 50I 501 501 50 Pea Button I I I(Y/N) N I(Y/N) N Arr Type I I I 3 3 I 3 RTOR Vols I • I I 01 0 Lost Time I I 13.00 3.00 1 3.00 Prop. Share! I 1 -1 -11 -1 -1 Prop. Prot.! 1 1 -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left INB Left * Thru I Thru * Right I Right Peds i Peds * WB Left ISB Left Thru i Thru * Right i Right Peds I Peds * NB Right IEB Right SB Right IWB Right Green 'Green 79.OA 32.0A Yellow/AR 'Yellow/AR 5.0 4.0 Cycle Length: 120 secs Phase combination order: #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Ilvmts Cap Flow Ratio Ratio Delay LOS Delay LOS NB L 922 3353 0.920 0.275 37.4 D 15.9 C T 3573 5294 0.551 0.675 6.7 B SB T 3573 5294 1.043 0.675 35.9 D 35.9 D Intersection Delay = 27.3 sec/veh Intersection LOS = D Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 1.007 HCM: SIGNALIZED INTERSECTION SuM A Version 2.4 )r- '_-19 5 Center For Microcomputers In Transportation Streets: (E-W) ADVANCED LEFT (N-S) RT 29 Analyst: TTN File Name: CFMPI9.HC9 Area Type: Other 11-17-94 PM PEAK Comment: 2015 BACKGROUND & SITE (CONT. FLOW) i Eastbound i Westbound i Northbound i Southbouno IL T R I L T RIL T RIL T R No. Lanes I I 1 2 3 I 3 Volumes 1 I 1 419 1783 I 3334 PHF or PK15I I 10.95 0.95 I 0.95 Lane Width I I 112.0 12.0 I 12.0 Grade 1 i I 0 I 0 % Heavy Vehl 1 I 2 2 1 2 Parking I I 1(Y/N) N I(Y/N) N Bus Stops I I I 0l 0 Con. Peds I 501 501 501 50 Ped Button 1 I I(Y/N) N I(Y/N) H Arr Type I I I 3 3 I 3 RTOR Vols I I I 01 0 Lost Time I I 13.00 3.00 I 3.00 Prop. Sharel I I -1 -ii -1 -1 Prop. Prot.I I I -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left INB Left * Thru I Thru * Right I Right Peas I Peds * WB Left ISB Left Thru I Thru * Right I Right Peds I Peds * NB Right IEB Right SB Right IWB Right Green (Green 82.0A 29.0A Yellow/AR IYellow/AR 5.0 4.0 Cycle Length: 120 secs Phase combination order: d5 $6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS NB L 838 3353 0.542 0.250 25.8 D 9.5 B T 3706 5294 0.557 0.700 5.9 B SB T 3706 5294 1.042 0.700 34.3 D 34.3 D Intersection Delay = 24.5 sec/veh Intersection LOS = C Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.910 nCr: S15SALIZED INTERSECTION Lu nnrif d rET]iGn E. :5-17-1S C Center For Microcomputers In Transportatic:, Streets: iE-wi R T 649 (N-S, nD B Analyst: TTN Elie Name: BPSAN.rC: Area Type: Otner 6-26-94 Arri PEAK Comment: 2015 BACKGROUND € SITE - 11EADO CREEP. i-KWY I Eastbound + westbouno + Northoouna 1 Southoouna IL T R I L I RIL I R I L T R No. Lanes i 1 2 I 2 1 2 1 Volumes 1 99 352 1 573 k ; 139 17 PHI: or PK1510.95 0.95 I 0.95 I 10.95 0.9:; Lane width 112.0 12.0 1 12.0 I 112.0 12.0 Grade 1 0 I 0 I k 0 % Heavy Veni 2 2 1 2 I 1 2 2 Parking 1(Y/N) N 1(Y/N) N I I(Y/N) N Bus Stops 1 01 01 + U Con. Peds 1 OI 01 01 0 Pea Button I(Y/N) N I(Y/N) N I I(Y/N) N Arr Type I 33 13 i i 3 3 RTOR vois I 01 41i I 0 Lost Time 13.00 3.00 I 3.00 I 13.00 3.00 Prop. Snarei -1 -11 -1 -11 I -1 -1 Prop. Prot.i -21 -21 1 -2 Signal Operations Pnase Combination 1 2 3 4 i 5 6 7 8 Eh Left * NB Left Tnru * * 1 Thru Right k Right Peas 1 Peas WB Left ISB Left * Thru * i Thru Right 1 Right * Peds I Peas NB Right IEB Right SB Right 1WB Right Green 23.OA 21.OA (Green 31.OA Yellow/AR 5.0 5.0 kYellow/AR 5.0 Cycle Length: 90 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat vie g/C Approach: Mvut5 Cap Flow Ratio Ratio Delay LOS Delay LOS Eh L 466 1676 0.223 0.278 16.2 C 8.3 B 2000 3523 0.195 0.567 6.1 B wB T 902 3529 0.702 0.256 21.4 C 21.4 C SB L 1229 3353 0.122 0.367 12.2 B 12.2 R 550 1500 0.033 0.367 11.8 B Intersection Delay = 15.2 sec/veh Intersection LOS = C Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.318 r.CA: S16tALIZ INTERSECTION SUMMARY Version 2.4 JL-17-I995 Center For Microcomputers in Transportation Streets: (E-Wi RT 649 (t~-S) RB B ' Analyst: TTn File name: B606BF.hC: Area Type: Other 6-26-94 Phi PEAK Comment: 2015 BACKGROUND 8 SITE - MEADGIICREEK PKWY i Eastbound I Westbound i Nortnoouno i Southbouna IL T RIL T R i L T R : L T R No. Lanes i 1 2 1 2 i i 2 1 Volumes i 33 529 i 667 1 ► 752 94 PHF or PK15i0.95 0.95 i 0.95 10.95 0.95 Lane Width 112.0 12.0 I 12.0 i 112.0 12.0 Grade 1 0 I 0 i 1 0 % Heavy 'veh i 2 2 1 2 1 I 2 2 Parking 1(YiN) N I(Y/N) N i 1(Y/N) N bus Stops I 01 0i i 0 Con. Peds I 01 01 01 0 Ped Button I(Y/N) N I(Y/N) N 1 I(Y/M) N Arr Type I 3 3 1 3 I I 3 3 RTOR Vois i 0i 411 I 0 Lost Time 13.00 3.00 I 3.00 i 13.00 3.00 Prop. Shares -1 -11 -1 -li I -1 -1 Prop. Prot.1 -21 -21 I -2 Signal Operations Phase Comoination 1 2 3 4 I 5 6 7 6 EB Left * iNB Left Thru * * I Thru Right I Right Peas 1 Peds we Left ISB Left * Thru * I Thru Right I Right * Peds 1 Peds Nb Right IEB Right SB Right IWB Right Green 23.OA 21.0A (Green 31.0A Yellow/AR 5.0 5.0 IYe11ow/AR 5.0 Cycle Length: 90 secs Phase combination order: h1 02 b5 intersection Performance Summary Lane Group: Adj Sat vic g/C Approach: Hvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 466 1676 0.075 0.278 15.5 C 7.1 B T 2000 3529 0.293 0.567 6.6 B WB T 9023529 0.817 0.256 24.5 C 24.5 C SB L 1229 3353 0.664 0.367 16.4 C 16.0 C k 550 1500 0.180 0.367 12.5 B Intersection Delay = 16.3 sec/veh Intersection LOS = C Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.526 HCi7: SIGNALIZED INTERSECTION SUMMARY version 2.4 O5 :?-i95` Center For NiUocomputers In Transpo-tatior! Streets: (E-W) RT 649 (N-S) RI 606 Analyst: TIN File Name: 649606Ar.HC9 ' Area Type: Other 11-17-94 A" PEAK Comment: 2015 BACKGROUND - tIEADOWCREEK PKWY I Eastbound 1 Westbounc 1 Northbound Sorthbound IL I R IL T R IL I R i L T R No. Lanes I ) 1 ( 1 2 1 i 1 1 i 1 1 Volumes I 9 26 41 346 2211 152 2441 47 40 PHF or PK15I0.95 0.95 0.9510.95 0.951 0.95 0.9510.95 0.95 Lane Width I 12.0 112.0 12.01 12.0 12.0112.0 12.0 Grace 1 0 I 0 1 0 I 0 % Heavy Vehl 2 2 21 2 21 2 21 2 2 Parking 1(Y/N) N I(Y/N) N I(Y/N) N I(Y/N) H Bus Stops I 01 Oi 01 0 Con. Peds 1 501 501 501 50 Ped Button I(Y/N) N I(Y/N) N I(UN) N I(Y/N) N Arr Type I 3 3 31 3 313 31 3 3 RTOR Vols I Oi 01 01 0 Lost Time 13.00 3.00 3.0013.00 3.001 3.00 3.0013.00 3.00 Prop. Share! -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.! -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * INB Left Thru * I Thru * * Right * I Right * Peds I Peds * WB Left * ISB Left * Thru I Thru * * Right * I Right Peds 1 Peds * NB Right * IEB Right SB Right IWB Right Green 14.OA 14.0A IGreen 24.0A 10.0A Yellow/AR 4.0 5.0 IYellow/AR 4.0 5.0 Cycle Length: 80 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 289 1543 0.138 0.188 17.5 C 17.5 C WB L 671 3353 0.559 0.200 19.4 C 22.6 C k 300 1500 0.777 0.200 27.8 D NB T 882 1765 0.181 0.500 7.1 B 11.2 B k 525 1500 0.490 0.350 13.8 B SB L 322 1031 0.152 0.313 12.8 B 10.0 B T 882 1765 0.048 0.500 6.6 B Intersection Delay = 17.3 sec/veh Intersection LOS = C Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.306 HCM: SIGNALIZED INTERSECTIO SUMMARY version E.4 :)5-17-1 SE Center For Microcomputers in Transportation Streets: (E-W) RT 649 (N-S) RI 606 Analyst: TIN File Name: 649606PB.NC9 Area Type: Other 11-17-94 P} PEAK Comment: 2015 BACKGROUND - NEADOWCREEK PKw I Eastbound i Westbound i Northbound 1 SouthbounG IL I R i L I R . L T R 1 L T R No. Lanes 1 ) 1 ( i 2 1 I 1 1 i 1 1 Volumes I 25 8 22i 397 1701 50 333! 23 104 PHF or PK1510.95 0.95 0.9510.95 0.951 0.95 0.9510.95 0.95 Lane Width 1 12.0 112.0 12.01 12.0 12.0112.0 12.0 Grade i 0 1 0 ! 0 I 0 % Heavy Vehl 2 2 2! 2 21 2 21 2 2 Parking 1(Y/N) N 1(Y/N) N !(YIN) N 1(Y/N) N Bus Stops 1 01 0i 01 0 Con. Peds I 501 501 501 50 Ped Button I(Y/N) N I(Y/N) N 1(Y/N) N i(Y/N) N Arr Type 1 3 3 31 3 31 331 3 3 RTOR Vols i 01 01 0i 0 Lost Time 13.00 3.00 3.0013.00 3.001 3.00 3.0013.00 3.00 Prop. Share! -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.I -21 -2i -21 -2 Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left * INS Left Thru * I Thru * * Right * I Right * Peds I Peds * WB Left * ISB Left * Thru I Thru * * Right * I Right Peds I Peds * NB Right * IEB Right SB Right IWB Right Green 14.0A 14.0A IGreen 24.0A 10.OA Yellow/AR 4.0 5.0 (Yellow/AR 4.0 5.0 Cycle Length: 80 secs Phase combination order: #1 #2 05 06 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 271 1443 0.211 0.188 17.8 C 17.8 C WB L 671 3353 0.643 0.200 20.5 C 20.7 C R 300 1500 0.597 0.200 21.1 C NB T 882 1765 0.060 0.500 6.7 B 15.2 C k 525 1500 0.669 0.350 16.5 C SB L 442 1413 0.054 0.313 12.4 B 7.9 B T 882 1765 0.124 0.500 6.9 B Intersection Delay = 17.3 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.342 KM: SIGNALIZED ItiitWatL:1J` SUMhAR'I ver's'o: 2.4 05-17-1551 Center for racrocomputers 1 , iransportatiut: Streets: (E-W) RT 645 (N-S) RT 606 Analyst: TTh File Name: 649%06HB.HC9 Area Type: Other 11-17-94 Ar PEAK Comment: 2015 BACKGROUND & SITE - MEADOWCREEK PKWY i Eastbound i Westbound i Northbound i Southbound IL T RIL I RIL I R 1 L T R No. Lanes 1 ) 1 ( 1 2 1 1 1 1 i 1 1 Volumes 1 9 26 41 363 2211 201 3431 47 49 PHF or PK1510.95 0.95 0.9510.95 0.951 0.95 0.9510.95 0.95 Lane Width 1 12.0 112.0 12.01 12.0 12.0112.0 12.0 Grade I 0 I 0 I 0 I 0 % Heavy Vehl 2 2 21 2 21 2 21 2 2 Parking ►(Y/N) N I(Y/N) N 1(Y/N) N I(Y/N) N Bus Stops I 01 Oi 01 0 Con. Peds 1 501 501 501 50 Ped Button I(Y/N) N I(Y/N) N I(YIN) N I(YIN) N Arr Type I 3 3 31 3 31 3 31 3 3 RTOR Vois i 01 01 01 0 Lost Time 13.00 3.00 3.0013.00 3.001 3.00 3.0013.00 3.00 Prop. ShareI -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.i -21 -21 -21 -2 Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left * INB Left Thru * I Thru * * Right * I Right * Peas I Peds * WB Left * ISB Left * Thru I Thru * * Right * I Right Peds I Peds * NB Right * IEB Right SB Right 10 Right Green 14.0A 14.0A (Green 24.0A 10.0A Yellow/AR 4.0 5.0 )Yellow/AR 4.0 5.0 Cycle Length: 80 secs Phase combination order: #1 #2 #5 #6 intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 289 1543 0.138 0.188 17.5 C 17.5 C WB L 671 3353 0.586 0.200 19.7 C 22.7 C R 300 1500 0.777 0.200 27.8 D NB T 882 1765 0.240 0.500 7.4 B 13.4 B R 525 1500 0.688 0.350 17.0 C SB L 264 846 0.185 0.313 13.0 B 9.7 B T 882 1765 0.059 0.500 6.7 B Intersection Delay = 17.6 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.382 hCr SiGNLIZED INTERSECTION, SIJM'T,HS version E. 05-17-1K't Center For Microcomputers In Transportation Streets: (E-W) RT 649 (N-S) RT 606 Analyst: TIN Fie Name: 649606P6.NC9 ' Area Type: Other 11-17-94 PM PEAK Comment: 2015 BACKGROUND & SITE - MEADOWCREEK Phw`i 1 Eastbound I Westbound 1 Northbound i South bound IL T R I L T RIL T R I L T R No. Lanes I ) 1 ( 1 2 1 1 1 1 1 1 1 RVolumes i 25 8 221 491 1701 66 3661 23 151 PHF or PK15I0.95 0.95 0.9510.95 0.951 0.95 0.9510.95 0.95 Lane Width I 12.0 112.0 12.0! 12.0 12.0112.0 12.0 Grade I 0 1 0 I 0 1 0 % Heavy Vehl 2 2 21 2 21 2 21 2 2 Parking I(Y/N) N 1(Y/N) N I(Y/N) H !(Y/N) N Bus Stops 1 01 Oi 01 0 Con. Peds I 501 501 501 50 Ped Button 1(Y/N) N i(Y/N) N 1(Y/N) N I(Y/N) N Arr Type 1 3331 3 31 3 31 3 3 RTOR Vols 1 01 0! 0i 0 Lost Time 13.00 3.00 3.0013.00 3.001 3.00 3.0013.00 3.00 Prop. Share! -1 -11 -1 -11 -1 -11 -1 -1 Prop. Prot.! -21 -21 -21 -2 Signal Operations , Phase Combination 1 2 3 4 i 5 6 7 6 EB Left * 'NB Left Tnru * I Thru * * Right * I Right * Peds I Peds * WB Left * ISB Left * Thru I Thru * * Right * I Right Peds I Peds * NB Right * IEB Right SB Right IWB Right Green 14.0A 14.OA !Green 24.OA 10.OA Yellow/AR 4.0 5.0 !Yellow/AR 4.0 5.0 Cycle Length: 80 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 271 1443 0.211 0.188 17.8 C 17.8 C WB L 671 3353 0.795 0.200 24.2 C 23.5 C R 300 1500 0.597 0.200 21.1 C NB T 882 1765 0.078 0.500 6.7 B 16.6 C k 525 1500 0.733 0.350 18.3 C SB L 421 1348 0.057 0.313 12.4 B 7.8 B T 882 1765 0.180 0.500 7.1 B Intersection Delay = 19.0 sec/veh Intersection LOS = C Lost Time/Cycle, L = 12.0 sec Critical v/c(x) = 0.369 1365 rCP: UNSIG4LIZED INTERSECTIONS Pai,e-1 IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 30 PEAK HOUR FACTOR .95 AREA POPULATION 150000 NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 NAME OF THE ANALYST TIN DATE OF THE ANALYSIS ( /dd/yy) 05-17-1995 TIME PERIOD ANALYZED Ali PEAK OTHER INFORMATION.... 2015 BACKGROUND INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT -- 23 0 43 THRU -- 0 19 69 RIGHT -- 11 137 0 NUMBER OF LANES ES WB NB SB LANES -- 1 1 1 ADJuETNEr,T FA,-,TORS rye-c cERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND --- --- - WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND --- --- -'- WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS WB 5.50 5.50 0.00 5.50 MAJOR LEFTS SB 5.00 5.00 0.00 5.00 MINOR LEFTS WB 6.50 6.50 0.00 6.50 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-17-1995 ; AM PEAK OTHER INFFORMATION.... 2015 BACKGROUND CAPACITY AND LEVEL-OF-SERVICE Page-3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH MINOR STREET WB LEFT 27 712 690 ) 690 ) 663 ) A 766 ) 727 )A RIGHT 13 995 995 ) 995 ) 953 ) A MAJOR STREET SB LEFT 50 990 990 990 941 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-17-1995 ; AM PEAK OTHER INFORMATION.... 2015 BACKGROUND 1965 HCI': U SIGNALIZED INTERSECTIC,S Page-. IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 30 PEAK HOUR FACTOR .95 AREA POPULATION 150000 NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 NAME OF THE ANALYST TIN DATE OF THE ANALYSIS ima/dd/yy) 05-17-1995 TIME PERIOD ANALYZED PM PEAK OTHER INFORMATION.... 2015 BACKGROUND INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT -- 123 0 8 THRU -- 0 57 33 RIGHT -- 46 25 0 NUMBER OF LANES EB WB NB SB LANES -- 1 1 1 ADJLSTME.;- FACTORS �qE PERCENT RIGHT TURN CURB RADIUS ‘it) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND --- --- - WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND --- --- --- WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS WB 5.50 5.50 0.00 5.50 MAJOR LEFTS SB 5.00 5.00 0.00 5.00 MINOR LEFTS WB 6.50 6.50 0.00 6.50 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-17-1995 ; PM PEAK OTHER INFORMATION.... 2015 BACKGROUND CAPACITY AND LEVEL-OF-SERVICE Page-3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH MINOR STREET WB LEFT 142 804 799 ) 799 ) 657 ) A ) 845 > 649 >A RIGHT 53 996 996 ) 996 ) 943 ) A MAJOR STREET SB LEFT 9 1000 1000 1000 991 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-17-1995 ; PM PEAK OTHER INFORMATION.... 2015 BACKGROUND 1385 HCM: UNSI6 ALIZED INTERSECTIONS Page-1 t*****iER*iF*t****ii**i*****ins.**************************i*************** IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 30 PEAK HOUR FACTOR .95 AREA POPULATION 150000 NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 NAME OF THE ANALYST TTN DATE OF THE ANALYSIS (m®idd/yy) 05-17-1995 TIME PERIOD ANALYZED AM PEAK OTHER INFORMATION.... 8015 BACKGROUND & SITE INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: T—INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SF ---- ---- ---- ---- LEFT -- 3E 0 68 THRU -- 0 19 69 RIGHT -- 15 186 0 NUMBER OF LANES EB WE NB SB LANES -- 1 1 1 ADJUSTMENT FACTORS Rage-2 PERCENT RIGHT TURN CURE RADIUS (ft) ACCELERATION LANE GRADE ANO_E FUR RIGHT TURNS FOR RIGHT TURNS EASTBOUND --- --- - WESTBOUND 0.00 550 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 H VEHICLE COMPOSITION % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND --- --- --- WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS WB 5.50 5.50 0.00 5.50 MAJOR LEFTS SB 5.00 5.00 0.00 5.00 MINOR LEFTS WB 6.50 6.50 0.00 6.50 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-17-1995 ; AM PEAK OTHER INFORMATION.... 2015 BACKGROUND & SITE CAPACITY AND LEVEL-OF-SERVICE Page-3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH MINOR STREET WB LEFT 37 667 635 ) 635 ) 598 ) A 714 ) 660 )A RIGHT 17 976 976 ) 976 ) 959 ) A MAJOR STREET SB LEFT 79 970 970 970 891 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-17-1995 ; AM PEAK OTHER INFORMATION.... 2015 BACKGROUND & SITE 1965 HCM: UNSIONALIZED INTERSECTIONS Page-1 IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 30 PEAK HOUR FACTOR .95 AREA POPULATION 150000 NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 NAME OF THE ANALYST TTN DATE OF THE ANALYSIS (mm/ddiyy) 05-17-1995 TIME PERIOD ANALYZED PM PEAK OTHER INFORMATION.... 2015 BACKGROUND 8 SITE INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: I-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT -- 170 0 16 THRU -- 0 57 33 RIGHT -- 69 41 0 NUMBER OF LANES EB WB NB SB LANES -- 1 1 1 ADJUSTMENT FACTORS Page-E PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANL GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND --- --- - WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND --- --- --- WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10-2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS WB 5.50 5.50 0.00 5.50 MAJOR LEFTS SB 5.00 5.00 0.00 5.00 MINOR LEFTS WB 6.50 6.50 0.00 6.50 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-17-1995 ; PM PEAK OTHER INFORMATION.... 2015 BACKGROUND & SITE CAPACITY AND EVE.-OF-SERVICEPage-3 PATEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcpn) c (pcph) c (pcpn) c (pcpn) c = c - v LOS p M SH R SH MINOR STREET Wit LEFT 197 787 778 ) 776 ) 581 ) A ) 831 ) 554 )A RIGHT 80 996 996 ) 996 ) 916 ) A MAJOR STREET SB LEFT 19 1000 1000 1000 981 A IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET QUAIL RUN NAME OF THE NORTH/SOUTH STREET RT 606 DATE AND TIME OF THE ANALYSIS 05-17-1995 ; PM PEAK OTHER INFORMATION.... 2015 BACKGROUND $ SITE HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4 05-23-1995 Center For Microcomputers In Transportation Streets: (E-W) RD A (N-S) RI 29 Analyst: TTh File Name: Area Type: Other 5-23-95 Ar PEAK Comment: 2015 BACKGROUND & SITE I Eastbound 1 Westbound I Northbound I Southbound IL T RIL T RIL T R i L T R No. Lanes 12 2 I 1 2 2 1 2 Volumes i 98 1741 1988 935 1 2557 PHF or PK15I0.95 0.951 10.95 0.95 I 0.95 Lane Width 112.0 12.01 112.0 12.0 I 12.0 Grade I 0 I I 0 I 0 % Heavy Vehl 2 21 1 2 2 I 2 Parking I(Y/N) N I I(Y/N) N I(Y/N) H Bus Stops I 01 1 01 0 Con. Peds I Oi 01 01 0 Ped Button I(Y/N) N I i(YIN) N I(Y/N) N Arr Type I 3 31 13 3 I 3 RTOR Vols I 01 I 01 0 Lost Time 13.00 3.001 13.00 3.00 i 3.00 Prop. Sharel -1 -ii I -1 -11 -1 -1 Prop. Prot.i -2i 1 -21 -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 a EB Left * IND Left * Thru I Thru * * Right * 1 Right Peds I Peds WB Left ISB Left Thru I Thru * Right 1 Right Peds I Peds NB Right IEB Right * SB Right IWB Right Green 5.0A (Green 17.0A 64.0A Yellow/AR 4.0 (Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 212 3539 0.499 0.060 31.0 D 22.4 C R 887 3167 0.233 0.280 17.9 C NB L 672 3539 1.593 0.190 * * * * T 3278 3725 0.315 0.880 0.7 A SB T 2458 3725 1.150 0.660 * * * * Intersection Delay = * (sec/veh) Intersection LOS = * (g/C)*(V/c) is greater than one. Calculation of D1 is infeasable. iC.i : SIG„ALIZED Ir,TERSECTIOK Si:rilAh1 version 2.4 05-2k-: 5 Center Fc7 Microcomputers In Transportation Streets: (E-W) RD A (H-S) nT 29 Analyst: TN File Name: 2005.i-IL Area Type: Other 12-14-94 PM PEAK Comment: 2015 BACK & 100% SITE - MCP i Eastbound I Westbound i Northbound Southoounu IL T R I L T R i L I RIL T R No. Lanes 1 2 2 i 1 2 2 I 2 Volumes i 529 9401 326 1904 I 1523 PHF or PK1510.95 0.951 10.95 0.95 i 0.95 Lane Width 112.0 12.01 112.0 12.0 1 12.0 Grade 1 0 1 i 0 I 0 % Heavy Vehi 2 2i i 2 2 i 2 Parking '(Y/N) N 1 1(Y/N) N (Y/N) N Bus Stops 1 01 I 01 0 Con. Peds I 01 01 0! 0 Ped Button I(Y/N) N 1 I(Y/N) N I(Y/N) N Arr Type I 3 3! ! 3 3 1 3 RTOR Vole 1 01 1 01 0 Lost Time 13.00 3.001 13.00 3.00 ! 3.00 Prop. Share! -1 -11 1 -1 -11 -1 -1 Prop. Prot.! -2i I -2i -2 Signal Operations Phase Combination 1 2 3 4 I 5 6 7 8 EB Left * 1MB Left * Thru 1 Thru * * Right * ! Right Peds 1 Peds WE Left ISB Left Thru 1 Thru * Right I Right Peds I Peds NB Right !EB Right * SB Right iWB Right Green 20.0A 'Green 14.0A 52.0A Yellow/AR 4.0 'Yellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: hivmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 704 3353 0.815 0.210 29.5 D 28.4 D R 1200 3000 0.932 0.400 27.9 D NB L 536 3353 0.658 0.160 27.5 D 10.3 B T 2576 3529 0.817 0.730 7.4 B SB T 1906 3529 0.883 0.540 16.9 C 16.9 C Intersection Delay = 17.4 sec/veh Intersection LOS = C Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.904 HChi: SIGNALIZED INTERSECTION SUMMARY Version 2.4 05-23-1955 Center For Microcomputers In Transportation Streets: (E-W) RD A (N-S) RT 29 Analyst: TTm File Name: Area Type: Other 5-23-95 AM PEAK Comment: 2015 BACKGROUND & SITE 1 Eastbound I Westbound I Horthbounc i Soutnbound IL T RIL T R 1 L T RIL T R No. Lanes I 2 2 I 1 2 2 I 3 Volumes I 98 1741 1 988 935 1 2557 PHF or PK15I0.95 0.951 10.95 0.95 I 0.95 Lane Width 112.0 12.01 112.0 12.0 I 12.0 Grade I 0 1 I 0 I 0 % Heavy Vehl 2 21 1 2 2 I 2 Parking I(Y/N) N 1 I(YIN) N i(Y/N) N Bus Stops I 0i I 01 0 Lon. Peds I 01 01 01 0 Ped Button i(YIN) N I i(YIN) N 1(Y/N) H Arr Type I 3 31 1 3 3 I 3 RTOR Vols I 0; I 01 0 Lost Time 13.00 3.00i 13.00 3.00 1 3.00 Prop. Sharei -1 -ii i -1 -11 -1 -1 Prop. Prot.( -2i I -21 -2 Signal Operations Phase Combination 1 2 3 4 ! 5 6 7 8 ES Left * ;NB Left * Thru Thru * * Right * 1 Right Peds i Peas id Left ISB Left Thru I Thru Right I Right Peas I Peds NB Right IEB Right * Sr Right IWB Right Green 5.0A (Green 30.OA 51.0A reliow/AR 4.0 lYellow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #1 #5 #e Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LDS Delay LOS EB L 212 3539 0.499 0.060 31.0 D 18.5 C R 1298 3167 0.159 0.410 12.0 B NB L 1132 3539 0.946 0.320 32.8 D 17.0 C T 3278 3725 0.315 0.880 0.7 A SE T 2962 5588 1.000 0.530 27.8 D 27.8 D Intersection Delay = 23.1 sec/veh Intersection LOS = C Lost Time/Cycle, L = 9.0 sec Critical v/c(x) = 0.948 i4CM: SIGnALIZED INTEFSEC;ION SulrIARi version E.4 05-24-1935 Center For Microcomputers in Transportation Streets: (E-W) RD A (N-S) RT 29 Analyst: TN File Name: 2005.HC5 Area Type: Other 12-14-94 PM PEAK Comment: 2015 BACK & 100% SITE - MCP I Eastbound 1 Westbound i Nortnbound i Southbounc IL T R I L T RIL T RIL T R No. Lanes I 2 2 I 1 2 2 i 3 Volumes i 529 9401 i 326 1904 I 1523 PHF or PKI5I0.95 0.951 10.95 0.95 I 0.95 Lane Width 112.0 12.01 112.0 12.0 I 12.0 Grade 1 0 1 I 0 I 0 % Heavy Vehl 2 21 I 2 2 I 2 Parking I(Y/N) N I I(Y/N) N I(Y/N) N Bus Stops I 01 1 01 0 Con. Peds I 01 01 01 0 Ped Button I(Y/N) N I I(Y/N) N I(Y/N) N Apr Type I 3 31 1 3 3 I 3 RTOR Vols I 01 1 01 0 Lost Tine 13.00 3.001 13.00 3.00 I 3.00 Prop. Share) -1 -11 1 -1 -11 -1 -1 Prop. Prot.I -21 I -21 -2 Signal Operations Prase Combination 1 2 3 4 1 5 6 7 8 EB Left * 1NB Left * Thru I Thru * * Right * I Rignt Peds I Peds WB Left ISB Left Thru 1 Thru Right I Rignt Peds i Peds NB Right IEB Right SB Right IWB Right Green 20.0A (Green 14.OA 52.0A Yellow/AR 4.0 iYeliow/AR 5.0 5.0 Cycle Length: 100 secs Phase combination order: #i #5 06 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: r`ivmts Cap Flow Ratio Ratio Delay SOS Delay LOS L 704 3353 0.815 0.210 29.5 D 26.4 D k 1200 3000 0.932 0.400 27.9 D NB L 536 3353 0.658 0.160 27.5 D 10.3 B 2576 3529 0.817 0.730 7.4 B SB 7 2859 5294 0.617 0.540 10.5 B 10.5 B Intersection Delay = 15.5 sec/veh Intersection LOS = C Lost Time/Cycle, L = 6.0 sec Critical v/c(x) = 0.816