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Home My WebLink About20080057.tiff • TRAFFIC IMPACT ANALYSIS PIONEER DEVELOPMENT WELD COUNTY, COLORADO • TRANSPORTATION CONSULTANTS, INC. • 2008-0057 LSC TRANSPORTATION CONSULTANTS, INC. 1889 York Street • Denver, CO 80206 (303)333-1105 at FAX(303)333-1107 E-mail: Isc@isedenver.com Web Site: http://www.lscdenver.com TRANSPORTATION CONSULTANTS, INC. April 26, 2007 Mr. Chris Paulson JF Companies 4643 S. Ulster Street, Suite 1300 Denver, CO 80237 Re: Pioneer Development Weld County, Colorado (LSC #061100) Dear Mr. Paulson: • We are pleased to submit our Traffic Impact Study for the proposed Pioneer Development located in Weld County, Colorado. This study first provides a summary of the existing road- ways and traffic volumes in the vicinity of the proposed development and a summary of planned improvements to the roadway system. Next, estimates are made of the amount and directional distribution of vehicular traffic likely to be generated. This information is then combined with projected future traffic volumes in the vicinity to evaluate the impact of the new development on the future roadway system and,where appropriate,to make recommendations for the required roadway improvements. We trust that our findings and recommendations will assist in the planning for the proposed Pioneer Development. Please call us if we can be of further assistance. Respectfully submitted, ,no REsh, LSC Transportation Consu 441 c. fy9 P� v' 35S27 .a y7„0,: • /Benjamin . Waldman, . BTW/wc • \\Server 0\file_server\LSC\Projects\2006\061100\Report\ApN 2007\TOC Pioneer.wpd Traffic Impact Analysis Pioneer Development Weld County, Colorado Prepared for JF Companies 4643 S. Ulster Street, Suite 1300 Denver, CO 80237 Prepared by LSC Transportation Consultants, Inc. 1889 York Street Denver, CO 80206 (303) 333-1105 April 26, 2007 • (LSC #061100) • TABLE OF CONTENTS Section Description Page A Executive Summary 1 B Introduction 7 C Roadway and Traffic Conditions 10 D Traffic Generation 18 E Traffic Distribution 27 F Traffic Assignment 31 G Traffic Impacts 54 H Recommendations 67 I Development Monitoring Program 73 J Conclusions 77 Appendix A: Existing Traffic Appendix B: Intersection Level of Service Analysis LIST OF TABULATIONS • Table Description Page 1 Estimated Traffic Generation - Phase 1 19 2 Estimated Traffic Generation - Phase 2 20 3 Estimated Traffic Generation - Phase 3 21 4 Estimated Traffic Generation - Buildout 22 5 Year 2012 Intersection Level of Service 56 6 Year 2016 Intersection Level of Service 57 7 Year 2020 Intersection Level of Service 58 8 Year 2030 Intersection Level of Service 60 9 Transportation Public Improvement Phasing Plan 71 LIST OF ILLUSTRATIONS Figure Description Page 1 Vicinity Map 8 2 Initial Roadway System Assumptions 9 3 Existing Traffic, Traffic Control and Lane Geometry 13 • 4 Year 2012 Background Traffic 14 5 Year 2016 Background Traffic 15 6 Year 2020 Background Traffic 16 • 7 Year 2030 Background Traffic 17 8 Phase 1 Road Network and Traffic Analysis Zones 23 9 Phase 2 Road Network and Traffic Analysis Zones 24 10 Phase 3 Road Network and Traffic Analysis Zones 25 11 Buildout Road Network and Traffic Analysis Zones 26 12 Phase 1 Directional Distribution of Site-Generated Traffic 29 13 Directional Distribution of Site-Generated Traffic 30 14 Year 2012 Assignment of Site-Generated Traffic External Intersections 32 15 Year 2012 Assignment of Site-Generation Traffic Internal Intersections 33 16 Year 2016 Assignment of Site-Generated Traffic External Intersections 34 17 Year 2016 Assignment of Site-Generated Traffic Internal Intersections 35 18 Year 2020 Assignment of Site-Generated Traffic External Intersections 36 19 Year 2020 Assignment of Site-Generated Traffic Internal Intersections 37 20 Year 2030 Assignment of External Site-Generated Traffic External Intersections 38 21 Year 2030 Assignment of External Site-Generated Traffic Internal Intersections 39 22 Year 2012 Total Traffic - External Intersections 40 • 23 Year 2012 Total Traffic - Internal Intersections 41 24 Year 2016 Total Traffic - External Intersections 42 25 Year 2016 Total Traffic - Internal Intersections 43 26 Year 2020 Total Traffic - External Intersections 44 27 Year 2020 Total Traffic - Internal Intersections 45 28 Year 2030 Total Traffic - External Intersections 46 29 Year 2030 Total Traffic - Internal Intersections 47 30 Year 2012 Recommendations 48 31 Year 2016 Recommendations 49 32 Year 2020 Internal Recommendations 50 33 Year 2020 External Recommendations 51 34 Year 2030 Internal Recommendations 52 35 Year 2030 External Recommendations 53 36 Year 2012 Average Daily Traffic Impacts 62 37 Year 2016 Average Daily Traffic Impacts 63 38 Year 2020 Average Daily Traffic Impacts 64 39 Year 2030 Average Daily Traffic Impacts - External Intersections 65 40 Year 2030 Average Daily Traffic Impacts - Internal Intersections 66 41 Recommended Roadway Classification 70 42 Transportation Phasing Plan 72 • • SECTION A Executive Summary This report is written to analyze and document the traffic impacts related to the proposed Pioneer Development for the Weld County Change of Zone application. The Pioneer Development is planned for a parcel of land located approximately three miles north of I-76 and 11 miles east of US 85 near the intersection of Weld County Road (WCR) 49 and WCR 22 in Weld County, Colorado. The approximately 5,073-acre site is proposed to contain approximately 9,500 single-family, townhome, and multi-family dwelling units, 200,000 square feet of retail space, and a number of schools, recreational amenities, and civic uses. Access to the site is generally planned from WCR 49, WCR 53, and WCR 22. At full buildout, the Pioneer Development is expected to generate approximately 75,558 external trips (37,779 entering and 37,779 exiting) on an average weekday. This includes 1,832 entering and 4,542 exiting trips during the AM peak-hour and 4,897 entering and • 2,971 exiting trips during the PM peak-hour. Years 2012, 2016, 2020 and 2030 were chosen as the analysis years for buildout of Phase 1, Phase 2, Phase 3, and the entire site, respectively. This assumes an absorption rate of approximately 400 dwelling units per year. As indicated in Figure 13, the distribution of site-generated traffic is expected to be as follows: • 45 percent to/from the west on I-76; • 10 percent to/from the east on I-76; • 14 percent to/from the north on WCR 49 • 15 percent to/from the west on WCR 22. • 16 percent internal capture between the residential and school development. Traffic traveling east and west on I-76 will access I-76 by way of WCR 49 and WCR 53 with 32 percent of site generated traffic traveling south on WCR 49 and 23 percent of site generated traffic traveling south on WCR 53 at buildout. In order to accommodate this traffic, the WCR 49/I-76 interchange is proposed to be reconstructed and a new • interchange is proposed on I-76 at WCR 53. The configuration of those interchanges will Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 1 • be determined with a FHWA 1601 Interchange Feasibility Study which we propose be started by the 1,500`building permit. It is possible that a portion of the traffic traveling east and west on I-76 will access I-76 by traveling west to Keenesburg on a potential future Keenesburg Parkway connection east of the development. However, due to the fact that right-of-way and funding has not been secured for the Keenesburg Parkway we did not route any traffic to this possible future connection in this analysis. The traffic expected to be generated by the proposed development was routed to the proposed roadway network and the expected Level of Service at key intersections was analyzed for buildout of Phase 1 (Year 2012), Phase 2 (Year 2016), Phase 3 (Year 2020), and full buildout (Year 2030) conditions. The results of this analysis show that all signalized intersections are expected to operate at a good Level of Service (LOS "C" or better) and all critical approaches of unsignalized intersections are expected to operate at a good Level of Service (LOS "C" or better) during both morning and evening peak- hours through the Year 2030 with implementation of the recommended improvements contained in this report. • Figures 30 through 35 illustrate the assumed traffic control and lane geometry for key intersections in the study area. As shown, it is expected that a total of eight traffic signals (four on WCR 49, three on WCR 22 and one on WCR 53) adjacent to and within the site may be required by the Year 2030 (see Figures 34 and 35 for recommended signal locations). Although these specific access assumptions needed to be made for this study, it should be noted that specific access geometry and traffic control is subject to future planning and study when more detail is known about each parcel. Furthermore, access locations are subject to Weld County approval. We recommend a standard of approximately one-half mile spacing on WCR 49 and one-quarter mile spacing on WCR 22 and WCR 53 for full movement signalized intersections on the arterial roadways if a good overall intersection Level of Service (LOS "C" or better) is maintained. This standard is expected to be met for all intersections. Figure 41 illustrates the recommended roadway classification for the proposed roadway system upon buildout of the Pioneer development. As shown the following roadway • classifications are recommended: Pioneer Development ILSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 2 • • Four-lane strategic arterial roadway(two lanes in each direction with turn lanes where needed) for WCR 49 and WCR 22 west of WCR 49. • Four-lane arterial roadways (two lanes in each direction with turn lanes where needed) for WCR 22 between WCR 49 and WCR 53, WCR 53 from I-76 to approximately one mile north of WCR 22, and Road C from WCR 49 to approximately one-half mile east of WCR 49. • Two-lane arterial roadway (one lane in each direction with turn lanes where needed) for WCR 22 east of WCR 53. The roadway classifications above are based on the following recommended criteria which is generally consistent with the Weld County Roadway Classification Plan written by Felsburg Holt and Ullevig in 2005: • Four-lane strategic arterial roadway for WCR 49 and WCR 22 west of WCR 49; • Four-lane arterial roadways for traffic volumes greater than 7,000 vpd and less than 32,000 vpd; • Two-lane arterial roadways for traffic volumes less than 7,000 with significant regional continuity. The Pioneer Development will be responsible for construction of all proposed collector • and local roadways internal to the site, all sections of arterial roadways where the site abuts both sides of the roadway, and half of the arterial roadways where the site abuts half of the roadway. The portions of roadways that the Pioneer Development will be responsible for will be constructed to meet the appropriate typical sections specified by Weld County Department of Public Works with the exception of local roadways where we will propose an alternate cross-section which is referenced in the Sketch Plan submittal. Improvements may include construction of travel lanes, shoulders, bike lanes, medians, curb, gutter and sidewalks. Required improvements may also include acquisition of right-of-way and construction easements. In addition, the Pioneer Development will be responsible for its proportionate share of the following off-site roadways that are appropriate in providing adequate access to the site: • WCR 28 from WCR 49 to WCR 53; • WCR 53 from 1-76 to south property boundary. The Pioneer Development will also be responsible for its proportionate share of the • following regional improvements when appropriate: Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 3 • • Widening of WCR 22 from the west site boundary to US 85 to a four-lane strategic roadway cross-section; • Widening of WCR 49 from the north site boundary to US 34 and the south property boundary to I-76 to a four-lane strategic roadway cross section • Capacity improvements and signal modifications at the WCR 49/US 34 inter- section; • Major reconstruction of the I-76/WCR 49 interchange; • Construction of a new interchange at I-76/WCR 53; • Construction of the Keenesburg Parkway connection (not necessary for access but provides connectivity to the Town of Keenesburg). There is currently a discontinuity of WCR 49 just south of I-76 at the BNSF Railroad (WCR 49 ends at the BNSF Railroad right-of-way and begins again south of the railroad right-of-way continuing south to WCR 4). This issue was discussed with Weld County Engineering at a meeting on April 29, 2007 at which the Pioneer Development team indicated that, although the Weld County strategic roadway plan shows WCR 49 extending from SH 14 on the north to the south Weld County line, the Pioneer Develop- ment does not rely on the extension of WCR 49 south of 1-76. At that meeting Weld County Engineering indicated that they were not prepared to agree or disagree with our • assumption that the Pioneer Development does not rely on the extension of WCR 49 south of I-76. We have not assumed this extension in this study and therefore, we have shown that adequate access to the site can be provided without access from WCR 49 south of I-76. Therefore, we did not include the extension of WCR 49 south of I-76 as a regional improvement that the Pioneer Development should be responsible for. Funding for regional improvements should be partially from transportation impact fees applied to the proposed development and partially from funding agreements that will be coordinated prior to thresholds established with the transportation phasing plan. In addition, we propose that these regional improvements be phased with the proposed phasing of the development. The phasing of the proposed regional improvements is summarized in attached Table 9 and graphically represented on Figure 42. Tables 1 through 4 depict the vehicle-trip estimates for each of the 18 Traffic Area Zones (TAZs). We propose that Weld County monitor the traffic generation for each of these 18 TAZs and that they require the applicant to demonstrate (using the Institute of Trans- • portation Engineers traffic generation rates) the following two rules have been met: Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 4 • • The number of trips being generated by the applicant's planning area does not exceed the daily, AM peak-hour, and PM peak-hour traffic budgets for the TAZ where the lot is located; and • The capacity of the roadway improvements or the Level of Service (LOS) associated with the applicant's planning area and the TAZ where the planning area is located has not been exceeded. There may be times where the TAZ's traffic budget can be exceeded and the applicant's development still be approved by Weld County. For this to occur, an adjacent planning area would have to be fully developed and below its traffic budget. In this case, Weld County may permit the applicant to use this unalloted traffic generation. In addition to monitoring the improvements required for individual planning areas, it will be necessary to monitor the need for regional improvements. We propose that the need for regional improvements be based on traffic generation thresholds established in this Master Traffic Impact Analysis Report. As previously stated, the phasing of the proposed • regional improvements is summarized in attached Table 9 and graphically represented on Figure 42. We have demonstrated in our analysis that the existing I-76/WCR 49 interchange can accommodate the traffic expected to be generated by Phase 1 of the Pioneer Development with only minor improvements. We have also done preliminary analysis which indicates that the existing I-76/WCR 49 interchange can accommodate the traffic expected to be generated by up to 2,500 dwelling units with only minor improvements. Therefore, we recommend that the Pioneer Development be allowed to construct and occupy 2,500 residential dwelling units prior to major reconstruction of the I-76/WCR 49 interchange. Furthermore, we have shown that the WCR 53 interchange is not required for access until Phase 3 and therefore we propose that the Pioneer Development be allowed to construct and occupy approximately 3,883 residential dwelling units prior to construction of the I-76/WCR 53 interchange. More detailed analysis is necessary and will be provided with the 1601 Interchange Feasibility Study to determine the precise timing and the proportionate share of the funding for the reconstruction of the I-76/ • WCR 49 interchange and construction of the I-76/WCR 53 interchange that the Pioneer Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 5 • Development will be responsible for. The 1601 Feasibility Study process takes approximately 12 months to complete and it will take up to 12 additional months to finalize the design of the new interchange. Therefore, assuming an absorption rate of 400 units per year, we recommend that this process be started prior to the issuance of the building permit for the 1,500 residential unit. We have also recommended other thresholds for other regional improvements in Table 9. Thresholds for widening roadways from two to four lanes are based on the number of dwelling units expected to cause the traffic on the subject roadway link to be above 10,000 vpd. Signalization and capacity improvements at the US 34/WCR 49 intersection requires coordination with CDOT with participation from Weld County (Weld County would be the applicant for any required State Highway Access Permits). However, our traffic counts indicate that this intersection currently meets signal warrants. The timing and funding of these improvements are subject to conditions that will be set forth in the CDOT State Highway Access Permit process. • • Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 6 • SECTION B Introduction This report is written to analyze and document the traffic impacts related to the proposed Pioneer Development for the Weld County Change of Zone application. The Pioneer Development is planned for a parcel of land located approximately three miles north of I-76 and 11 miles east of US 85 near the intersection of Weld County Road (WCR) 49 and WCR 22 in Weld County, Colorado (see Figure 1). Figure 2 illustrates the initial roadway network assumed for the site. The approximately 5,073-acre site is proposed to contain approximately 9,500 single-family, townhome, and multi-family dwelling units, 200,000 square feet of retail space, and a number of schools, recreational amenities, and civic uses. Access to the site is generally planned from WCR 49, WCR 53, and WCR 22. LSC Transportation Consultants, Inc. has been retained by JF Companies to prepare a Traffic Impact Analysis (TIA) of the development, consistent with the requirements of • Weld County for the change of zone application. This analysis identifies the impacts of the proposed development on the surrounding roadway system and describes its access requirements. Specific steps taken in this analysis process are described below: • A review of present roadway and traffic conditions in the vicinity of the site. • A determination of the amount of peak-hour traffic that would be generated by the six phases of the proposed development and an analysis of the directional distribution of that traffic on the surrounding roadway system. • A projection of future background traffic volumes on the adjacent street system for the Years 2012, 2016, 2020 and 2030, which will provide the basis for estimating future traffic impacts. • A determination of future traffic impacts associated with the five phases of the proposed development. These impacts are based upon estimates of the total amount of traffic on the surrounding roadway system in the vicinity of the development. • A determination of street and access improvements that will be necessary to mitigate the traffic impacts associated with the five phases of the • proposed development. Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 7 • • - I C • di • N •r.--.3 ii - t .4. ' -- -. ' . rt PY �• w..�. �.'f. _ , 1i .r .`- r � I 1' ....may t_C �, - � i� E ' y�rJJ 1 T • ;'.T4 d y1 . c y i .�• S y�_'' ' .A•. _ . 4' 'Idr. . . 4 ' 1 c -Aid'I. _- 1 a, • • 1 - _ S: A 4. V ej- -15 It k . a N' .h • 4'.... ": .I II _ der - _' ' — -.....r.:.........,-- ,. /Pr- 1 s r • .. - ; ti TOW!) ( )f 4 _ j • E (tidsnu I Figure 1 • Vicinity Map Pioneer Development (LSC #061100) Dg5C-RopcKA.lnNbI IIR1i&skk3\06DD_I dp•i wtmJ15.I7M April 26, 2007 Page 8 co N ....s (1) o L- rcSZ o 0 -4 O ‘, u Ert Ai _ O 4� ct CI. v) o E Q 0 � Q. o Market St. Z v i E c S d n r. W 'a.N (/)‘ an, in I (f) CI Y , cO N. e2 c - - _ cc . WCR 53 Z c CO tY N U WCR51 n in <7 co o�c WCR 49 • TA- c D ti `�0. el GO .9 C, cNN N C U —vim __85 0 ✓•` t U N t 6 Q 0 II II CI la% Z • ,.ii 0 W J c ,tli tsc April 26, 2007 Page 9 • SECTION C Roadway and Traffic Conditions The location of the proposed Pioneer development is shown in Figure 1. As indicated, the site is located north of I-76 and east of US 85 near the intersection of WCR 49 and WCR 22 in Weld County, Colorado. The site is currently located in an area that is undeveloped farm land and the only significant roadways accessing this area are WCR 49 and WCR 22. Therefore, a significant roadway network is proposed to serve the site which is shown on Figure 2. Area Roadways Major roadways in the vicinity of the site are described below with a brief discussion of anticipated future roadway improvements. • WCR 22 is currently a two-lane roadway with east-west continuity from US 85 on the west to WCR 49 on the east. WCR 22 currently has a 25-foot roadway • cross-section and a 35 mph posted speed limit in the vicinity of the site. WCR 22 is designated as a"Strategic Roadway"by Weld County and is expected to be extended to the west and to connect to SH 119. However, the WCR 22/ US 85 intersection is currently shown as a right-turn-only intersection on the US 85 Access Control Plan that has been adopted by CDOT. Due to the fact that WCR 22 is shown as a"Strategic Roadway" by Weld County with continuity to Longmont west of US 85, we expect Weld County to attempt to change the designation of this intersection to a full movement, signalized intersection. However, in order to change the designation of the intersection, Weld County would have to petition to the US 85 Access Control Board and it is not clear whether or not they would be successful in that endeavor. Therefore, we have assumed in this report that this intersection will be converted to a right-turn- only intersection as traffic volumes increase and the Level of Service degrades. • WCR 49 is currently a two-lane roadway with north-south continuity from WCR 4 on the south to US Highway 34 on the north. WCR 49 currently has a 40-foot roadway cross-section and a 65 mph posted speed limit in the vicinity of the site. WCR 49 does not have continuity for its entire length. There is a break just south of 1-76 at the BNSF Railroad (WCR 49 ends at the BNSF Rail- road right-of-way and begins again south of the railroad right-of-way continuing south to WCR 4). WCR 49 is designated as a "Strategic Roadway" by Weld County and is expected to be widened to a four-lane strategic road cross- section (two lanes in each direction with turn lanes where needed) and extended to the north to SH 14 and to the south to the Denver International • Airport. Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 10 • • WCR 53 is proposed as a four-lane arterial that will provide access to the east side of the Pioneer development from a proposed new interchange with I-76. • I-76 is a four-lane interstate highway which traverses in a northeast direction from the City of Denver on the southwest to the northeast corner of the State of Colorado. There currently is a full diamond interchange at the junction of 1-76 and WCR 49. Based on the fact that it is anticipated that WCR 49 will be widened in the future, the existing WCR 49/I-76 interchange will likely need to be reconstructed with or without the traffic from the proposed Pioneer develop- ment. In addition, a new interchange is proposed at the future WCR 53/I-76 juncture to provide access to the east side of the proposed development. • US 85 is a four-lane US highway which traverses in a north-south direction from the City of Denver to the south to the Colorado/Wyoming border on the north. US 85 is located approximately 11 miles west of the WCR 22/WCR 49 intersection. The WCR 22/US 85 intersection is currently a full-movement"T" intersection with Stop control for the east approach. However, as previously stated, the WCR 22/US 85 intersection is currently shown as a right-turn-only intersection on the US 85 Access Control Plan that has been adopted by CDOT and therefore we have assumed that left-turns at this intersection will be re- routed to other intersections for this study. • US 34 is a four-lane US highway which traverses in an east-west direction from the Town of Granby on the west to the Colorado/Kansas border on the east. • US 34 is located approximately 17 miles north of the WCR 22/WCR 49 inter- section. The US 34/WCR 49 intersection is currently a full movement inter- section with Stop control for the north and south approaches. However, our traffic counts indicate that a traffic signal is currently warranted at the US 34/ WCR 49 intersection and therefore, we expect that this intersection will be signalized in the near future. • SH 52 is a two-lane rural state highway that traverses in an east-west direction from SH 119 on the west to just east of the eastern Weld County boundary. Existing and Future Traffic Conditions Figure 3 illustrates the existing morning and evening peak-hour turning movement counts, lane geometry, and traffic control at key intersections in the study area. These counts were collected by Counter Measures, Inc. in July, 2006. Figure 3 also shows average daily traffic volumes on the existing roadways which are based on traffic counts collected by Counter Measures, Inc. in June, 2005 and recent traffic counts collected by CDOT. The raw count data is included in Appendix A. Figures 4, 5, 6, and 7 illustrate the Year 2012, 2016, 2020 and 2030 peak-hour background traffic projections for the study area. Year 2030 was chosen as the analysis year for buildout of the development • and this assumes an absorption rate of approximately 400 dwelling units per year. The Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 11 • background traffic projections were derived by applying a 2.0% annual growth rate to the existing traffic volumes on WCR 22, WCR 49, and the I-76 ramps, a 1.5% annual growth rate to SH 52, a 2.2% annual growth rate to US 34, and a 1.9% annual growth rate to US 85 traffic to account for regional growth. These growth rates were estimated based on the Colorado Department of Transportation's (CDOT) 20-Year Growth Factors posted on their website. Background traffic does not include the traffic expected to be produced by the proposed development. • • Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 12 a v. • —2:-EDC. F W x- a L ^ Q ! ��a O ry N -tit _U �/ C N et ��U� g r � r O N V CU oK.a a tc M N Cl 2t S7•. O C r' a i m 0 U d O V N"� `:-E. 7 tD ≤ r N CO ^ 0L M 02 y) p1 N /� - }1 M m ±) � O M�I • M 0 i /CR 49 1‘11.-1- in NIft o / \� o rn r O m ^ 3�N^ � Cm0+ Moo 0 M a� II .Jj� _ a r- M \\ intl.. n M O r In \� o m Np �W d 0 U g5 / a Cr: / atc o I idL I- EL- - t- T N M j �— N M c _ ed II C r mom , L. ^� oar in a o O O N T� N a N EtO J v a m a o , 4—M N Q m } II a il w N m N N U' 43 J r N April 26, 2007 Page 13 a ` e� U 8 O o • o K� — k_ N " e= U e L m —O c T 0 8- L tit 'i- 0 .`s rt a M W o ket St N it en aN N N M a- ,7, 1L. I ////// \\\ N yN —I L -. N —1 C^N Q lO O N ltI I N. In.I. LNO h dI N M yM N N r N , I u_ .O fir'N.o a co m L Z Y "O a v m J ,en N N 1 III I I WCR 49 /y I , ri in m _ n S of N N r I - a N N - a �� a U '9 ^ w ,DN CNQ ❑ I O 4r J r O N o m I � _ ❑ Y y ❑ a �OO �-1 r,`Na W N d 0 .a us as n NYO N U_ p N ❑ V C H F J 0 J N 0 y� a O N ,� oN I E Lam s D•• c4_ I ❑ O on Y T N a ' \ m w 0 L \N,...,• Z I - W C7 en N W N o J N Z April 26, 2007 Page 14 Lo U g • `8 cu .. u it O -.Q. g© E— e. N i * i Z O > ta,0 ° U o CZ IL m o ket St —in O oQQ O M r a .O^ � f—Q Or O Mfr LI N. 0Q Lints O N -43 O co n K N in r r vI r " Io -lfr o� � Zy m U Q 6.N O v, o/// - l L O N L _ f I Q • / WCR 49 v f m I In % IA D %I 9 O I Y N-1n L rl. o i r • w N. �s� ° v rIN- O N O = y 8 o 3l O^� 1——`1 N c ry J r , a r use's ) y o o N U_ O N O 2 c NN H 3 O N D N 0 N N,� I N a WA O Y J N �QN N O O 0o a r 2I- • o 0 ii a o 5. Z W Ve 01 N El W O J (-4 Z April26, 2007 Page 15 Ile N 7-- • - E'�. L- 0 cV L e= u e L T S- O 2 MLM^ w U s` m c^ ket St rn o a V O moo :,-I.5; O r�� N,- y �II C2 Ve � �-NM. O rn C 171 m r � r sir' r ? � z � V O n a COJ on N 1 aN L _ • I J WCR 49 Tr /c J N N m = H D y c,:1-y O 9 N in i a Ts co z.z N.It'o -1 Co'N i o - c w o n a a = N O CD :01 a nt C-r. c, c , a) LL; 1r a N N US US m - N N v YO r N or zrnr N ° I) C a t- o Mo O H Ki-rh-j-crin r N U w r NI • a 15 Ls.,Z i- r C.9 el MI w cic o J N Z April 26, 2007 Page 16 U so v cs 1 M gQ e e= N L et 1:3 ts— o O > L °' 01- �h0 0 . JJ C U 0 cti a m y \etst -00 \\\\\O pin O O<n O h m N C y .4 Ls. ZS NN , �mN N^ -1 C^N LLL p 1 tr N LC ^ ?N j .--17-7 LNV NO m ^ — Li LY in O1 ^^ N \ N y e hIt r m Z N �+ O co ) m - c I ric N N r I J WCR 49 N rn /y in M I NI kt N D 9 — F a o _lc_ e O 0 rl1- S U O a q N w Ty —i C O^0 O di InD w N N N O J a a -a..., N S N Ln L.3 N I a m N Y NO �0,_ cu a C N I 0 a m r N �^ Q v 0 N US Y 0 O N m U 0 N O C In H 3 m 0 N 3 ^ O N r m I N 'n en I E in.n Y J O is"a d T) Na � m a_ r N / O • NL a O a N W CD m N W O J N Z April 26, 2007 Page 17 • SECTION D Traffic Generation The current land use plan for the study area is summarized in Tables 1 through 4 for the five phases of development. Figures 8 through 11 show the Traffic Area Zones (TAZs) and assumed roadway network for each phase of development. The site is proposed to contain a variety of uses consisting of approximately 7,542 single-family dwelling units, 1,057 condominium/ townhome dwelling units, 862 apartment dwelling units, 200,000 square feet of retail space, recreation amenities, several elementary schools, two middle schools, and two high schools. The amount of traffic that will be generated by the proposed development has been estimated using trip generation rates published by the Institute of Transportation Engineers (ITE) in its report Trip Generation, 7th Edition, 2003. The results of the generation analysis are given in Tables 1 through 4. Due to the fact that this is a large • mixed -use development, many of the trips will be captured within the development area (internally captured trips or trips traveling to/from residential zones to/from retail or school zones). Therefore, we have assumed 16 percent (6 percent of Phase 1) of the traffic from the residential area will travel to the retail and school areas of the site. This accounts for approximately 75 percent of the retail and school traffic. Although the internal capture trips remain internal to the site and are not assigned to any external intersections, they were assigned between zones within the site and therefore are accounted for at internal intersections. As indicated in Table 4, buildout of the Pioneer development is expected to generate approximately 75,558 external trips (37,779 entering and 37,779 exiting) on an average weekday. This includes 1,832 entering and 4,542 exiting trips during the AM peak-hour and 4,897 entering and 2,971 exiting trips during the PM peak-hour. • Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. 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U I 0 3 0 m 4, 0 t 0_ U of • L W J April 26, 2007 Page 24 cn o ^ o L N • E t (;)t,Lti W ell N T� c4 c) 8- et ctj T. w ae ° v et U W Y O cts a re) a I cIC1 - .e- WCR 53 r1 M _ _/ ON I I ^ N ÷ _ _ _I i-- WCR 51 ti o _ J P tea. • • in en L II WCR 49 i v I I 71 I 1 I o a L . _J C o N N O L d ii • o Z I W W J April 26, 2007 Page 25 h m L CO F • Eh te E, ,. O a Li,— a N ` Zup ci et cts c -OQ � cu Cti al le _ a L FM- H ''0 0 O - .,..\___ _ _ t. � � h ell M WCR 53 CO , ti I k. %-- _ I s ,� I of Ja al LI _ _ J WCR51 ti i b O ti 7 ty tt,' ti WCR 49 N V I-- H i I �J I - /1 I I , } L --] I "°O 0 m N N 0 L a. n r 6I z , a, L. W April26, 2007 Page 26 • SECTION E Traffic Distribution The directional distribution of generated vehicular traffic on the roadways providing access to and from the proposed Pioneer development is an important element in planning its specific access requirements and in determining its traffic impacts on surrounding roadways and intersections. Major factors which will influence the traffic distribution include: • The site's location relative to the nearby population and activity centers. • The existing and future roadway network serving the area. • The specific access and circulation characteristics of the development plan. Based upon the influences described above, Figures 12 and 13 illustrate the anticipated directional distribution of traffic to be generated by the Pioneer development for the five • phases of development. As indicated in Figure 12, the distribution of the residential portion of Phase 1 site-generated traffic is expected to be as follows: • 55% to/from the west on I-76; • 10% to/from the east on 1-76; • 14% to/from the north on WCR 49; • 15% to/from the west on WCR 22; • 6% internal capture between the residential and school developments. As indicated in Figure 13, the distribution of the residential portion of Phases 2 through 6 site-generated traffic is expected to be as follows: • 45% to/from the west on I-76; • 10% to/from the east on I-76; • 14% to/from the north on WCR 49; • 15% to/from the west on WCR 22; • 16% internal capture between the residential and school developments. Traffic traveling east and west on 1-76 will access I-76 by way of WCR 49 and WCR 53 with 32 percent of site generated traffic traveling south on WCR 49 and 23 percent of site • generated traffic traveling south on WCR 53 at buildout. In order to accommodate this Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 27 • traffic, the WCR 49/I-76 interchange is proposed to be reconstructed and a new interchange is proposed on I-76 at WCR 53. The configuration of those interchanges will be determined with a FHWA 1601 Interchange Feasibility Study which we propose be started by the 1,000` building permit. It is possible that a portion of the traffic traveling east and west on I-76 will access I-76 by traveling west to Keenesburg on a potential future Keenesburg Parkway connection east of the development. However, due to the fact that right-of-way and funding has not been secured for the Keenesburg Parkway we did not route any traffic to this possible future connection in this analysis. • • Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 28 N V o 4- net _ O cu El) ` • Q� N i 0ctiTo O i N CD v Li) •i •,17•N ket St Can O C O Ll co I _ .1E! 1.... Paa V) —1 N Q WCRS in • \ \ N N Cl)I WCR 49 en / o D to N I' 0 - G O u o 9 us a � N X U in U) a I O • z W O w all J V April26, 2007 Page 29 M t+•-• U s v Q o • C. "`�- eev Q u z C I LV wo O > N o O c Ctits Vo 0 c Qa' ket St U J N mr - - - - I— •— vl O 11 " 0 0N -• m WCR 53 U U JIr N \ I W = • 1,,,,NN QmCRS I f..-i ix C - WCR49 « I M X I N 0 N IO _.J 43X-0 0\ � F _ 3 5s >Mm L _ 0 U O_ a N L j a p US g� C N UI 6 U N a I • Lio w 1 CD J April26, 2007 Page 30 • SECTION F Traffic Assignment Traffic Assignment Figures 14 through 21 illustrate the assignment of project-generated traffic for the five phases of development. These figures show the number of project-generated vehicle turning movements expected at the key study area intersections. These assignments of generated traffic are based upon the traffic distribution percentages shown in Figures 12 and 13 and the vehicle-trip generation estimates of Tables 1 through 4. Background Traffic As mentioned in Section B of this report, the projections of future non-site-generated peak-hour traffic (i.e. background traffic) are shown in Figures 3 through 7. The back- ground traffic volumes represent projections of traffic that would be on the street system if traffic generated by the Pioneer development were not included. Thus, they represent • a "base condition" for measuring traffic impacts. Total Traffic Total peak-hour traffic volumes for the most impacted intersections are depicted in Figures 22 through 29. These volumes were derived by adding site-generated traffic shown in Figures 14 through 21 to the background traffic shown in Figures 3 through 7. Lane geometry and traffic control assumed for the four time periods analyzed are shown in Figures 30 through 35. • Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 31 V V) o Ouo L up K® Q ik Q V iy CD `3 . 4..)et a? o (/) N -- o Q z • cu o N V � a O a. N 9 a N k �a , Ot_rM ket St et O rn m r\ Es hN. c2 cJ o I U ' r r m e 1 PA U M 0C 11. • - WCR 5 `; WCR 49 N LO Tr /J I 46 D v 5s m N LI H _ J N n m , cs cs N 'P N J n O n t-`vy Q S N rO b co r (— M N N O r 1,-?,- -‘7: N d U585 a a H CO N tir '3 Boa O Cc lc CO 1- M in 1- Jj*L. m J e _ ate , I ��v^mi I J p m O N ran Y OLN Ir' Fs,"- o p a s a d r a In m • \ O ,I \\\ z__...9W ,_ . M • • W ‘7,- _J N April 26, 2007 Page 32 ,§ O U s 0 us • c QQ E, e' t tIl Ri rn _ V) N — o Q /c/�� — a,n 'N W C N -qtr U ° O cU^ Lo in O6 N ^1, N. cu i4_,N r N ; c o Ia. � � M � \ a r N_ M 1 0- a 1r K Lp Cr n � M I'N iO O O b f O C V M F' v en in - in re, , ,-- v� O L_ b� W 5I gli r�l WCR 49 J - . J / a U MN1 a r J trCb N = V I T P M s N O O \ N I CU` a CO v N a n g,-; r O M N H • M ^ r z • 0 Y 0 y I d • L . z W U` M • W u J N April 26, 2007 Page 33 • ° C �� E E —C3 To cn L' C >> V) N .."'" 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WCR49I \ N N M JjjL J L s- I N — L s ....ii_ — — 4 JL JI&L �iir sir US 85 0, 0, J N in L U U 0 • L \� i \ f� o i-n u w w April 26, 2007 Page 49 N ' (n p I a, cri = O O r0- • �,Fe }_ 4.., et c e" c p N E o_ 4-,' --1— j--I --iL-) (---)i�� ' '� / � eketSt.11 ``'' / sir Y PID - IiLO - ' Ht r- u C, \' W . 53 Z co -ti WCR 49 ce N in M �- I z D C-_-.4 r �yS fn -ifs I _ nw -)11r-Tr r Tr us a5 a 2• O, • in o a o o • H H z IIn L w w J April 26, 2007 Page 50 44 b C 0 • OD 'E` Q) U u 2� W O §_ N EO ' N C ° i O O ket St > c i ar J ^ 1 a 1/4O �fl � cn WCR 53 m J --)11r- 1.�• 'll-� me a WCR 49 �- I N 7 re) I ch �� 9 1JL JAL r -eF 'If U$ 85 a o _ I C C rn rn iii if) U U a• L a \ r/ I- I- II z 11 W W J April26, 2007 Page 51 M et Y O • o :Cji) • Q 4-J ft p N g_ C 9 w /A ' , �- ket St. OC # \-1i-\\�� ?�� 1 \-�- D -�- fr c O LO i _ r -iffr W - 53 Z rt • �ffr r WCRS 4 Ti-Eli WCR49 ,\ \ , N N M Cr—V— if\ , J J ji off\ �ffrr as in in U U oa • Lisc 6 it it z II LL, a y e w J April 26, 2007 Page 52 ap M (� ^ O y g , ^ .es- , cw i O O • Q it An.�� k W V C E 0 � o en o t > w N ° i O a O J ket St [C `n dr 2I I C.j \ I _i e) H co Di ]I u_ w rill t..) \ A WCR 53 ��1 O m Y J -11ir ....IL. e • I WCR5 5-I1rr I11' a m 'o v WCR49 Q O N ii- inM \ I N r _ Go _1 0 t_ L— - \1fr% i _, 1- LI t_ .., } \\ US 85 - a - Ti a in in L u u `o l `- H `II • ' z II II L W W J April 26, 2007 Page 53 SECTION G Traffic Impacts Level of Service Capacity Analyses A significant methodology for determining traffic impacts is to examine the Levels of Service at the individual intersections and access points that will be directly impacted by a development. To assess the traffic impacts of the Pioneer Development, intersection Level of Service analyses have been conducted at major intersections impacted by the site as well as major intersections within the site. Intersection capacities have been analyzed in accordance with the requirements of the 2000 Highway Capacity Manual(HCM), using the methodology outlined in"Signalized and Unsignalized Intersection Capacities." The concept of Level of Service (LOS) is used as a basis for computing combinations of road- way operating conditions. By definition, six different Levels of Service are used (A, B, C, D, E, and F) with "A" being a free-flow condition and "E" representing the "capacity" of a given intersection or traffic movement. Traffic volumes used in the analyses include • those from Figures 3 through 7 and 22 through 29. The lane geometry and traffic controls used in the analysis are shown in Figure 3 for the existing analysis and Figures 30 through 35 for future analysis. The results of these capacity analyses are found in Appendix B and are summarized in Tables 5 through 8. As shown in Tables 5 through 8, all signalized intersections are expected to operate at a good Level of Service (LOS "C" or better) during both morning and evening peak-hours through the Year 2030. Critical approaches at all Stop controlled intersections are also expected to operate at a good Level of Service (LOS "C"or better) through the Year 2030. Note that the analysis of the WCR 49/I-76 and WCR 53/I-76 interchanges are preliminary because the configuration of those interchanges will be determined with a Federal Highway Administration (FHWA) 1601 Interchange Feasibility Study at a later date. Average Daily Traffic Impacts The average weekday traffic impacts of the proposed development are illustrated in • Figures 36 through 40. These figures illustrate the average weekday traffic expected to Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 54 • be generated by the proposed Pioneer development, background plus site-generated average daily traffic, roadway LOS "C" capacity, and the percent of capacity that the site traffic represents. The roadway capacities shown in these figures are based on the following recommended criteria which is generally consistent with Table 7 of the Weld County Roadway Classification Plan written by Felsburg Holt an Ullevig in 2002: • Four-lane strategic arterial roadways: 35,000 • Four-lane arterial roadways: 32,000 vpd; • Two-lane arterial roadway: 7,000 vpd; • Collector Roadway: 7,000 vpd; • • Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 55 Table 5 Year 2012 Intersection Levels of Service Analysis Pioneer Development, Buildout • Weld County, Colorado (LSC#061100; April, 2007) Year 2012 Year 2012 Background Background Traffic Plus Site-Generated Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 101. US 85/WCR 22 al Unsignalized Critical Approach Delay(sec/veh) Right-Turn Only 0 0 0 0 Critical Approach LOS A A A A 102. US 34/WCR 49 Signalized Entire Intersection Delay(sec/veh) 12.1 13.2 12.4 13.5 Entire Intersection LOS B B B B 103. I-76 WB Ramp/WCR 49 Unsignalized Critical Approach Delay(sec/veh) 1.4 0.3 0.3 0.1 Critical Approach LOS A A A A 104. I-76 EB Ramp/WCR 49 Signalized Entire Intersection Delay(sec/veh) 14.7 14.8 17.7 17.7 Entire Intersection LOS B B B B 107. WCR 49/WCR 22 Signalized Entire Intersection Delay(sec/veh) Entire Intersection LOS 6.2 5 28.8 28.9 A A C C 108. WCR 49/Road C Sig . nalized — — Entire Intersection Delay(sec/veh) 18.9 15.9 Entire Intersection LOS B B 112. WCR 22/Site Access No. 112 Unsignalized Critical Approach Delay(sec/veh) — — 17.1 20.2 Critical Approach LOS - - C C 113. WCR 22/RoadB Unsignalized Critical Approach Delay(sec/veh) - - 11.8 13 Critical Approach LOS - - B B 114. WCR 22/Road A(WCR 511 Unsignalized Critical Approach Delay(sec/veh) - - 10.3 10.8 Critical Approach LOS — — B B 115. WCR 22/Site Access No. 115 Unsignalized Critical Approach Delay(sec/veh) — — 9 9.1 Critical Approach LOS — — A A 128. Road C/Site Access No. 128 Unsignalized Critical Approach Delay(sec/veh) — — 16.5 15.8 Critical Approach LOS — — C C 129. Road C/WCR 51 Unsignalized Critical Approach Delay(sec/veh) — — 10.2 11.3 Critical Approach LOS — — B B Notes: (1) Using 2000 Highway Capacity Manual(HCM)methodology and Level of Service(LOS)definitions. • (2) LOS A reported in the table due to proposed free right. April26, 2007 Page 56 Table 6 Year 2016 Intersection Levels of Service Analysis Pioneer Development, Buildout • Weld County, Colorado (LSC#061100; April, 2007) Year 2016 Year 2016 Background Background Traffic Plus Site-Generated Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 101. US 85/WCR 22 21 Unsignalized Critical Approach Delay(sec/veh) (Right-turn only) 0 0 0 0 Critical Approach LOS A A A A 102. US 34/WCR 49 Signalized Entire Intersection Delay(sec/veh) 21.2 24.8 24 24.4 Entire Intersection LOS C C C C 103. I-76 WB Ramp/WCR 49 Unsignalized Critical Approach Delay(sec/veh) 1.3 0.4 0.2 0.1 Critical Approach LOS A A A A 104. I-76 EB RamD/WCR 49 Signalized Entire Intersection Delay(sec/veh) 20.1 25.4 28.6 27.3 Entire Intersection LOS C C C C 107. WCR 49/VVCR 22 Signalized Entire Intersection Delay(sec/veh) 3 2.6 14.9 14.9 Entire Intersection LOS A A B B 108. WCR 49/Road C Signalized Entire Intersection Delay(sec/veh) — — 14.2 9.6 Entire Intersection LOS - - B A • 109. WCR 49/Road A Signalized Entire Intersection Delay(sec/veh) — — 17 10.4 Entire Intersection LOS — — B B 111. WCR 49/Road B Signalized Entire Intersection Delay(sec/veh) — — 12.7 6 Entire Intersection LOS — — B A 112. WCR 22/Site Access No. 112 Signalized Entire Intersection Delay(sec/veh) — — 21.3 19.7 Entire Intersection LOS — — C B 113. WCR 22/RoadB Unsignalized Critical Approach Delay(sec/veh) — — 12.1 13.9 Critical Approach LOS - - B B 114. WCR 22/Road A(WCR 51) Unsignalized Critical Approach Delay(sec/veh) - - 11.9 13.2 Critical Approach LOS — — B B 115. WCR 22/Site Access No. 115 Unsignalized Critical Approach Delay(sec/veh) — — 7.6 9.9 Critical Approach LOS — — A A 128. Road C/Site Access No. 128 Unsignalized Critical Approach Delay(sec/veh) — — 14.1 14.5 Critical Approach LOS — — B B 129. Road C/WCR 51 Unsignalized Critical Approach Delay(sec/veh) — — 10.4 11.5 Critical Approach LOS - - B B• 130. Road A/Site Access No. 130 Unsignalized Critical Approach Delay(sec/veh) — — 10.2 10.5 Critical Approach LOS — — B B Notes: (1) Using 2000 Highway Capacity Manual(HCM)methodology and Level of Service(LOS)definitions. April 26, 2007 (2) LOS A reported in the table due to proposed free right. Page 57 Table 7 (page 1 of 2) Year 2020 Intersection Levels of Service Analysis . Pioneer Development, Buildout Weld County, Colorado (LSC#061100; April, 2007) Year 2020 Year 2020 Background Background Traffic Plus Site-Generated Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 101. US 85/WCR 22 al Unsignalized Critical Approach Delay(sec/veh) (Right-turn only) 0 0 0 0 Critical Approach LOS A A A A 102. US 34/WCR 49 Signalized Entire Intersection Delay(sec/veh) 20.6 24.3 27 26.5 Entire Intersection LOS C C C C 103. I-76 WB Ramp/WCR 49 Unsignalized Critical Approach Delay(sec/veh) 1.2 0.4 0.2 0.1 Critical Approach LOS A A A A 104. I-76 EB Ramp/WCR 49 Signalized Entire Intersection Delay(sec/veh) 21.1 25.7 28.5 27.8 Entire Intersection LOS C C C C 105. I-76 WB Ramp)WCR 53 Unsignalized Critical Approach Delay(sec/veh) — — 0 0 Critical Approach LOS — — A A • 106. I-76 EB Ramp/WCR 53 Signalized Entire Intersection Delay(sec/veh) — — 14.6 13 Entire Intersection LOS - - B B 107. WCR 49/WCR 22 Signalized Entire Intersection Delay(sec/veh) — — 19.9 23.1 Entire Intersection LOS - - B C 108. WCR 49/Road C Signalized Entire Intersection Delay(sec/veh) — — 17.7 13.6 Entire Intersection LOS — — B B 109. WCR 49/Road A Signalized Entire Intersection Delay(sec/veh) — — 14.2 8.6 Entire Intersection LOS — — B A 111. WCR 49/Road B Signalized Entire Intersection Delay(sec Neh) — — 12.6 6.8 Entire Intersection LOS - - B A 112. WCR 22/Site Access No. 112 Signalized Entire Intersection Delay(sec/veh) — — 17 13.9 Entire Intersection LOS — — B B 113. WCR22/RoadB Unsignalized Critical Approach Delay(sec/veh) — — 17.4 25.2 Critical Approach LOS — — C D Notes: • (1) Using 2000 Highway Capacity Manual(HCM)methodology and Level of Service(LOS)definitions. (2) LOS A reported in the table due to proposed free right. April26, 2007 Page 58 Table 7(page 2 of 2) Year 2020 Intersection Levels of Service Analysis • Pioneer Development, Buildout Weld County, Colorado (LSC#061100; April, 2007) Year 2020 Year 2020 Background Background Traffic Plus Site-Generated Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 114. WCR 22/Road A(WCR 51) Signalized Entire Intersection Delay(sec/veh) — — 17.1 11.3 Entire Intersection LOS — — C B 115. WCR 22/Site Access No. 115 Unsignalized Critical Approach Delay(sec/veh) — — 13.1 15.9 Critical Approach LOS — — B C 116. WCR 22/Site Access No. 116 Unsignalized Critical Approach Delay(sec Neh) — — 11.1 12.5 Critical Approach LOS — — B B 117. WCR 22/Road C Unsignalized Critical Approach Delay(sec/veh) — — 10.8 12.3 Critical Approach LOS - - B B 118. WCR 22NVCR 53 Signalized • Entire Intersection Delay(sec Neh) — — 25.2 21.1 Entire Intersection LOS C C 119. WCR 22/Site Access No. 119 Unsignalized Critical Approach Delay(sec Neh) — — 10.9 9.6 Critical Approach LOS - - B A 120. WCR 22/Site Access No. 120 Unsignalized Critical Approach Delay(sec/veh) — — 9.1 8.8 Critical Approach LOS — — A A 121. WCR 53/Road C Unsignalized Critical Approach Delay(sec/veh) — — 14.2 16.8 Critical Approach LOS — — B C 122. WCR 53/Site Access No. 122 Unsignalized Critical Approach Delay(sec Neh) — — 13.3 14 Critical Approach LOS — — B B 128. Road C/Site Access No. 128 Unsignalized Critical Approach Delay(sec/veh) — — 14.5 14.9 Critical Approach LOS — — B B 129. Road CNVCR 51 Unsignalized Critical Approach Delay(sec Neh) — — 10.5 11.8 Critical Approach LOS - - B B 130. Road A/Site Access No. 130 Unsignalized Critical Approach Delay(sec/veh) — — 9.7 10.1 Critical Approach LOS — — A B • Notes: (1) Using 2000 Highway Capacity Manual(HCM)methodology and Level of Service(LOS)definitions. (2) LOS A reported in the table due to proposed free right. April 26, 2007 Page 59 • Table 8 (page 1 of 2) Year 2030 Intersection Levels of Service Analysis Pioneer Development, Buildout • Weld County, Colorado (LSC#061100; April, 2007) Year 2030 Year 2030 Background Background Traffic Plus Site-Generated Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 101. US 85iWCR 22 21 Unsignalized Critical Approach Delay(sec/veh) (Right-turn only) 0 0 0 0 Critical Approach LOS A A A A 102. US 34/VVCR 49 Signalized Entire Intersection Delay(sec Neh) 22.1 24.3 30.8 33.2 Entire Intersection LOS C C C C 103. 1-76 WB RampNVCR 49 Unsignalized Critical Approach Delay(sec Neh) 1.5 0.3 0.2 0 Critical Approach LOS A A A A 104. 1-76 EB Ramp/VVCR 49 Signalized Entire Intersection Delay(sec Neh) 20.4 27.1 27.9 28.8 Entire Intersection LOS C C C C 105. 1-76 WB RampNVCR.53 Unsignalized Critical Approach Delay(sec/veh) — — 0 0 Critical Approach LOS — — A A 106. 1-76 EB Ramp/WCR 53 Signalized Entire Intersection Delay(sec Neh) 17.5 26.3 Entire Intersection LOS - - B C 107. WCR 49/WCR 22 Signalized Entire Intersection Delay(sec Neh) 3.3 2.7 22.5 29.3 Entire Intersection LOS A A C C 108. WCR 49/Road C Signalized Entire Intersection Delay(sec/veh) — — 30.3 28.6 Entire Intersection LOS - - C C 109. WCR 49/Road A Signalized Entire Intersection Delay(sec/veh) — — 11.9 7,5 Entire Intersection LOS - - B A 110. WCR 49NVCR 28 Unsignalized Critical Approach Delay(sec/veh) — — 16.5 17.7 Critical Approach LOS — — C C 111. WCR 49/Road B Signalized Entire Intersection Delay(sec/veh) — — 16.5 9.4 Entire Intersection LOS — — B A 112. WCR 22/Site Access No. 112 Unsignalized Entire Intersection Delay(sec/veh) — — 19.2 21.2 Entire Intersection LOS — — B C 113. WCR 22/Road B Unsignalized Critical Approach Delay(sec/veh) — — 21.2 34.4 • Critical Approach LOS C D Notes: (1) Using 2000 Highway Capacity Manual(HCM)methodology and Level of Service(LOS)definitions. (2) LOS A reported in the table due to proposed free right. a ,jl 2f 2007 Page 60 Table 8 (page 2 of 2) Year 2030 Intersection Levels of Service Analysis Pioneer Development, Buildout • Weld County, Colorado (LSC#061100; April, 2007) Year 2030 Year 2030 Background Background Traffic Plus Site-Generated Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 114. WCR 22/Road A(WCR 511 Signalized Entire Intersection Delay(sec/veh) — — 17 16.9 Entire Intersection LOS - - B B 115. WCR 22/Site Access No. 115 Unsignalized Critical Approach Delay(sec/veh) — — 13.9 17.8 Critical Approach LOS — — B C 116. WCR 22/Site Access No. 116 Unsignalized Critical Approach Delay(sec/veh) — — 11.1 13.5 Critical Approach LOS — — B B 117. WCR 22/Road C Unsignalized Critical Approach Delay(sec Neh) — — 12.4 13.3 Critical Approach LOS — — B B 118. WCR 22NVCR 53 Signalized Entire Intersection Delay(sec/veh) — — 15.8 23.2 Entire Intersection LOS - - B C III119. WCR 22/Site Access No. 119 Unsignalized Critical Approach Delay(sec/veh) — 11 9.7 Critical Approach LOS — — B A 120. WCR 22/Site Access No. 120 Unsignalized Critical Approach Delay(sec/veh) — — 9.2 8.8 Critical Approach LOS — — A A 121. WCR 53/Road C Signalized Entire Intersection Delay(sec/veh) — — 27.5 13.6 Entire Intersection LOS - - C B 122. WCR 53/Site Access No. 122 Unsignalized Critical Approach Delay(sec/veh) — — 17.5 23.8 Critical Approach LOS — — C C 128. Road C/Site Access No. 128 Unsignalized Critical Approach Delay(sec Neh) — — 15.6 16.9 Critical Approach LOS — — C C 129. Road C/WCR 51 Unsianalized Critical Approach Delay(sec/veh) — — 10.5 11.8 Critical Approach LOS - - B B 130. Road A/Site Access No. 130 Unsignalized Critical Approach Delay(sec/veh) — — 9.9 12.7 Critical Approach LOS - - A B 131. WCR 22/Site Access No. 131 Unsianalized • Critical Approach Delay(sec/veh) — — 18.3 22.7 Critical Approach LOS C C Notes: (1) Using 2000 Highway Capacity Manual(HCM)methodology and Level of Service(LOS)definitions. (2) LOS A reported in the table due to proposed free right. Anri/26 2007 Page 61 O4U o a Z Lc cicr Z et ZS • _ - Ic-II 2 l U a," > E n Qom = U N Eo r, ''''' o O et v' N i ° ti s. iu NketS t. 2 O rj- 0 .7"..", o � cJ O \\ O 0 0 Q O ON C NN .J N N \\ _I la O 00 N C2 Ur CO 0 0 n Z aG o= Ca L) p� O O L MO SWCRI .9M • WCR 49 / f N M I 0 0 N O 0 C a 0 C D O C O C O J (O J O ao-, L ON NN W\ \0 00 O 0 0 O -..0 00 , - T 0 0 N O 0. 0. Lri 00 :0 I (o— Nrn r`O �� N O_J 1-cv 8J t0\ M\ C, \O \0 C O O O O J N 0 JN O O C.a O , ` U k_j - -O ~ ` °a c 0v ) N TN I Es Liz 3 a, o o 0 p N C a O Z o II C • L E, r-- J Z o w � o CD o W 4 Lri J ro N April 26, 2007 Page 62 Mao r� . o E� E, Rs e' N QU ny N Q ▪ c a) U E • a o a) m N o ket St. ~ v et >Ns/ o N O C N J Q \\ 0 0 O O 0 0 CI O O 0 O c 0 C NI- 0 J J N C CON �N J lo \ \ N N \ \ 00 00 OO ( OO OO - (O O NO 0 0 O r N r i N^ u- co (h r 0 Z p[ � J m U \o L 00 WCR5. mn 40m A 1 � /WCR49 / N In / 7 \ I (hen 0 0 2 N Oc o Mc co N O C o f 0 a J N J a O0 I / al0 OO N0 0 0 c6 6 o 0 o vi M� -M VO NM in'- — - O M � c 0 C 0 in J O c 0 0 0 or--., y M 0 0 O0 a �O c0 00 J 0 0 •-' O O 00 Min O M M ai lk Q U \ Us 85 O \ C I- c o -o a 10 o a N u da, 3w .' (Li of N C I— O J N 7 a J cc Z Q Z .4. O • L •• W \ O U o MLri W N J April26, 2007 Page 63 co en Qs)ot a m cc 2 t1 W E O � cc i O 0 0 d t J M J O J O U p OC O0 00 00 0 O CZ W OO oo a N \O 0RMO no c ON `y 00 CM NN 101` N - J M \ C OM 00 N...0 N O J M O 7 .tO c J N I N N 00 WCR53 �o N N N JA IO O °` N I N J ON N 00 00 51• 11 00 °C) (N CI COI': IN: \�a _ / /H I 0 O 0 J cc Jo 0 NN N\nl- n J 0 0 O O \\ - N 0 00 0 00 - -- N� N N O O O O O corn n c -O O O O m cc J I�N V —M c O c c L 0 0 _ _ ON ^7 N 7 c X0O I 00 \0 00 0 ‘15OO 00 00 O - I I dO 00 00 L iri I —M o]M NM \ U p w cn O -OU 12 0 — H w p OC J J - OL. c I— O O N \ W U TV 0 0 N2 w 3 v 00 -- a`, `o aE N p aaO N~ U p 7 Ir II OJ • US 85 O r- � _ Z ° 0 w \ a O O — ' p' W in iri M N April 26, 2007 Page 64 o.) CUDL. U • o ii Q - CI) 6 O ket St `N C J > Fr .3 Q) a.) 0 0 x O WI ox W NCO \\ Yoo 00 co II 02 N`\M o2 u l{) V) r ./-- WCR 53 toZ oG A. U C WCR 5 i1 • ckN1 1 m \ WCR 49 \ H N o 7 2O 0 0 a 2 N okt, W 0 \\ \\ 9 �� 0o - ter o0 00 0o I _ Lno �� NM NM 0 S _ O O O O Lc)ta a in N U1 T M \\ �\ a Co OOO O O ONO 0 cE M U 1� Mn / M O------j O wU \o 0 p U$ 85 I- w IL- a o N O r I a 0 o 3 a) -• do P L5 NF °o ? 0 K j II V ' L ZZ r` o w CD \ o o Ln in w Ln Lfr J M N Apri126, 2007 Page 65 y§ C Y 0 N �1 • . - V .O c s F„ ..14.O .O ik e N Qt v O QI."'" Cf) = 0 o Q U N E �o �n M �, o o a (Orn = O v m6� -ccoo occoo OO OO Ja Cz 0 (Om �- co� m0 a 0 N \\ O O \O O1O1 N a) r toO L ' OO c00 OO Y NCO Nr CO e /C^'�` � a coo —NI 0M — OO \\ W O L a O O O OO NN D c NM ca. O _ O N O Jil M Q w¶PWCR__‘\_ ,H _ - 0 0 MN -1cm ci OAc 0 g O 0o Oo 51 I O 0 O 0 I O N IY I 0 I O 0o �0 NI(OJ L O O OO O O O 0 0 I 0 0 0 co o T ON 'nom <‘ 1C :U N M _ o M OO O0 o I i O O L _ - J I n 0 O N M \ a O w en "6 U_ a h `\ o a O IL O O o O I o o 3 o O CD I— K O II 0 • US 85 O N � Z cp O w \ o Mt 0 O - w toid :';wyi,'%!-"\ J M N April26, 2007 Page 66 • SECTION H Recommendations As previously discussed,Figures 30 through 35 illustrate the assumed traffic control and lane geometry for key intersections in the study area. As shown, it is expected that a total of eight traffic signals (four on WCR 49, three on WCR 22, and one on WCR 53) adjacent to and within the site may be required by the Year 2030 (see Figures 34 and 35 for recommended signal locations). Although these specific access assumptions needed to be made for this study, it should be noted that specific access geometry and traffic control is subject to future planning and study when more detail is known about each parcel. Furthermore, access locations are subject to Weld County approval. We recommend a standard of approximately one-half mile spacing on WCR 49 and one- quarter mile spacing on WCR 22 and WCR 53 for full movement signalized intersections on the arterial roadways if a good overall intersection Level of Service (LOS "C" or better) is maintained. This standard is expected to be met for all intersections. • Figure 41 illustrates the recommended roadway classification for the proposed roadway system upon buildout of the Pioneer development. As shown the following roadway classifications are recommended: • Four-lane strategic arterial roadway(two lanes in each direction with turn lanes where needed) for WCR 49 and WCR 22 West of WCR 49; • Four-lane arterial roadways (two lanes in each direction with turn lanes where needed) for WCR 22 between WCR 49 and WCR 53, WCR 53 from I-76 to about a mile north of WCR 22, and Road C from WCR 49 to approximately one-half mile east of WCR 49; • Two-lane arterial roadway (one lane in each direction with turn lanes where needed) for WCR 22 east of WCR 53. The roadway classifications above are based on the following recommended criteria which is generally consistent with the Weld County Roadway Classification Plan written by Felsburg Holt and Ullevig in 2005: • Four-lane strategic roadway for traffic roadways designated as strategic roadways by Weld County with traffic volumes between 10,000 vpd and 35,000 • vpd; Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 67 • • Four-lane arterial roadways for traffic volumes greater than 7,000 vpd and less than 32,000 vpd; • Two-lane arterial roadways for traffic volumes less than 7,000 with significant regional continuity. The Pioneer Development will be responsible for construction of all proposed collector and local roadways internal to the site, all sections of arterial roadways where the site abuts both sides of the roadway, and half of the arterial roadways where the site abuts half of the roadway. The portions of roadways that the Pioneer Development will be responsible for will be constructed to meet the full typical sections specified by Weld County Department of Public Works with the exception of local roadways where we will propose an alternate cross-section which is referenced in the Sketch Plan submittal. Improvements may include construction of travel lanes, shoulders, bike lanes, medians, curb, gutter and sidewalks. Required improvements may also include acquisition of right-of-way and construction easements. In addition, the Pioneer Development will be responsible for their proportionate share of • the following off-site roadways that are appropriate in providing adequate access to the site: • WCR 28 from WCR 49 to WCR 53; and • WCR 53 from I-76 to south property boundary. The Pioneer Development will also be responsible for its proportionate share of the following regional improvements when appropriate: • Widening of WCR 22 from the west site boundary to US 85 to a four-lane strategic roadway cross-section; • Widening of WCR 49 from the north site boundary to US 34 and the south property boundary to I-76 to a four-lane strategic roadway cross section; • Capacity improvements and signal modifications at the WCR 49/US 34 inter- section; • Major reconstruction of the I-76/WCR 49 interchange; • Construction of a new interchange at I-76/WCR 53; • Construction of the Keenesburg Parkway connection (not necessary for access but provides connectivity to the Town of Keenesburg). There is currently a discontinuity of WCR 49 just south of I-76 at the BNSF Railroad • (WCR 49 ends at the BNSF Railroad right-of-way and begins again south of the railroad Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 68 • right-of-way continuing south to WCR 4). This issue was discussed with Weld County Engineering at a meeting on April 29, 2007 at which the Pioneer Development team indicated that, although the Weld County strategic roadway plan shows WCR 49 extending from SH 14 on the north to the south Weld County line, the Pioneer Development does not rely on the extension of WCR 49 south of I-76. At that meeting Weld County Engineering indicated that they were not prepared to agree or disagree with our assumption that the Pioneer Development does not rely on the extension of WCR 49 south of I-76. We have not assumed this extension in this study and therefore, we have shown that adequate access to the site can be provided without access from WCR 49 south of I-76. Therefore, we did not include the extension of WCR 49 south of I-76 as a regional improvement that the Pioneer Development should be responsible for. Funding for regional improvements should be partially from transportation impact fees applied to the proposed development and partially from funding agreements that will be coordinated prior to thresholds established with the transportation phasing plan. In addition, we propose that these regional improvements be phased with the proposed • phasing of the development. The phasing of the proposed regional improvements is summarized in attached Table 9 and graphically represented on Figure 42. • Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants,Inc. Page 69 4 a 22 C) O • ... i;D •-• h ' 1 .00 w ,u 2 " - t •3/4...j LL-U n l V a cn W E cmc,---- p r1� E (0 J er. u U 1_ _ M ket St. m QC et a. _ _. _ E1.4- 1 L 7 U L U � U, ti ct i Ci / O v I N Z 04 1 , F , WCR 53 co t N (N U WCR 51 in CC) Cr d- WCR 49 • M D A0 LO °,) (-1 tG0 U U_ a) c C. WCR 45.5 s L a) .. C CU N Cl 0 U E > L a) y L US g5 Q — —6 v v U 't •c Q, a) a) Q0 Q O 4C5 U (/1 J .J 4) O d -f- NO II II II II I • 0 Z 0 W i —J ::` /'r FIFA .r. c April 26, 2007 Page 70 Table 9 Pioneer Development Transportation Public Improvement Phasing Plan Text (LSC 061100; April, 2007) Estimated Time or Building Permit Offsite Improvements Phase Roadway Improvement Descri'tion When Improvement Required Estimated Cost(3) 1 WCR 49 Widen to four-lane roadway with turn lanes where required south of Road C to I-76 Interchange 1,100 $7,812,500 Construct traffic signals at WCR 22/WCR 49 and Road C/WCR 49 intersection when warranted 1,000 $500,000 WCR 22 Construct two-lane paved roadway with turn lanes where required from WCR 49 to east Phase 1 Concurrent with construction of adjacent line planning areas Road C Construct four-lane paved roadway with turn lanes where required from WCR 49 to approximately Concurrent with construction of adjacent one half mile east of WCR 49 planning areas US 85 (1) Convert WCR 22/US 85 intersection to right-turn only or work with Weld County to change access Start process upon Change of Zone management plan to allow a full movement intersection approval US 34 (1) Construct traffic signal and turn lane improvements according to CDOT criteria at WCR 491US 34 Currently Warranted $300,000 intersection. WCR 49/I-76 Interchange Construct temporary traffic signal at south ramp 1,000 $200,000 Start FHWA 1601 Interchange Feasibility Study and based on results prepare design for 1,500 reconstruction of interchange Internal Roadway Construct all other roadways within Phase 1 Concurrent with construction of corresponding planning areas 2 WCR 49 Widen to four-lane roadway with turn lanes where required from Road C to Road A 3,000 $5,250,000 Construct traffic signals at Road A/WCR 49 and Road BM/CR 49 intersections. 3,000 $500,000 WCR 22 Widen to four-lane roadway with turn lanes where required from WCR 49 to east Phase 1 and 2 Concurrent with construction of adjacent line planning areas Construct traffic signals at first access east of WCR 49 and at WCR 51/WCR 22 intersections 3,000 $500,000 I-76 Interchange Reconstruct Interchange according to recommendation in FHWA 1601 Interchange Feasibility 2,500 $11,000,000 Internal Roadway Construct all other roadways within Phase 2 Concurrent with construction of corresponding planning areas 3 WCR 49 Widen to four-lane roadway with turn lanes where required from Road A to US 34 4,700 $34,750,000 WCR 22 Construct four-lane roadway with turn lanes where required from east west Phase 3 line to WCR 53 Concurrent with construction of adjacent planning areas Construct two-lane roadway with turn lanes where required from WCR 53 to east property Concurrent with construction of adjacent boundary planning areas Construct traffic signals at WCR 53/WCR 22 intersection 5,000 $250,000 WCR 53 Construct four-lane paved roadway with turn lanes where required from approximately one mile Concurrent with construction of adjacent north of WCR 22 to 1-76 interchange planning areas Construct Interchange according to recommendation in FHWA 1601 Interchange Feasibility Study 3,900 $9,000,000 Internal Roadway Construct all other roadways within Phase 3 Concurrent with construction of corresponding planning areas Keenesburg Parkway (2) Construct two-lane paved roadway with turn lanes where required from east edge of development Not required(for connectivity purposes only) to Keenesburg/I-76 interchange 4 WCR 22 Widen to four-lane roadway with turn lanes where required from WCR 49 to US 85 5,700 $8,380,000 WCR 28 Construct two-lane paved roadway with turn lanes where required from WCR 49 to WCR 53 Concurrent with completion of Phase 4 $3,815,000 Internal Roadway Construct all other roadways within Phase 4 Concurrent with construction of corresponding planning areas 5 Internal Roadway Construct all other roadways within Phase 5 Concurrent with construction of corresponding planning areas Notes: (1) Timing and funding subject to conditions of CDOT Access Permit (2) Keenesburg Parkway is subject to intergovernmental agreements and funding commitment by Keenesburg,Weld County and Pioneer Metro Districts (3) Pioneer Development responsible for proportionate share of offsite improvement costs. titv P O t‘) O V O '� V N 0 O N 'O 'I' W oaJ CU CZ 7.77 rE N 61 CD 1 1/44.1 v .ao C CIL 0 Q E ln u_ IIEC e4 . o bN ' _ C COii re Q -Z- ama v 0 Za) 0g 0 et 0 Q C CZ It's a) op c ro _c u L t Y �• M ` C dJ N _ '4_c o v 1 II F _ 7,--/..., t a_ M sm. WCR 53 --% ► / . , ,r-_ i— 11 N c�- N oe N i o t o0 a � b U WCR 51 ; r cm im_c r N C cu 1 - _c n c • a_ ty _ tn2 co S ro N U r '' ' in >' I i.*' a10 I C - •j ' In 2 ;• �- !! O lipirs_6 d A. 617 ?OM 21DM cv N r Q. d d. en v p N co1 J ( c kJ \• f \ f 1 J N N ce U __,./-- I ' 1 I4 I U58 rt be � J CJ's• . r� N M 71- in cu u) U ch cr ~ z wI _ n n n n in cc v) . . II II II II II 0_ L.,..,Cr Q I I ow Z Qfr w o V � Q w v L1J zoo /oh . • SECTION I Development Monitoring Program The Master Development Plan (MDP) process is a concept we have used successfully in the past as a way to streamline the approval process of a master planned community such as the Pioneer Development. The philosophy of the MDP process is to spend more time up front on the planning for a major development so that the processing of individual planning areas can be reduced, as long as the individual lots are in agreement with the elements of the approved MDP. We propose that Weld County adopt the MDP process for the Pioneer Development. This Master Traffic Impact Analysis report is a critical part in the MDP process. This analysis sets forth the major improvements needed within the master planned community based on achieving the overall operational goals of Weld County. This Master Traffic Impact Analysis report identifies the expected level of development, both relative to the type and intensity, and the resulting performance of the roadway network. The analysis focuses on individual intersections as well as the roadway segments both within and outside the proposed development. This Master Traffic Impact Analysis report estimates the number of weekday vehicle-trips that are expected during the AM peak- hour, PM peak-hour, and for the entire day based on the proposed master development plan. For the MDP process to work, it is important that Weld County have a method for monitoring individual lot decisions to ensure that the overall control totals presented in the Master Traffic Impact Analysis report are not exceeded. Due to the overall size of the trip generation amounts of the proposed Pioneer development, the monitoring must be performed at a smaller level. Figures 8 through 11 identify a total of 18 Traffic Area Zones (TAZs). The boundaries for these TAZs are based on the roadway network and the type of development. It is proposed that the 18 TAZs be the basis for monitoring the Pioneer Development. • Pioneer Development ILSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 73 • Rather than monitoring the size of the development for each planning area, i.e. number of and type of residential dwelling units and/or square footage of school/retail develop- ment, it is proposed that the monitoring be done based on the number of vehicle-trips each planning area is expected to generate. This Master Traffic Impact Analysis report provides estimates of vehicle-trips for three time periods: AM peak-hour, PM peak-hour, and daily. It is these three time periods that dictate a majority of the roadway improve- ments. Table 4 indicates that buildout of the TAZs within the Pioneer Development is expected to generate approximately 75,558 external trips (37,779 entering and 37,779 exiting) on an average weekday. This includes about 1,832 entering and 4,542 exiting trips during the AM peak-hour and 4,897 entering and 2,971 exiting trips during the PM peak-hour. It is these vehicle-trips that the impacts from the proposed Pioneer development are based upon. Tables 1 through 4 also depict the vehicle-trip estimates for each of the TAZs. We propose that Weld County monitor the traffic generation for each of these 18 TAZs. The applicant will be required to demonstrate (using the Institute of Trans- • portation Engineers traffic generation rates) the following two rules have been met: • The number of trips being generated by the applicant's planning area does not exceed the daily, AM peak-hour, and PM peak-hour traffic budgets for the TAZ where the lot is located; and • The capacity of the roadway improvements or the Level of Service (LOS) of inter- sections associated with the applicant's planning area and the TAZ where the planning area is located has not been exceeded. There may be times where the TAZ's traffic budget can be exceeded and the applicant's development still be approved by Weld County. For this to occur, an adjacent planning area would have to be fully developed and below its traffic budget. In this case, Weld County may permit the applicant to use this unalloted traffic generation. Thresholds for Phasing of Regional Improvements: In addition to monitoring the improvements required for individual planning areas,it will be necessary to monitor the need for regional improvements. We propose that the need • for regional improvements be based on traffic generation thresholds established in this Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 74 • Master Traffic Impact Analysis report. As previously stated, the phasing of the proposed regional improvements is summarized in attached Table 9 and graphically represented on Figure 42. We have demonstrated in our analysis that the existing I-76/WCR 49 interchange can accommodate the traffic expected to be generated by Phase 1 of the Pioneer Development with only minor improvements. We have also done preliminary analysis which indicates that the existing I-76/WCR 49 interchange can accommodate the traffic expected to be generated by up to 2,500 dwelling units with only minor improvements. Therefore, we recommend that the Pioneer Development be allowed to construct and occupy 2,500 residential dwelling units prior to major reconstruction of the I-76/WCR 49 interchange. Furthermore, we have shown that the WCR 53 interchange is not required for access until Phase 3 and therefore we propose that the Pioneer Development be allowed to construct and occupy approximately 3,883 residential dwelling units prior to construction of the I-76/WCR 53 interchange. More detailed analysis is necessary and will be provided with the 1601 Interchange Feasibility Study to determine the precise • timing and the proportionate share of the funding for the reconstruction of the I-76/WCR 49 interchange and construction of the I-76/WCR 53 interchange that the Pioneer Development will be responsible for. The 1601 Feasibility Study process takes approximately 12 months to complete and it will take up to 12 additional months to finalize the design of the new interchange. Therefore, assuming an absorption rate of 400 units per year, we recommend that this process be started prior to the issuance of the building permit for the 1,500" residential unit. We have also recommended other thresholds for other regional improvements in Table 9. Thresholds for widening roadways from two to four lanes are based on the number of dwelling units expected to cause the traffic on the subject roadway link to be above 10,000 vpd. Signalization and capacity improvements at the US 34/WCR 49 intersection requires coordination with CDOT with participation from Weld County (Weld County would be the applicant for any required State Highway Access Permits). However, our traffic counts indicate that this intersection currently meets signal warrants. The timing 110 Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 75 • and funding of these improvements are subject to conditions that will be set forth in the CDOT State Highway Access Permit process. • • Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 76 • SECTION J Conclusions Based upon the foregoing analysis, the following conclusions may be made regarding the Pioneer development: 1. The proposed Pioneer Development is located on an approximately 5,073-acre parcel of land located approximately three miles north of I-76 and 11 miles east of US 85 near the intersection of Weld County Road (WCR) 49 and WCR 22 in Weld County, Colorado. Access to the site is generally planned from WCR 49, WCR 53, and WCR 22. 2. The site is proposed to contain approximately 9,500 single-family, townhome, and multi-family dwelling units, 200,000 square feet of retail space, recreation amenities, and a number of schools, recreation amenities, and civic uses. 3. At full buildout,the Pioneer development is expected to generate approximately 75,558 external trips (37,779 entering and 37,779 exiting) on an average week- day. This includes 1,832 entering and 4,542 exiting trips during the AM peak- hour and 4,897 entering and 2,971 exiting trips during the PM peak-hour. • 4. Years 2012, 2016, 2020 and 2030 were chosen as the analysis years for build- out of Phase 1, Phase 2, Phase 3, and the entire site, respectively. This assumes an absorption rate of approximately 400 dwelling units per year. 5. The anticipated directional distribution of traffic to be generated by the Pioneer development at buildout is expected to be as follows: • 45% to/from the west on I-76; • 10% to/from the east on I-76; • 14% to/from the north on WCR 49; • 15% to/from the west on WCR 22; • 16% internal capture between the residential and school developments. Traffic traveling east and west on I-76 will access I-76 by way of WCR 49 and WCR 53 with 32 percent of site generated traffic traveling south on WCR 49 and 23 percent of site generated traffic traveling south on WCR 53 at buildout. In order to accommodate this traffic, the WCR 49/I-76 interchange is proposed to be reconstructed and a new interchange is proposed on I-76 at WCR 53. The configuration of those interchanges will be determined with a FHWA 1601 Interchange Feasibility Study which we propose be started by the 1,000w building permit 6. It is possible that a portion of the traffic traveling east and west on 1-76 will . access I-76 by traveling west to Keenesburg on a potential future Keenesburg Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 77 • Parkway connection east of the development. However, due to the fact that right-of-way and funding has not been secured for the Keenesburg Parkway we did not route any traffic to this possible future connection in this analysis. 7. Assuming the improvements recommended in this report are implemented, all signalized intersections are expected to operate at a good Level of Service (LOS "C" or better) during both morning and evening peak-hours through the Year 2030. Critical approaches at all Stop controlled intersections are also expected to operate at a good Level of Service (LOS "C" or better) through the Year 2030. 8. Figures 30 through 35 illustrate the assumed traffic control and lane geometry for key intersections in the study area. As shown, it is expected that a total of eight traffic signals (four on WCR 49, three on WCR 22, and one on WCR 53) adjacent to and within the site may be required by the Year 2030 (see Figure 34 and 35 for recommended signal locations). Although these specific access assumptions needed to be made for this study, it should be noted that specific access geometry and traffic control are subject to future planning and study when more detail is known about each parcel. Furthermore, access locations are subject to Weld County approval. We recommend a standard of approximately one-half mile spacing for WCR 49 and one-quarter mile spacing for WCR 22 and WCR 53 for full movement signalized intersections on the arterial roadways if a good overall intersection Level of Service (LOS "C" or better) is maintained. This standard is met for all intersections. • 9. Figure 41 illustrates the recommended roadway classification for the proposed roadway system upon buildout of the Pioneer development. As shown the following roadway classifications are recommended: • Four-lane strategic arterial roadway (two lanes in each direction with turn lanes where needed) for WCR 49 and WCR 22 west of WCR 49. • Four-lane arterial roadways (two lanes in each direction with turn lanes where needed) for WCR 22 between WCR 49 and WCR 53, WCR 53 from I-76 to approximately one mile north of WCR 22, and Road C from WCR 49 to approximately one half mile east of WCR 49; • Two-lane arterial roadways (one lane in each direction with turn lanes where needed) for WCR 22 east of WCR 53. The roadway classifications above are based on the following recommended criteria which is generally consistent with the Weld County Roadway Classification Plan written by Felsburg Holt an Ullevig in 2005: • Four-lane strategic roadway for traffic roadways designated as strategic roadways by Weld County with traffic volumes between 10,000 vpd and 35,000 vpd; • Four-lane arterial roadways for traffic volumes greater than 7,000 vpd and less than 32,000 vpd; • Two-lane arterial roadways for traffic volumes less than 7,000 with • significant regional continuity. Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 78 • 10. The Pioneer Development will be responsible for construction of all proposed collector and local roadways internal to the site, all sections of arterial roadways where the site abuts both sides of the roadway, and half of the arterial roadways where the site abuts half of the roadway. The portions of roadways that the Pioneer Development will be responsible for will be constructed to meet the full typical sections specified by Weld County Department of Public Works with the exception of local roadways where we will propose an alternate cross-section which is referenced in the Sketch Plan submittal. Improvements may include construction of travel lanes, shoulders, bike lanes, medians, curb, gutter and sidewalks. Required improvements may also include acquisition of right-of-way and construction easements. 11. The Pioneer Development will also be responsible for its proportionate share of the following off-site roadways that are appropriate in providing adequate access to the site: • WCR 28 from WCR 49 to WCR 53; and • WCR 53 from I-76 to south property boundary. 12. The Pioneer Development will also be responsible for its proportionate share of the following regional improvements when appropriate: • Widening of WCR 22 from the west site boundary to US 85 to a four-lane strategic roadway cross-section; • Widening of WCR 49 from the north site boundary to US 34 and south property boundary to I-76 to a four-lane strategic roadway cross section; • Capacity improvements and signal modifications at the WCR 49/US 34 intersection; • Major reconstruction of the I-76/WCR 49 interchange; • Construction of a new interchange at I-76/WCR 53; • Construction of the Keenesburg Parkway connection (not necessary for access but provides connectivity to the Town of Keenesburg). 13. There is currently a discontinuity of WCR 49 just south of I-76 at the BNSF Railroad (WCR 49 ends at the BNSF Railroad right-of-way and begins again south of the railroad right-of-way continuing south to WCR 4). This issue was discussed with Weld County Engineering at a meeting on April 29, 2007 at which the Pioneer Development team indicated that, although the Weld County strategic roadway plan shows WCR 49 extending from SH 14 on the north to the south Weld County line, the Pioneer Development does not rely on the extension of WCR 49 south of I-76. At that meeting Weld County Engineering indicated that they were not prepared to agree of disagree with our assumption that the Pioneer Development does not rely on the extension of WCR 49 south of I-76. We have not assumed this extension in this study and therefore, we have shown that adequate access to the site can be provided without access from WCR 49 south of I-76. Therefore, we did not include the extension of WCR 49 south of I-76 as a regional improvement that the Pioneer Development should be responsible for. • Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 79 • 14. Funding for regional improvements should be partially from transportation impact fees applied to the proposed development and partially from funding agreements that will be coordinated prior to thresholds established with the transportation phasing plan. In addition, we propose that these regional improvements be phased with the proposed phasing of the development. The phasing of the proposed regional improvements is summarized in attached Table 9 and graphically represented on Figure 42. 15. Tables 1 through 4 depicts the vehicle-trip estimates for each of the 18 Traffic Area Zones (TAZs). We propose that Weld County monitor the traffic generation for each of these 18 TAZs and that they require the applicant to demonstrate (using the Institute of Transportation Engineers traffic generation rates) the following two rules have been met: • The number of trips being generated by the applicant's planning area does not exceed the daily,AM peak-hour, and PM peak-hour traffic budgets for the TAZ where the lot is located; and • The capacity of the roadway improvements or the Level of Service (LOS) of intersections associated with the applicant's planning area and the TAZ where the planning area is located has not been exceeded. There may be times where the TAZ's traffic budget can be exceeded and the applicant's development still be approved by Weld County. For this to occur, an adjacent planning area would have to be fully developed and below its traffic budget. In this case, Weld County may permit the applicant to use this unalloted traffic generation. 16. In addition to monitoring the improvements required for individual planning areas, it will be necessary to monitor the need for regional improvements. We propose that the need for regional improvements be based on traffic generation thresholds established in this Master Traffic Impact Analysis report. As previously stated, the phasing of the proposed regional improvements is summarized in attached Table 9 and graphically represented on Figure 42. We have demonstrated in our analysis that the existing I-76/WCR 49 inter- change can accommodate the traffic expected to be generated by Phase 1 of the Pioneer Development with only minor improvements. We have also done preliminary analysis which indicates that the existing I-76/WCR 49 interchange can accommodate the traffic expected to be generated by up to 2,500 dwelling units with only minor improvements.Therefore,we recommend that the Pioneer Development be allowed to construct and occupy 2,500 residential dwelling units prior to major reconstruction of the I-76/WCR 49 interchange. Furthermore, we have shown that the WCR 53 interchange is not required for access until Phase 3 and therefore we propose that the Pioneer Development be allowed to construct and occupy approximately 3,883 residential dwelling units prior to construction of the I-76/WCR 53 interchange. More detailed analysis is necessary and will be provided with the 1601 Interchange Feasibility Study to determine the precise timing and the proportionate share of the • funding for the reconstruction of the I-76/WCR 49 interchange and Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 80 • construction of the I-76/WCR 53 interchange that the Pioneer Development will be responsible for. The 1601 Feasibility Study process takes approximately 12 months to complete and it will take up to 12 additional months to finalize the design of the new interchange. Therefore, assuming an absorption rate of 400 units per year,we recommend that this process be started prior to the issuance of the building permit for the 1,500` residential unit. We have also recommended other thresholds for other regional improvements in Table 9. Thresholds for widening roadways from two to four lanes are based on the number of dwelling units expected to cause the traffic on the subject roadway link to be above 10,000 vpd. Signalization and capacity improvements at the US 34/WCR 49 intersection requires coordination with CDOT with participation from Weld County (Weld County would be the applicant for any required State Highway Access Permits). However, our traffic counts indicate that this intersection currently meets signal warrants. The timing and funding of these improvements are subject to conditions that will be set forth in the CDOT State Highway Access Permit process. 17. Traffic associated with the construction of the Pioneer development can be safely accommodated by the adjacent roadway network with the improvements recommended herein, the reconstruction of the I-76/WCR 49 interchange, and construction of a new interchange at I-76/WCR 53. • • Pioneer Development(LSC#061100) April 26, 2007 LSC Transportation Consultants, Inc. Page 81 • APPENDIX A Existing Traffic 9 • Counter Measures Site Code : 00000000 PAGE: 1 N/S STREET: WCR 49 FILE: CR49CR22 E/W STREET: WCR 22 I : Movements by: Vehicles DATE: 8/03/06 Time From North From East From South From West Vehicle Begin RT TARO LT RT TARO LT RT TRRO LT RT TARO LT Total 6:30 4 42 0 0 0 0 0 23 4 1 0 2 76 6:45 3 39 0 0 0 0 0 20 3 5 0 3 73 RR TOTAL 7 81 0 0 0 0 0 43 7 6 0 5 149 7:00 AM 2 33 0 0 0 0 0 19 3 4 0 3 64 7:15 1 33 0 0 0 0 0 34 3 8 0 3 82 7:30 0 23 0 0 0 0 0 18 5 4 0 2 52 7:45 1 22 0 0 0 0 0 17 5 2 0 1 48 AR TOTAL 4 111 0 0 0 0 0 88 16 18 0 9 246 8:00 AM 4 21 0 0 0 0 0 8 2 2 0 1 38 8:15 4 29 0 0 0 0 0 21 2 0 0 2 58 Break 4:00 PM 3 27 0 0 0 0 0 25 3 3 0 3 64 4:15 8 18 0 0 0 0 0 42 3 1 0 4 76 4:30 2 32 0 0 0 0 0 39 2 3 0 0 78 4:45 6 26 0 0 0 0 0 40 3 5 0 3 83 AR TOTAL 19 103 0 0 0 0 0 146 11 12 0 10 301 S0M 4 23 0 0 0 0 0 41 3 4 0 2 77 5: 6 16 0 0 0 0 0 43 5 3 0 6 79 5:30 5 20 0 0 0 0 0 34 4 2 0 4 69 5:45 3 23 0 0 0 0 0 36 4 2 0 1 69 BR TOTAL 18 82 0 0 0 0 0 154 16 11 0 13 294 DAY TOTAL 56 427 0 0 0 0 0 460 54 49 0 40 1086 • Counter Measures Site Code : 00000000 PAGE: 1 N/S STREET: WCR 49 FILE: CR49CR22 B/W STREET: NCR 22 Movements by: Vehicles DATE: 8/03/06 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK RR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 6:30 AM 0,85 10 147 0 157 6 94 0 East 6:30 AM 0.00 0 0 0 0 0 0 0 South 6:30 AM 0.74 0 96 13 109 0 88 12 West 6:45 AM 0.73 21 0 11 32 66 0 34 Entire Intersection North 6:30 AM 0.85 10 147 0 157 6 94 0 East 0.00 0 0 0 0 0 0 0 South 0,74 0 96 13 109 0 88 12 West 0.66 18 0 11 29 62 0 38 WCR 49 N W-1—E S 107 1071; :;`. 10 147 0 3Sa: L 157 0 23 3`•S WCR 22 0 0 ......... 11 L 0 0 29 WC 22 _ : 0 .: 18 109 0 165 Rtm .,,., 13 96 • WCR 49 Counter Measures Site Code : 00000000 PAGE: 1 N/S STREET: WCR 49 FILE: CR49CR22 Eli STREET: VCR 22 • : Movements by: Vehicles DATE: 8/03/06 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM 6:00 PM DIRECTION START PEAK HR VOLUMES .... PERCENTS .,. FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:00 PM 0.90 19 103 0 122 16 84 0 East 4:00 PM 0.00 0 0 0 0 0 0 0 South 4:30 PM 0.92 0 163 13 176 0 93 7 West 4:45 PM 0.81 14 0 15 29 48 0 52 Entire Intersection North 4:30 PM 0.85 18 97 0 115 16 84 0 East 0.00 0 0 0 0 0 0 0 South 0.92 0 163 13 176 0 93 7 West 0.72 15 0 11 26 58 0 42 WCR 49 N W—I—E S 174 18 97 0 115 0 ......... WCR 22 0 0 ........ 11 L 0 J 0 26 WCR 22 'r 15 176 11Z 13 163 0 :11s• • WCR 49 Counter Measures Site Code : 23 PAGE: 1 X/S STREET: CR-49 FILE: CR49US34 E/W STREET: US-34 : Movements by: Vehicles DATE: 7/19/06 Time From North From East From South From West Vehicle Begin RT THRU LT RT THRU LT RT TARO LT RT PERU LT Total 6:30 0 0 0 0 60 26 26 0 2 14 91 0 219 6:45 0 0 0 0 69 31 31 0 13 8 73 0 225 HR TOTAL 0 0 0 0 129 57 57 0 15 22 164 0 444 7:00 AM 0 0 0 0 71 35 35 0 9 12 77 0 239 7:15 0 0 0 0 73 24 24 0 13 10 61 0 211 7:30 0 0 0 0 65 19 19 0 9 9 108 0 229 7:45 0 0 0 0 69 12 12 0 6 7 100 0 206 HR TOTAL 0 0 0 0 278 90 90 0 37 38 352 0 885 8:00 AM 0 0 0 0 62 21 21 0 6 5 67 0 182 8:15 0 0 0 0 58 9 9 0 12 8 73 0 169 Break 4:00 PM 0 0 0 0 64 8 7 0 20 30 81 0 210 4:15 0 0 0 0 88 2 7 0 33 23 76 0 229 4:30 0 0 0 0 76 4 6 0 31 32 82 0 231 4:45 0 0 0 0 88 4 10 0 30 23 107 0 262 HR TOTAL 0 0 0 0 316 18 30 0 114 108 346 0 932 S 0 0 0 0 119 10 11 0 25 20 113 0 298 S:. 0 0 0 0 8S 10 10 0 31 41 124 0 301 5:30 0 0 0 0 68 6 12 0 34 21 125 0 266 5:45 0 0 0 0 69 6 10 0 22 25 90 0 222 NR TOTAL 0 0 0 0 341 32 43 0 112 107 452 0 1087 DAY TOTAL 0 0 0 0 1184 227 250 0 296 288 1454 0 3699 • Counter Measures Site Code : 23 PAGE: 1 8/S STREET: CR-49 FILE: CR49US34 8/8 STREET: US-34 • : Movements by: Vehicles DATE: 7/19/06 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 12:00 AM 0.00 0 0 0 0 0 0 0 East 6:30 AN 0.92 0 273 116 389 0 70 30 South 6:30 AM 0.87 116 0 37 153 76 0 24 Vest 7:00 AM 0.83 38 352 0 390 10 90 0 Entire Intersection North 6:45 AM 0.00 0 0 0 0 0 0 0 East 0.91 0 278 109 387 0 72 28 South 0.87 109 0 44 153 71 0 29 West 0.78 39 325 0 364 11 89 0 CR-49 N W—r—E S• 0 0 0 0 0 322 US-34 387 278 0 L 109 325 364 US-34 2t 4'34 39 39 153 44 0 109 148 • • CR-49 Counter Measures Site Code : 23 PAGE: 1 N/S STREET: CR-49 FILE: CR49US34 E(W STREET: US-34 Movements by: Vehicles DATE: 7(19(06 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR VOLUMES .... PERCENTS .,. FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:15 PM 0.00 0 0 0 0 0 0 0 East 4:30 PM 0.77 0 368 28 396 0 93 7 South 4:45 PM 0.89 43 0 120 163 26 0 74 West 4:45 PM 0.87 105 469 0 574 18 82 0 Entire Intersection North 4:45 PM 0.00 0 0 0 0 0 0 0 East 0.76 0 360 30 390 0 92 8 South 0.89 43 0 120 163 26 0 74 West 0.87 105 469 0 574 18 82 0 fiNg CR-49 N W—EE S• 0 0 0 ...............................FEREEMMUM ' :I`•: ti 0 0 480 US-34 390 360 ......... 0 L30 —] 469 574 US-34 512 105 163 120 0 43 135 • ........................ Counter Measures Site Cade : 23 PAGE: 1 N/S STREET: US-85 FILE: US8SCR22 E/W STREET: CR-22 0 : Movements by: Vehicles DATE: 7/18/06 Time From North From East From South From West Vehicle Begin RT THRU LT RT THRU LT RI THRU LT RT THRU LT Total 6:30 0 248 6 5 0 4 11 122 0 0 0 0 396 6:45 0 249 4 5 0 8 5 99 0 0 0 0 370 HR TOTAL 0 497 10 10 0 12 16 221 0 0 0 0 766 7:00 AM 0 184 0 4 0 7 11 87 0 0 0 0 293 7:15 0 179 5 7 0 11 8 96 0 0 0 0 306 1:30 0 199 6 5 0 7 5 109 0 0 0 0 331 7:45 0 175 1 3 0 11 4 126 0 0 0 0 320 HR TOTAL 0 737 12 19 0 36 28 418 0 0 0 0 1250 8:00 AM 0 128 3 4 0 8 6 100 0 0 0 0 249 8:15 0 137 0 3 0 5 6 93 0 0 0 0 244 Break 4:00 PM 0 123 3 7 0 8 7 190 0 0 0 0 338 4:15 0 127 4 4 0 4 6 190 0 0 0 0 335 4:30 0 135 8 5 0 6 4 242 0 0 0 0 400 4:45 0 125 8 3 0 4 6 207 0 0 0 0 353 RR TOTAL 0 510 23 19 0 22 23 829 0 0 0 0 1426 5aN 0 159 6 6 0 8 4 275 0 0 0 0 458 51r 0 150 4 6 0 7 5 249 0 0 0 0 421 5:30 0 164 6 7 0 13 8 259 0 0 0 0 457 5:45 0 122 6 2 0 4 3 229 0 0 0 0 366 HR TOTAL 0 595 22 21 0 32 20 1012 0 0 0 0 1702 DAY TOTAL 0 2604 70 76 0 115 99 2673 0 0 0 0 5637 • Counter Measures PAGE: 1 Site Code : 23 N/S STREET: OS 8S FILE: US85CR22 B/W STREET: CR-22 Movements by: Vehicles DATE: 7/18/06 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 6:30 AM 0.86 0 860 15 875 0 98 2 East 7:15 AM 0.78 19 0 37 56 34 0 66 South 7:15 AM 0.87 23 431 0 454 5 95 0 West 1:15 AM 0.00 0 0 0 0 0 0 0 Entire Intersection North 6:30 AM 0.86 0 860 15 875 0 98 2 Bast 0.71 21 0 30 51 41 0 59 South 0.83 35 404 0 439 8 92 0 West 0.00 0 0 0 0 0 0 0 US-85 N W-j-E S • 428 0 860 15 gniEMERiggi 875 21 0 :'•'`• CR-22 51 0 ......... 0 L 30 0 0 CR-22 .'•:'•:' 0 439 ss: 89 0s:;€ 0 404 35 • Counter Measures Site Code : 23 PAGE: 1 N/S STREET: DS-85 FILE: US85CR22 ESN STREET: CR-22 • Movements by: Vehicles DATE: 7/18/06 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:45 PM 0.91 0 598 24 622 0 96 4 East 4:45 PM 0.68 22 0 32 54 41 0 59 South 5:00 PM 0.92 20 1012 0 1032 2 98 0 Nest 5:00 PM 0.00 0 0 0 0 0 0 0 Entire Intersection North 5:00 PM 0.91 0 595 22 617 0 96 4 East 0.66 21 0 32 53 40 0 60 South 0.92 20 1012 0 1032 2 98 0 Vest 0.00 0 0 0 0 0 0 0 US-85 N W+E KggEMOMM WEg• "1O33';;;:;t": 0 595 22 617 21 KEB CR-22 53 0 ......... 0 L 32 0 0 CR-22 42 0 1032 0 1012 20 627 • ReggaBE US-85 Counter Measures Site Code : 13 PAGE: 1 N/S STREET: CR-49 FILE: CR4917614 E/N STREET: 1-76 NORTH RAMPS (EXT-34): Movements by: Vehicles DATE: 7/19/06 Time From North From East From South From Nest Vehicle Begin RT THU LT RT THU LT RT THRO LT RT TIRO LT Total 6:30 30 14 0 8 0 0 0 12 3 0 0 0 67 6:45 38 11 0 12 0 0 0 6 2 0 0 0 69 HR TOTAL 68 25 0 20 0 0 0 18 5 0 0 0 136 7:00 AM 29 21 0 9 0 0 0 12 2 0 0 0 73 7:15 37 10 0 9 0 0 0 8 1 0 0 0 65 7:30 28 12 0 3 0 0 0 18 4 0 0 0 65 1:45 25 5 0 7 0 1 0 16 5 0 0 0 59 HR TOTAL 119 48 0 28 0 1 0 54 12 0 0 0 262 8:00 AM 17 12 0 9 0 0 0 16 2 0 0 0 56 8:15 14 10 0 7 0 1 0 14 1 0 0 0 47 Break 4:00 PM 23 17 0 7 1 2 0 32 1 0 0 0 83 4:15 18 17 0 11 0 1 0 33 3 0 0 0 83 4:30 16 11 0 6 0 1 0 33 1 0 0 0 68 4:45 17 12 0 5 0 3 0 39 1 0 0 0 77 BR TOTAL 74 57 0 29 1 7 0 137 6 0 0 0 311 M it 14 0 14 0 0 0 29 15 0 0 0 83 S. 13 6 0 8 0 0 0 31 1 0 0 0 60 5:30 23 9 0 1 0 0 0 34 2 0 0 0 75 5:45 12 11 0 6 0 0 0 33 2 0 0 0 64 BR TOTAL 59 40 0 35 0 0 0 128 20 0 0 0 282 DAY TOTAL 351 192 0 128 1 9 0 367 46 0 0 0 1094 • Counter Measures Site Code : 13 PAGE: 1 N/S STREET: CR-49 FILE: CA49I76N EIW STREET: 1-76 NORTH RAMPS (EXT-34) Movements by: Vehicles DATE: 7/19/06: PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 6:30 AM 0.95 134 56 0 190 71 29 0 East 6:30 AM 0.79 38 0 0 38 %100 0 0 South 7:30 AM 0.86 0 64 12 76 0 84 16 Nest 7:30 AM 0.00 0 0 0 0 0 0 0 Entire Intersection North 6:30 AM 0.95 134 56 0 190 71 29 0 East 0.79 38 0 0 38 %100 0 0 South 0.77 0 38 8 46 0 83 17 West 0.00 0 0 0 0 0 0 0 CR-49 c N W+E S WEBEREn ill 134 56 0 M 76 ii ': ?;':':142::i L 190 38 ':'S I-76 NORTH RAMPS (EXT-34) 38 0 0 i 0 0 I-76 NORTH RAMPS (EXT-34) 0 46 ::;: 8 38 0 • CR-49 Counter Measures PAGE: 1 Site Code : 13 N/S STREET: CR-49 FILE: CR49I16N E/W STREET: 1-76 NORTH RAMPS (EXT-34) :. Movements by: Vehicles DATE: 7/19/06 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAR RR VOLUMES PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:00 PM 0.82 14 51 0 131 56 44 0 East 4:15 PM 0.13 36 0 5 41 88 0 12 South 4:15 PM 0.88 0 134 20 154 0 87 13 West 4:15 PM 0.00 0 0 0 0 0 0 0 Entire Intersection North 4:00 PM 0.82 74 57 0 131 56 44 0 East 0.77 29 1 7 37 78 3 19 South 0.89 0 137 6 143 0 96 4 West 0.00 0 0 0 0 0 0 0 CR-49 i N W+E S • :: ::2::166ii :` 74 57 0 81• ; L 131 29 r..., a?::::::;#.:3:.:::::.?::3i:K:::::i:::K:K:i:itK::::.:.x.:.......,. .....m.z.f.m ............ I-76 NORTH RAMPS (EXT-34) 37 1 L 7 0 _ .:::::::::::::: :.,...0.,.. 0 0 I-76 NORTH RAMPS (EXT-34) i. 0 143 6 137 0 • ffg CR-49 Counter Measures Site Code : 14 PAGE: 1 N/S STREET: CR-49 FILE: CR49I76S E/W STREET: I-76 SOUTH RAMPS (EXT-34) :0 : Movements by: Vehicles DATE: 7/19/06 Time From North From East From South From West Vehicle Begin RT THRU LT RT TIRO LT RT THRU LT RT THRU LT Total 6:30 0 4 10 0 0 0 1 5 0 7 0 10 37 6:45 0 2 9 0 0 0 0 2 0 6 3 6 28 HR TOTAL 0 6 19 0 0 0 1 7 0 13 3 16 65 7:00 AM 0 11 10 0 0 0 0 2 0 4 0 12 39 7:15 0 4 6 0 0 0 0 3 0 0 0 6 19 1:30 0 3 9 0 0 0 0 7 0 3 0 15 37 7:45 0 3 3 0 0 0 0 12 0 0 2 9 29 HR TOTAL 0 21 28 0 0 0 0 24 0 7 2 42 124 8:00 AM 0 7 5 0 0 0 0 9 0 2 0 9 32 8:15 0 8 3 0 0 0 0 6 0 1 0 9 27 Break 4:00 PM 0 8 11 0 0 0 0 8 0 2 0 25 54 4:15 0 7 11 0 0 0 0 6 0 2 1 30 57 4:30 0 6 6 0 0 0 1 6 0 1 0 28 48 4:45 0 8 7 0 0 0 0 8 0 1 0 32 56 HR TOTAL 0 29 35 0 0 0 1 28 0 6 1 115 215 M 0 3 11 0 0 0 0 19 0 3 0 25 61 S. 0 2 4 0 0 0 0 7 0 3 2 26 44 5:30 0 2 7 0 0 0 0 9 0 3 0 27 48 5:45 0 2 9 0 0 0 0 6 0 5 0 29 51 HR TOTAL 0 9 31 0 0 0 0 41 0 14 2 107 204 DAY TOTAL 0 80 121 0 0 0 2 115 0 43 8 298 667 • Counter Measures Site Code : 14 PAGE: 1 I/S STREET: CR-49 FILE: CR49I16S E/N STREET: I-76 SOUTH RAMPS (EXT-34) Movements by: Vehicles DATE: 7/19/06 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 7:30 AM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 6:30 AM 0.67 0 21 35 56 0 38 62 East 6:30 AM 0.00 0 0 0 0 0 0 0 South 6:30 AM 0.54 1 12 0 13 8 92 0 West 6:30 AM 0.79 17 3 34 54 31 6 63 Entire Intersection North 6:30 AM 0.67 0 21 35 56 0 38 62 East 0.00 0 0 0 0 0 0 0 South 0.54 1 12 0 13 8 92 0 Nest 0.79 17 3 34 54 31 6 63 CR-49 .'• '; N W—I—E S 0 21 35 L J 56 0 `: I-76 SOUTH RAMPS (EXT-34) 0 0 ........ 34 � 0 3 54 I-76 SOUTH RAMPS (EXT-34) tie 39 WWERM 17 13 :5::;: :.:;.: 0 12 1 38 • CR-49 Counter Measures Site Code : 14 PAGE: 1 N/S STREET: CR-49 FILE: CR49I76S E/W STREET: I-76 SOUTH RAMPS (SIT-34) Movements by: Vehicles DATE: 7/19/06 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 5:00 PM DIRECTION START PEAK HR VOLUMES ..., PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:00 PM 0.84 0 29 35 64 0 45 55 East 4:00 PM 0.00 0 0 0 0 0 0 0 South 4:00 PM 0.91 1 28 0 29 3 97 0 West 4:00 PM 0.92 6 1 115 122 5 1 94 Entire Intersection North 4:00 PM 0.84 0 29 35 64 0 45 55 East 0.00 0 0 0 0 0 0 0 South 0.91 1 28 0 29 3 97 0 West 0.92 6 1 115 122 5 1 94 CR-49 N W—t—E S • 143;:a i;.: igi 0 29 35 64 0 r I-76 SOUTH RAMPS (EXT-34) 0 0 115 L 0 1 122 I-76 SOUTH RAMPS (EXT-34) 37 6 29 ::;•::•: r::•: 0 28 1 35 • CR-49 Counter Measures Site Code : 16 PAGE: 1 M/S STREET: CR-49 FILE: CR49SH52 E/W STREET: SH-52 Movements by: Vehicles DATE: 7/19/06 rime From Korth From East From South From West Vehicle Begin RT THRU LT RT THRU LT RT THRU LT RI THRU LT Total 6:30 0 0 0 0 28 0 0 1 1 0 15 0 45 6:45 0 0 0 0 19 0 0 0 1 1 26 0 47 IR TOTAL 0 0 0 0 47 0 0 1 2 1 41 0 92 7:00 AM 0 0 0 0 18 0 0 0 1 0 12 0 31 7:15 1 0 0 0 13 0 1 0 0 0 9 0 24 7:30 0 0 0 0 20 0 0 0 3 0 13 0 36 7:45 0 0 0 0 34 0 0 0 1 1 14 0 50 BR TOTAL 1 0 0 0 85 0 1 0 5 1 48 0 141 8:00 AM 0 0 0 0 27 0 0 0 0 1 17 0 45 8:15 0 0 0 0 15 1 3 0 2 0 22 0 43 Break 4:00 PM 1 1 0 0 18 1 1 0 1 3 21 0 47 4:15 1 1 0 1 18 0 0 0 1 1 19 0 42 4:30 1 0 0 0 13 0 0 0 0 1 22 1 38 4:45 0 0 1 0 23 0 1 0 2 2 46 0 75 iR TOTAL 3 2 1 1 72 1 2 0 4 7 108 1 202 5IIIIIM 0 0 1 0 16 0 0 0 2 1 18 0 38 51II 1 0 0 0 20 0 0 0 5 3 30 0 59 5:30 0 0 0 1 12 1 1 0 0 3 30 0 48 5:45 0 0 0 0 14 0 1 2 0 2 30 1 50 IR TOTAL 1 0 1 1 62 1 2 2 7 9 108 1 195 JAY TOTAL 5 2 2 2 308 3 8 3 20 19 344 2 718 • Counter Measures PAGE: 1 Site Code : 16 N/S STREET: CR-49 FILE: CR49S8S2 BMW STREET: SH-52 Movements by: Vehicles DATE: 7/19/06 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 6:30 AM 0.25 1 0 0 1 %100 0 0 East 7:30 AM O.T1 0 96 1 97 0 99 1 South 7:30 AM 0.45 3 0 6 9 33 0 67 West 7:30 AM 0.77 2 66 0 68 3 97 0 Entire Intersection North 7:30 AM 0.00 0 0 0 0 0 0 0 East 0.71 0 96 1 97 0 99 1 South 0.45 3 0 6 9 33 0 67 West 0.77 2 66 0 68 3 97 0 CR-49 N W-j--E S 0 0 0 0 0 :;::::::::::::.:it:::::::::::::::::::::::::E8K 10 2 ..:::::: r SH-52 97 96 L. 1 H 66 68 SH-52 ':? Anfff 2 i 9 35;: S 6 0 3:z : • CR-49 Counter Measures iite Code : 16 PAGE: 1 1/S STREET: CR-49 FILE: CR495R52 1/N STREET: SR-52 : Movements by: Vehicles DATE: 7/19/06 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR VOLUMES .... PERCENTS ,.. FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:00 PM 0.75 3 2 1 6 50 33 17 East 4:00 PM 0.80 1 72 1 74 1 97 1 South 4:45 PM 0.55 2 0 9 11 18 0 82 West 4:45 PM 0.69 9 124 0 133 7 93 0 Entire Intersection North 4:45 PM 0.75 1 0 2 3 33 0 67 East 0.79 1 71 1 73 1 97 1 South 0.55 2 0 9 11 18 0 82 West 0.69 9 124 0 133 7 93 0 CR-49 N S SJSSr: 1 0 2 ;ti'•: I 1 3 81 5H-52 73 71 L 1 124 133 SH-52 9 11 :;i`•S; ik•> 9 0 2 1.0 • CR-49 Counter Measures Site Code : 2 PAGE: 1 N/S STREET: MARKET FILE: MARKI76N E/V STREET: I-76 NORTH RAMPS (EKT-39) 0 : Movements by: Vehicles DATE: 7/19/06 Time From North From East From South From West Vehicle Begin RI THRO LT RT THRO LT RI THRO LT RI THRO LT Total 6:30 8 3 0 1 0 1 0 18 23 0 0 0 54 6:45 2 3 0 1 0 0 0 2 26 0 0 0 34 HR TOTAL 10 6 0 2 0 1 0 20 49 0 0 0 88 7:00 AM 5 4 0 0 0 3 0 7 28 0 0 0 47 7:15 3 4 0 1 0 3 0 2 29 0 0 0 42 7:30 3 2 0 1 0 3 0 5 34 0 0 0 48 7:45 3 4 0 0 0 3 0 12 16 0 0 0 38 HR TOTAL 14 14 0 2 0 12 0 26 107 0 0 0 175 8:00 AM 1 5 0 0 0 1 0 6 17 0 0 0 30 8:15 3 3 0 0 0 1 0 17 16 0 0 0 40 Break 4:00 PN 0 2 0 0 0 2 0 2 14 0 0 0 20 4:15 4 3 0 0 0 0 0 6 19 0 0 0 32 4:30 1 5 0 0 0 4 0 12 17 0 0 0 39 4:45 3 4 0 0 0 4 0 8 11 0 0 0 30 HR TOTAL 8 14 0 0 0 10 0 28 61 0 0 0 121 sap 2 4 0 0 0 8 0 6 25 0 0 0 45 SIFF 0 3 0 1 0 7 0 8 16 0 0 0 35 5:30 2 3 0 0 0 1 0 3 14 0 0 0 23 5:45 3 5 0 0 0 6 0 11 10 0 0 0 35 HR TOTAL 7 15 0 1 0 22 0 28 65 0 0 0 138 DAY TOTAL 43 57 0 5 0 47 0 125 315 0 0 0 592 Counter Measures Site Code : 2 PAGE: 1 N/S STREET: MARKET FILE: MARKI76N Ely STREET: 1-76 NORTH RAMPS (EXT-39) : al : Movements by: Vehicles DATE: 7/19/06 PEAK PERIOD ANALYSIS FOR THE PERIOD: 7:00 AM - 8:00 AM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 7:00 AM 0.78 14 14 0 28 50 50 0 East 7:00 AM 0.88 2 0 12 14 14 0 86 South 7:00 AM 0.85 0 26 107 133 0 20 80 West 7:00 AM 0.00 0 0 0 0 0 0 0 Entire Intersection North 7:00 AM 0.78 14 14 0 28 50 50 0 East 0.88 2 0 12 14 14 0 86 South 0.85 0 26 107 133 0 20 80 West 0.00 0 0 0 0 0 0 0 MARKET RN N WH—E S'MODES 28 8:2: 14 14 0 28 2 :::::':121 l r :;;;;;;;;;;;;;; ;;;;;;,.....h.,. MR I-76 NORTH RAMPS (EXT-39) 14 0 ......... 0 L 12 0 0 I-76 NORTH RAMPS (EXT-39) #' 0 133 5:;::: 107 26 0 26 ?'c Oz. MARKET ::: Counter Measures PAGE: 1 Site Code : 2 N/S STREET: MARKET FILE: MABKI76N 11/8 STREET: 1-76 NORTH RAMPS (EXT-39) Mavenents by: Vehicles DATE: 7/19/06. PEAK PERIOD ANALYSIS FOR THE PERIOD: 5:00 PM - 6:00 PM DIRECTION START PEAK HR VOLUMES PERCENTS .,. FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 5:00 PM 0.69 7 15 0 22 32 68 0 East 5:00 PM 0.72 1 0 22 23 4 0 96 South 5:00 PM 0.75 0 28 65 93 0 30 70 West 5:00 PM 0.00 0 0 0 0 0 0 0 Entire Intersection North 5:00 PM 0.69 7 15 0 22 32 68 0 East 0.72 1 0 22 23 4 0 96 South 0.75 0 28 65 93 0 30 70 West 0.00 0 0 0 0 0 0 0 MARKET Eg N W—f—E S • 7 15 0 :3" 7:2:'?: 22 1 p'.ff.Z.14:k.y.,.....mk“... ..........,.0 r ........dumuwioii .azz. .......: :.K::i:K:i:: '.':#. I-76 NORTH RAMPS (EXT-39) 23 0 L 22 0 i 0 0 1-76 NORTH RAMPS (EXT-39) tt 0 93 65 28 0 IWEMEMM ME MARKET Counter Measures Site Code : 8 PAGE: 1 N/S STREET: MARKET FILE: MARKI76S E/W STREET: I-76 SOUTH RAMPS (EXT-39) : 0 : Movements by: Vehicles DATE: 7/19/06 Time From North From East From South From West Vehicle Begin RT THRU LT RT THRU LT RT THRU LT RT THRU LT Total 6:30 0 4 0 0 0 0 0 39 0 15 0 2 60 6:45 0 0 2 0 0 0 1 25 0 4 0 3 35 HR TOTAL 0 4 2 0 0 0 1 64 0 19 0 5 95 7:00 AM 0 6 1 0 0 0 1 32 0 9 0 3 52 7:15 0 7 0 0 0 0 6 31 0 8 0 0 52 7:30 0 5 0 0 0 0 2 35 0 17 0 4 63 7:45 0 6 1 0 0 0 4 26 0 13 0 2 52 HR TOTAL 0 24 2 0 0 0 13 124 0 47 0 9 219 8:00 AM 0 5 1 0 0 0 3 17 0 8 0 6 40 8:15 0 4 0 0 0 0 2 30 0 12 0 3 51 Break 4:00 PM 0 4 0 0 0 0 6 14 0 19 0 2 45 4:15 0 3 0 0 0 0 2 23 0 30 1 2 61 4:30 0 8 1 0 0 0 5 22 0 26 0 7 69 4:45 0 8 0 0 0 0 1 16 0 25 0 3 53 HR TOTAL 0 23 1 0 0 0 14 75 0 100 1 14 228 5.1N 0 12 0 0 0 0 5 27 0 32 0 4 80 5W 0 10 0 0 0 0 5 19 0 41 1 5 81 5:30 0 3 1 0 0 0 7 16 0 32 0 1 60 5:45 0 11 0 0 0 0 7 18 0 36 0 3 75 HR TOTAL 0 36 1 0 0 0 24 80 0 141 1 13 296 DAY TOTAL 0 96 7 0 0 0 57 390 0 327 2 50 929 Counter Measures Site Code : 8 PAGE: 1 N/S STREET: MARKET FILE: MARKI76S s/w STREET: I-76 SOUTH RAMPS (EXT-39) Movements by: Vehicles DATE: 7/19/06 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 7:00 AM 0.93 0 24 2 26 0 92 8 East 7:00 AM 0.00 0 0 0 0 0 0 0 South 7:00 AM 0.93 13 124 0 137 9 91 0 Nest 7:30 AM 0.77 50 0 15 65 77 0 23 Entire Intersection North 7:00 AM 0.93 0 24 2 26 0 92 8 East 0.00 0 0 0 0 0 0 0 South 0.93 13 124 0 137 9 91 0 West 0.67 47 0 9 56 84 0 16 MARKET umN W t E S 1331: 0 24 2 EgREREE L� 26 0 „„, I-76 SOUTH RAMPS (EXT-39) 0 0 9 L 0 0 56 I-76 SOUTH RAMPS (EXT-39) 47 137 0 124 13 7 2ir;?t ':'•:MEMEME ffAvcx MARKET Counter Measures Site Code : 8 PAGE: 1 N/S STREET: MARKET FILE: MARKI76S E/W STREET: I-76 SOUTH RAMPS (EXT-39) 4, : Movements by: Vehicles DATE: 7/19/06 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR VOLUMES .... PERCENTS ,.. FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:30 PM 0.81 0 38 1 39 0 97 3 East 4:30 PM 0.00 0 0 0 0 0 0 0 South 5:00 PM 0.81 24 80 0 104 23 77 0 West 5:00 PM 0.82 141 1 13 155 91 1 8 Entire Intersection North 5:00 PM 0.77 0 36 1 37 0 97 3 East 0.00 0 0 0 0 0 0 0 South 0.81 24 80 0 104 23 77 0 West 0.82 141 1 13 155 91 1 8 MARKET MN000 N S • 93 000 0 36 1 37 0 I-76 SOUTH RAMPS (EXT-39) 0 0 ......... 13 L 0 L1 155 I-76 SOUTH RAMPS (EXT-39) ' ; 141 104 y<z :Ss 0 80 24 i77 • 000 MARKET A- N- C7 N CO O (A CD o 'O Oo LO (O 0 C)) N N N J+ C3) > ' Co o (D N m c 0 43 V J p • r r r r t- r r r c r r r r r r r r L Q ,I- 7,, 0 ,.. ---< rli CD C CD vt in Co CO 0 C1)N (.1 N r r r r r- r O L2 N C y o 0 0 0 0 0 0 0 y V M CCD co 'C N N CN CV O O 2 7 co GO 0 O r r r a) d r r r N N N N r 0) 0 y C'�) 0W N M 00 D E u N N N (r- 00 N A- A- N O O o0 Co 00) CO 0 A-- 0 CD 0 C)1 CO LU CD Nr u7 .4 L() „ Q C 3 aa' _ o !'3 1- «. �a )c m o 0 0 I Mb a) a � a Q Q a a LL LL LL O I- a- i.n in in in Lo Lo in in 0Q) 0 0 0 0 0 0 a 0 ,� 4>' N N N N N N N N .1103‘ 404 `t ' CJ 0 0 0 0 0 0 0 O 0) o to CO C) A- CD CD Ctl 7 to CD a- 0) CD CO O A- c O i. a) C L �— t✓ r r r r r r r O W c > >. aa .ii 0 L a "" .7 Miltt cc ce 0 0 D _� CO O 0. CO W CO u.) W z `°Li CO O cli 0 N Y Y W Cl) 'O I _ rs N- (T0 O c') d ° 0 = I O I t O O cn cn ce cn e2 a] O O O O OO CO U) Z w al w w CO h CCDD (CD CCD CIX li IX COO CD CAD (CO D _ O O 0cn0coO O _ O O CO 'p .- C 000 - N N- CO CO rn CO G d = ct 0 o N CO CD N • Ili W a co C 7 ( M .4- CO (co CO 0 N i C V' CO A- N N CO 00 C) 0•O r '4' <f a) O) (N co O 4. N (+') CC') 1 V- CO CD CD ., Q a ¢ < ' ¢ Q a a oC• 0 0 0 0 0 0 0 0 ✓ a) ti - co r to O) N r f� N- co a) co d ig o) a) O N N- (O v to >+ V N coO 41 d N N co N d2 > 0 O O O r CD CD O O O t= 4 w r r r r r r r O A O O 0 0M T C, a I °..- C, — a r CO N. N N CO tr) (1) L Ol- e- () to t° (r) V V- 45 r r r r r r r r V O CO uL N C H o 0 0 0 0 0 0 N Y OO O O O CO 0 O N O O im ` O r- tr) Oo N. N- rn CD a O o CO O O O O o Q n (O (O O CA O Q) O) N- < t H O o O O O O O O o OO. a = it- fl 0 av, N G ... O _ 1 t_ O F +r O O ct O CO O O oal i o co U U - U U .2 U U .� LL Il ¢ O CO 03 LL 03 L L < LL LL e 0 O 0 I- L __ _ 0 tn.' O Q } N O N N N N N N O It tN` o O O O O O O O O 4.+ _ O O O O C) O O O Q t9 � a t� co_ CO to_ �f N tC) CO CO 1'' = co i C3) N CO (O ti O) tr) tC) f L IT r r r r r r r r a a a (0 4.. 0 _ — - 1 0 (D Lk ~ D Ill LU LNU 4.; z z -1 _i z0 ry to o O O w ≥ I- O 47.0. d a w He u_ Q O d C3-Q J = F- 0 ri u, co cp z 'o ca 2 C co aO r co < OD i(r) a (_ CO 0 (=n 0 Cn OO O O O O Ow O w w to z z z in cn � z Z Z co co co co O3 Lu co� co co I I I co �H �� cn �( z ZH Z Z zg zj z zCL O OCL O O Oa 0m O _00 2 _ (OO N N CEO CO ^ coo00 a) _ L O ujCL ai n. . , UNr 3UU N— cti o In to tin to ON NNNNNNN w O) O co (o O O) N y ,C It) COO N N CO ;CO C CV OO CO a. �t N v v (ao to to io NCNNNNNNN d J 0 It) t) tl) lot() t() tUO O 0 0 0 0 CO CO �' O) (O v. O) - U) O N 1 N N U') O U) r CO a N U') U) r CO y d C) cr). N '7 (0 co (N O co_ M >+V of r O N (7 N r U) r e— . t - > N C'7 r r N N r co G? goi H 0 _ a) a) co co CO CO CO CO a) O) ' a)C L ' j o = >ea ... L CO co 4 (o [t U) V (o (o ' co CO (a O M M in Tt CO U) U) to 50 to to >- V r r r r r r r r r r r 0 CO N LL 0 0 0 0 0 0 0 0 0 0 0 C O o o g o o �a o o g o cv v co M CO N N.O C N-N G O (O' O1 O 5. 3 (O (O U) U) (o O O Q) r N N a) h. r r r r a O O co O co 0 co O0 00 GQ N- f- (O ' U)) C) M Cr) Cr) N N a ci ` 0 0 0 o O 0 0 0 0 0 0 in I- Y N N 0 C)) N N- CO P. U) U) CD Oa)V r r r r C>0 M y it "I C .. + c co 1- i=. O O O (0 (4 (a (U (a TO. (o (U 33'! O o m - v U ' 3 3 4-t '� t a fi (L U (L < Q < < < < < < $ U) U) U) U) U) to U) U) U) U) U) O 0 ea O O 0 0 0 0 O O O O 0 a413 . o a 0 0 0 0 0 0 0 0 0 a } (N N N (N N N N N N (N N O O O 0 0 0 0 0 O ,0 0 O AO 4.,t d a 0 O 0 0 0 0 0 0 0 0 IV U) U) U) CO O (o co co N co co f. '-, 710 4 r r O (o N- r a r co co" (D- C NI- M CO C') N N r r r 4. a. C 7. 0 ID aao (n+•9 O >-w } >-w >_'.. pr. W W( W W W J J W W W W } O. CD cc (X C U' CD U' W W Lij0)) Q >iji > >ijiI c=I Y Y Q Q O p I_ L_ H f2 r` , u) -) T IX a co c.1 cO N W W W W m ccnn v O (te Ow w L w w a a its v v v v v v v v v v C7 C) Cr) M C7 (n Cr)Cr) C' Cr) co M a) I = = i Tu) TN Tce ix T = T cn m m m ma ma mmmmW � CO Z Z Z Z ZDZDZ Z Z O a a a Om Om Ow Om O 00 O) Cr) M (O (D U) r r ao Cr) U) 4" N CO Cr) 0 Cr) O r U) N 'O w O U) 0/ N1,-- r N N .- 4c N W r o. O r N N M U) U) N- O) O) v • a r r r r r r r r r r N r r r r r r r r r r r r. 47 O) CO M CO (O U) r r aO C7 ,r C C7 t` c') M 0 C') 0 r U7 N 4' a) ' N (C) N N N- N- N V N r '1 Ce O C) O r N N C') U) U f•) Q) O) r r r r r r r r r r r r N v 40 Q Q Q Q Q Q Q Q Q Q Q Nr '7 Tr Nr cr CC O 0 0 0 O O Cr) 0 O O O 7 0 { 2 e • CD %\ 2 i = _ _ _ 0Jra C000CO S Z r r r OOOOO al x ! / Co © 6 e6 I- Jig (C8 Coc)i Co n , < N oI q i! [ OOOO o Coi a r » < Cr m » « aFt. - at� 1- d \ ) k 2 co \ Co Co co �\ \ § ( ( ) ( ( \ k ° k } N- CD O 6 = Co CO. Ci\ \ � � 0 we a ® z » \ z z 0 % = 2 g ® - z D D \ \ ) \ \ ' ) _ } I $ o s \ 0 ( 0 CL 6 § i S \ CO CV @ G 2 G 3 3 I I I CO CO ZZZZ§ § 0 0 0 • 'CI \ fX ) \ N (O \ \ a < < < < < J LO LO LO O O O O O O O COUNTER MEASURES 07-405 *** Weekly Summary For Week Of June 26, 2005 *** 11:20 Pg 1 File: 80705003.PRN Sta: 062952000000 Id: 062952000000 CommId: 01 City/Town: County: WELD Location: CR-49 N/0 CR-22 Format: Lane Lane/s: 1-1 Ln1-North 26 21 28 29 30 1 2 Daily Wkday Wkend Time Sun Mon Tue Wed Thu Fri Sat Avg. Avg. Avg. 01:00 19 19 19 02:00 14 14 14 03:00 13 13 13 04:00 7 7 7 05:00 11 11 11 06:00 45 45 45 07:00 97 97 97 08:00 85 85 85 09:00 71 71 71 10:00 93 93 93 11:00 98 98 98 12:00 99 99 99 13:00 80 80 80 14:00 84 84 84 15:00 105 105 105 16:0 103 103 103 17: 144 144 144 18:00 171 171 171 19:00 102 102 102 20:00 66 66 66 21:00 62 62 62 22:00 40 40 40 23:00 28 28 28 24:00 20 20 20 Totals - - - - 1657 - - 1657 1657 0 % Avg Wkday - - - - 100.0 - - % Avg Day - - - - 100.0 - - AM Peak Hr None None None None 12:00 08:00 None AN Count - - - - 99 96 - PM Peak Hr None None None None 18:00 None None PM Count - - - - 171 - - • COUNTER MEASURES 070005 Volute by Type Report - D0630003.PRN 11:40 Pg 1 Sta: 062952000000 Id: 062952000000 CId: 01 Fit: 610 - Iaperial Int: 60 Min. Start: Thu - Jun 30, 2005 at 00:00 End: Fri - Jul 01, 2005 at 24:00 City/Town: County: WELD Location: CR-49 8/0 CR-22 File: D0630003.PRN Lnl-North Thu - Jun 30, 2005 Type Cycle Cars 2A-4T Buses 2A-SU 3A-SU 4A-SU 4A-ST 5A-ST 6A-ST 5A-MT 6A-HT 7A-MT None Other Total 01:00 1 7 4 0 0 1 0 2 4 0 0 0 0 0 0 19 Hourly Totals 1 7 4 0 0 1 0 2 4 0 0 0 0 0 0 19 02:00 1 5 1 0 0 1 0 2 4 0 0 0 0 0 0 14 Hourly Totals 1 5 1 0 0 1 0 2 4 0 0 0 0 0 0 14 03:00 1 5 3 1 0 0 0 0 3 0 0 0 0 0 0 13 Hourly Totals 1 5 3 1 0 0 0 0 3 0 0 0 0 0 0 13 04:00 0 3 1 1 1 0 0 0 1 0 0 0 0 0 0 7 HoiTotals 0 3 1 1 1 0 0 0 1 0 0 0 0 0 0 7 05:00 0 3 3 0 2 0 0 2 1 0 0 0 0 0 0 11 Hourly Totals 0 3 3 0 2 0 0 2 1 0 0 0 0 0 0 11 06:00 2 17 5 2 3 2 0 1 13 0 0 0 0 0 0 45 Hourly Totals 2 17 5 2 3 2 0 1 13 0 0 0 0 0 0 45 07:00 3 28 22 4 14 6 0 3 17 0 0 0 0 0 0 97 Hourly Totals 3 28 22 4 14 6 0 3 17 0 0 0 0 0 0 97 08:00 1 27 14 3 11 4 0 3 21 1 0 0 0 0 0 85 Hourly Totals 1 27 14 3 11 4 0 3 21 1 0 0 0 0 0 85 09:00 0 23 12 1 7 3 0 10 15 0 0 0 0 0 0 71 Hourly Totals 0 23 12 1 7 3 0 10 15 0 0 0 0 0 0 71 10:00 3 30 15 5 8 7 0 5 20 0 0 0 0 0 0 93 Hourly Totals 3 30 15 5 8 7 0 5 20 0 0 0 0 0 0 93 11' 4 28 26 1 8 6 0 11 14 0 0 0 0 0 0 98 Hourly Totals 4 28 26 1 8 6 0 11 14 0 0 0 0 0 0 98 COUNTER MEASURES 07_.05 Volute by Type Report - D0630003.PRN 11:40 Pg 2 Thu - Jun 30, 2005 Type Cycle Cars 2A-4T Buses 2A-S0 3A-SU 4A-SU 4A-ST 5A-ST 6A-ST 5A-NT 6A-NT 7A-MT None Other Total 12:00 1 37 20 1 8 7 0 5 20 0 0 0 0 0 0 99 Hourly Totals 1 37 20 1 8 7 0 5 20 0 0 0 0 0 0 99 13:00 2 15 24 2 8 3 0 8 15 1 0 0 2 0 0 80 Hourly Totals 2 15 24 2 8 3 0 8 15 1 0 0 2 0 0 80 14:00 2 28 17 0 11 7 0 6 13 0 0 0 0 0 0 84 Hourly Totals 2 28 17 0 11 7 0 6 13 0 0 0 0 0 0 84 15:00 0 39 17 2 10 6 0 11 20 0 0 0 0 0 0 105 Hourly Totals 0 39 17 2 10 6 0 11 20 0 0 0 0 0 0 105 16:00 2 44 23 1 10 6 0 8 9 0 0 0 0 0 0 103 Hourly Totals 2 44 23 1 10 6 0 8 9 0 0 0 0 0 0 103 1711 0 55 47 0 13 4 0 12 12 1 0 0 0 0 0 144 Hourly Totals 0 55 47 0 13 4 0 12 12 1 0 0 0 0 0 144 18:00 3 94 38 1 8 4 0 9 13 1 0 0 0 0 0 171 Hourly Totals 3 94 38 1 8 4 0 9 13 1 0 0 0 0 0 171 19:00 1 49 28 2 6 3 0 7 6 0 0 0 0 0 0 102 Hourly Totals 1 49 28 2 6 3 0 7 6 0 0 0 0 0 0 102 20:00 0 36 19 1 3 2 0 0 5 0 0 0 0 0 0 66 Hourly Totals 0 36 19 1 3 2 0 0 5 0 0 0 0 0 0 66 21:00 0 35 12 0 5 0 0 4 5 1 0 0 0 0 0 62 Hourly Totals 0 35 12 0 5 0 0 4 5 1 0 0 0 0 0 62 22:00 1 22 8 0 1 1 0 4 3 0 0 0 0 0 0 40 Hourly Totals 1 22 8 0 1 1 0 4 3 0 0 0 0 0 0 40 23:00 1 11 7 0 3 1 0 2 3 0 0 0 0 0 0 28 Hol?otals 1 11 7 0 3 1 0 2 3 0 0 0 0 0 0 28 COUNTER MEASURES 07005 Volume by Type Report - D0630003.PRN 11:40 Pg 3 Thu - Jun 30, 2005 Type Cycle Cars 2A-4T Buses 2A-SU 3A-SU 4A-SO 4A-ST 5A-ST 6A-ST SA-MT 6A-NT 1A-MT None Other Total 24:00 0 17 1 0 1 0 0 0 1 0 0 0 0 0 0 20 Hourly Totals 0 17 1 0 1 0 0 0 1 0 0 0 0 0 0 20 Daily Totals 29 658 367 28 141 74 0 115 238 5 0 0 2 0 0 1657 Percentages 1.75 39.71 22.15 1.69 8.51 4.47 0.00 6.94 14.36 0.30 0.00 0.00 0.12 0.00 0.00 • • COUNTER MEASURES 07005 Volume by Type Report - D0630003.PRN 11:40 Pg 4 Sta: 062952000000 Id: 062952000000 CId: 01 Fmt: 610 - Imperial Int: 60 Min. Start: Thu - Jun 30, 2005 at 00:00 End: Fri - Jul 01, 2005 at 24:00 CitV/Town: County: WELD Location: CR-49 N/0 CR-22 File: D0630003.PRN Lnl-North Station Data Summary Type Cycle Cars 2A-4T Buses 2A-SO 3A-SO 4A-SO 4A-ST SA-ST 6A-ST 5A-MT 6A-MT 7A-NT None Other Total Grand Totals 29 658 367 28 141 74 0 115 238 5 0 0 2 0 0 1657 Percentages 1.75 39.71 22.15 1.69 8.51 4.47 0.00 6.94 14.36 0.30 0.00 0.00 0.12 0.00 0.00 Am/Pm Peak Hour Totals Type Cycle Cars 2A-4T Buses 2A-SU 3A-SO 4A-SO 4A-ST 5A-ST 6A-ST SA-MT 6A-MT 7A-MT None Other Total Am Hour 11-12 1 37 20 1 8 7 0 5 20 0 0 0 0 0 0 99 Percentages 3.45 5.62 5.45 3.57 5.67 9.46 0.00 4.35 8.40 0.00 0.00 0.00 0.00 0.00 0.00 5.97 Pm 17-18 3 94 38 1 8 4 0 9 13 1 0 0 0 0 0 171 Per ages 10.34 14.29 10.35 3.57 5.67 5.41 0.00 7.83 5.46 20.00 0.00 0.00 0.00 0.00 0.00 10.32 • COUNTER MEASURES 07005 *** Weekly Summary For Week Of June 26, 2005 *a* 11:21 Pg 1 File: M0705004.PRN Sta: 062974000000 Id: 062974000000 CommId: 01 City/Town: County: WELD Location: CR-49 N/0 CR-22 Format: Lane Lane/s: 1-1 Ln1-South 26 27 28 29 30 1 2 Daily Wkday Wkend Time Sun Mon Tue Wed Thu Fri Sat Avg. Avg. Avg. 01:00 4 4 4 02:00 8 8 8 03:00 10 10 10 04:00 9 9 9 05:00 31 31 31 06:00 107 107 107 07:00 163 163 163 08:00 157 157 157 09:00 90 90 90 10:00 95 95 95 11:00 88 88 88 12:00 95 95 95 13:00 78 78 78 14:00 85 85 85 15:00 83 83 83 16� 93 93 93 17: 112 112 112 18:00 82 82 82 19:00 85 85 85 20:00 71 71 71 21:00 30 30 30 22:00 31 31 31 23:00 30 30 30 24:00 13 13 13 Totals - - - - 1650 - - 1650 1650 0 % Avg Wkday - - - - 100.0 - - 1 Avg Day - - - - 100.0 - - AN Peak fir None None None None 07:00 07:00 None AM Count - - - - 163 171 - PM Peak Nr None lone None None 17:00 None None PM Count - - - - 112 - - • COUNTER MEASURES 07.605 Volume by Type Report - D0630004.PRN 11:41 Pg 1 Sta: 062974000000 Id: 062974000000 CId: 01 Fit: 610 - Imperial Int: 60 Min. Start: Thu - Jun 30, 2005 at 00:00 End: Fri - Jul 01, 2005 at 24:00 :ity/Tovn: County: WELD Location: CR-49 N/0 CR-22 File: D0630004.PRN Ln1-South thu - Jun 30, 2005 Type Cycle Cars 2A-4T Buses 2A-SO 3A-S0 4A-SD 4A-ST 5A-ST 6A-ST 5A-NT 6A-MT 7A-MT None Other Total 01:00 0 2 0 0 1 0 0 0 1 0 0 0 0 0 0 4 Hourly Totals 0 2 0 0 1 0 0 0 1 0 0 0 0 0 0 4 02:00 0 5 2 0 0 0 0 0 1 0 0 0 0 0 0 8 Hourly Totals 0 5 2 0 0 0 0 0 1 0 0 0 0 0 0 8 03:00 0 4 0 1 1 1 0 0 3 0 0 0 0 0 0 10 Hourly Totals 0 4 0 1 1 1 0 0 3 0 0 0 0 0 0 10 04:00 0 4 0 1 0 1 0 0 3 0 0 0 0 0 0 9 Holfrotals 0 4 0 1 0 1 0 0 3 0 0 0 0 0 0 9 05:00 1 13 8 1 1 1 0 2 4 0 0 0 0 0 0 31 Hourly Totals 1 13 8 1 1 1 0 2 4 0 0 0 0 0 0 31 06:00 1 46 24 0 16 2 0 5 13 0 0 0 0 0 0 107 Hourly Totals 1 46 24 0 16 2 0 5 13 0 0 0 0 0 0 107 07:00 3 78 41 1 21 2 0 8 7 2 0 0 0 0 0 163 Hourly Totals 3 78 41 1 21 2 0 8 7 2 0 0 0 0 0 163 08:00 2 70 34 2 9 6 0 10 23 1 0 0 0 0 0 157 Hourly Totals 2 70 34 2 9 6 0 10 23 1 0 0 0 0 0 157 09:00 2 30 22 3 5 5 0 11 12 0 0 0 0 0 0 90 Hourly Totals 2 30 22 3 5 5 0 11 12 0 0 0 0 0 0 90 10:00 4 25 14 6 11 4 0 10 21 0 0 0 0 0 0 95 Hourly Totals 4 25 14 6 11 4 0 10 21 0 0 0 0 0 0 95 11:• 5 29 17 5 7 6 0 8 10 1 0 0 0 0 0 88 Hourly Totals 5 29 17 5 7 6 0 8 10 1 0 0 0 0 0 88 COUNTER MEASURES 07.4105 Volute by Type Report - D0630004.PRN 11:41 Pg 2 Thu - Jun 30, 2005 Type Cycle Cars 2A-4T Buses 2A-SO 3A-SD 4A-SO 4A-ST 5A-ST 6A-ST 5A-MT 6A-MT 7A-NT None Other Total 12:00 5 27 19 4 8 8 0 3 21 0 0 0 0 0 0 95 Hourly Totals 5 21 19 4 8 8 0 3 21 0 0 0 0 0 0 95 13:00 4 25 8 2 10 3 0 11 15 0 0 0 0 0 0 78 Hourly Totals 4 25 8 2 10 3 0 11 15 0 0 0 0 0 0 78 14:00 2 24 20 3 17 3 0 4 12 0 0 0 0 0 0 85 Hourly Totals 2 24 20 3 17 3 0 4 12 0 0 0 0 0 0 85 15:00 2 22 19 2 9 4 0 10 15 0 0 0 0 0 0 83 Hourly Totals 2 22 19 2 9 4 0 10 15 0 0 0 0 0 0 83 16:00 1 31 19 2 12 6 0 6 15 1 0 0 0 0 0 93 Hourly Totals 1 31 19 2 12 6 0 6 15 1 0 0 0 0 0 93 17.0 3 47 27 4 4 2 0 6 19 0 0 0 0 0 0 112 Hourly Totals 3 47 27 4 4 2 0 6 19 0 0 0 0 0 0 112 18:00 1 38 16 0 14 4 0 6 3 0 0 0 0 0 0 82 Hourly Totals 1 38 16 0 14 4 0 6 3 0 0 0 0 0 0 82 19:00 2 37 22 0 12 3 0 2 6 0 0 1 0 0 0 85 Hourly Totals 2 37 22 0 12 3 0 2 6 0 0 1 0 0 0 85 20:00 1 25 17 4 10 3 0 4 7 0 0 0 0 0 0 71 Hourly Totals 1 25 17 4 10 3 0 4 7 0 0 0 0 0 0 71 21:00 0 15 12 2 0 0 0 1 0 0 0 0 0 0 0 30 Hourly Totals 0 15 12 2 0 0 0 1 0 0 0 0 0 0 0 30 22:00 0 11 10 0 5 0 0 3 2 0 0 0 0 0 0 31 Hourly Totals 0 11 10 0 5 0 0 3 2 0 0 0 0 0 0 31 23:00 1 15 6 1 3 0 0 1 3 0 0 0 0 0 0 30 Houfotals 1 15 6 1 3 0 0 1 3 0 0 0 0 0 0 30 COUNTER MEASURES 37.605 Volune by Type Report - D0630004.PRN 11:41 Pg 3 Thu - Jun 30, 2005 type Cycle Cars 2A-4T Buses 2A-SU 3A-SU 4A-SU 4A-ST SA-ST 6A-ST SA-MT 6A-MT 7A-MT None Other Total 24:00 0 7 1 0 1 0 0 1 3 0 0 0 0 0 0 13 Hourly Totals 0 7 1 0 1 0 0 1 3 0 0 0 0 0 0 13 Daily Totals 40 630 358 44 177 64 0 112 219 5 0 1 0 0 0 1650 Percentages 2.42 38.18 21.70 2.67 10.73 3.88 0.00 6.79 13.27 0.30 0.00 0.06 0.00 0.00 0.00 • • COUNTER MEASURES 01005 Volume by Type Report - D0630004.PRN 11:41 Pg 4 Sta: 062974000000 Id: 062974000000 CId: 01 Fit: 610 - Imperial Int: 60 Min. Start: Thu - Jun 30, 2005 at 00:00 End: Fri - Jul 01, 2005 at 24:00 City/Town: County: WELD Location: CR-49 N/0 CR-22 File: D0630004.PRN Ln1-South Station Data Summary Type Cycle Cars 2A-4T Buses 2A-SU 3A-SO 4A-SO 4A-ST 5A-ST 6A-ST 5A-MT 6A-MT 7A-NT None Other Total Grand Totals 40 630 358 44 177 64 0 112 219 5 0 1 0 0 0 1650 Percentages 2.42 38.18 21.70 2.67 10.73 3.88 0.00 6.79 13.27 0.30 0.00 0.06 0.00 0.00 0.00 Am/Pm Peak Hour Totals Type Cycle Cars 2A-4T Buses 2A-SU 3A-SD 4A-SO 4A-ST 5A-ST 6A-ST 5A-MT 6A-MT 7A-MT None Other Total Am Hour 6-7 3 78 41 1 21 2 0 8 7 2 0 0 0 0 0 163 Pere tages 7.50 12.38 11.45 2.27 11.86 3.13 0.00 7.14 3.20 40.00 0.00 0.00 0.00 0.00 0.00 9.88 Pi 16-17 3 47 27 4 4 2 0 6 19 0 0 0 0 0 0 112 Per ages 7.50 7.46 7.54 9.09 2.26 3.13 0.00 5.36 8.68 0.00 0.00 0.00 0.00 0.00 0.00 6.79 • COUNTER MEASURES 07-01-2005 *** Weekly Summary For Week Of June 26, 2005 *** 11:22 Pg 1 FilO705006.PRN Sta: 062951000000 Id: 062951000000 CommId: 01 City/Town: County: WELD Location: CR-49 5/0 CR-22 Format: Lane Lane/s: 1-1 Lni-North 26 27 28 29 30 1 2 Daily Wkday Wkend Time Sun Mon Tue Wed Thu Fri Sat Avg. Avg. Avg. 01:00 19 19 19 0 02:00 12 12 12 0 03:00 12 12 12 0 04:00 7 7 7 0 05:00 13 13 13 0 06:00 47 47 47 0 07:00 89 89 89 0 08:00 76 76 76 0 09:00 58 58 58 0 10:00 84 84 84 0 11:00 81 81 81 0 12:00 85 85 85 0 13:00 79 79 79 0 14:00 80 80 80 0 15:00 90 90 90 0 16:0 96 96 96 0 17 132 132 132 0 18: 140 140 140 0 19:00 91 91 91 0 20:00 60 60 60 0 21:00 56 56 56 0 22:00 39 39 39 0 23:00 25 25 25 0 24:00 19 19 19 0 Totals - - - - 1490 - - 1490 1490 0 A Avg Wkday - - - - 100.0 - - I Avg Day - - - - 100.0 - - AN Peak Hr None None None None 07:00 08:00 None AN Count - - - - 89 87 - PN Peak Hr None None None None 18:00 None None PM Count - - - - 140 - - • COUNTER MEASURES 01.05 Volute by Type Report - D0630006.PRN 11:37 Pg 1 Sta: 062951000000 Id: 062951000000 CId: 01 Ent: 610 - Inperial Int: 60 Min. Start: Thu - Jun 30, 2005 at 00:00 End: Fri - Jul 01, 2005 at 24:00 City/Town: County: WELD Location: CR-49 S/0 CR-22 File: D0630006.PRN Lal-North Thu - Jun 30, 2005 Type Cycle Cars 2A-4T Buses 2A-SU 3A-SU 4A-SU 4A-ST SA-ST 6A-ST 5A-MT 6A-MT 7A-MT None Other Total 01:00 1 7 4 0 0 1 0 2 4 0 0 0 0 0 0 19 Hourly Totals 1 7 4 0 0 1 0 2 4 0 0 0 0 0 0 19 02:00 0 4 1 0 0 0 2 0 5 0 0 0 0 0 0 12 Hourly Totals 0 4 1 0 0 0 2 0 5 0 0 0 0 0 0 12 03:00 0 6 1 0 1 0 0 2 2 0 0 0 0 0 0 12 Hourly Totals 0 6 1 0 1 0 0 2 2 0 0 0 0 0 0 12 34:00 0 3 2 0 0 1 0 0 1 0 0 0 0 0 0 7 Hou.otals 0 3 2 0 0 1 0 0 1 0 0 0 0 0 0 7 35:00 0 3 4 0 3 0 1 1 1 0 0 0 0 0 0 13 Hourly Totals 0 3 4 0 3 0 1 1 1 0 0 0 0 0 0 13 36:00 0 22 8 1 1 0 0 3 10 2 0 0 0 0 0 47 Hourly Totals 0 22 8 1 1 0 0 3 10 2 0 0 0 0 0 47 37:00 1 33 21 1 13 0 1 2 13 1 0 0 3 0 0 89 Hourly Totals 1 33 21 1 13 0 1 2 13 1 0 0 3 0 0 89 38:00 1 32 11 1 5 1 2 5 13 4 0 0 1 0 0 76 Hourly Totals 1 32 11 1 5 1 2 5 13 4 0 0 1 0 0 76 39:00 0 22 10 1 4 1 2 4 12 0 0 0 2 0 0 58 Hourly Totals 0 22 10 1 4 1 2 4 12 0 0 0 2 0 0 58 10:00 0 31 15 2 2 1 4 8 19 0 0 0 2 0 0 84 Hourly Totals 0 31 15 2 2 1 4 8 19 0 0 0 2 0 0 84 11:• 2 22 16 1 2 4 6 15 10 2 0 0 1 0 0 81 Hourly Totals 2 22 16 1 2 4 6 15 10 2 0 0 1 0 0 81 COUNTER MEASURES 17_05 Volume by Type Report - D0630006,PRN 11:37 Pg 2 Thu - Jun 30, 2005 type Cycle Cars 2A-4T Buses 2A-SU 3A-SU 4A-SD 4A-ST 5A-ST 6A-ST 5A-MT 6A-MT 7A-MT None Other Total 12:00 0 32 13 0 4 2 2 10 21 0 0 0 1 0 0 85 Hourly Totals 0 32 13 0 4 2 2 10 21 0 0 0 1 0 0 85 13:00 1 22 23 0 5 1 1 8 12 2 0 0 4 0 0 79 Hourly Totals 1 22 23 0 5 1 1 8 12 2 0 0 4 0 0 79 14:00 0 33 15 2 7 1 2 5 11 2 0 0 2 0 0 80 Hourly Totals 0 33 15 2 7 1 2 5 11 2 0 0 2 0 0 80 15:00 1 35 13 1 9 3 3 8 14 0 0 0 3 0 0 90 Hourly Totals 1 35 13 1 9 3 3 8 14 0 0 0 3 0 0 90 16:00 0 36 25 1 4 2 2 12 12 1 0 0 1 0 0 96 Hourly Totals 0 36 25 1 4 2 2 12 12 1 0 0 1 0 0 96 17:f. 0 63 28 0 5 2 3 12 13 4 0 0 2 0 0 132 Hourly Totals 0 63 28 0 5 2 3 12 13 4 0 0 2 0 0 132 18:00 0 73 31 0 2 1 1 13 14 2 0 0 3 0 0 140 Hourly Totals 0 73 31 0 2 1 1 13 14 2 0 0 3 0 0 140 19:00 0 46 17 1 5 2 2 5 10 2 0 0 1 0 0 91 Hourly Totals 0 46 17 1 5 2 2 5 10 2 0 0 1 0 0 91 20:00 1 33 14 1 1 2 0 2 6 0 0 0 0 0 0 60 Hourly Totals 1 33 14 1 1 2 0 2 6 0 0 0 0 0 0 60 21:00 1 31 12 0 1 0 1 4 3 2 0 0 1 0 0 56 Hourly Totals 1 31 12 0 1 0 1 4 3 2 0 0 1 0 0 56 22:00 0 21 7 0 3 0 2 2 4 0 0 0 0 0 0 39 Hourly Totals 0 21 7 0 3 0 2 2 4 0 0 0 0 0 0 39 23:00 0 11 6 0 1 0 0 3 4 0 0 0 0 0 0 25 Boilfrotals 0 11 6 0 1 0 0 3 4 0 0 0 0 0 0 25 COUNTER MEASURES 01- 005 Voluee by Type Report - 00630006.PRN 11:37 Pg 3 Thu - Jun 30, 2005 Type Cycle Cars 2A-4T Buses 2A-SU 3A-SO 4A-SD 4A-ST SA-ST 6A-ST 5A-NT 6A-MT 7A-MT None Other Total 24:00 0 16 1 0 0 0 0 1 1 0 0 0 0 0 0 19 Hourly Totals 0 16 1 0 0 0 0 1 1 0 0 0 0 0 0 19 Daily Totals 9 637 298 13 78 25 37 127 215 24 0 0 27 0 0 1490 Percentages 0.60 42.75 20.00 0.87 5.23 1.68 2.48 8.52 14.43 1.61 0.00 0.00 1.81 0.00 0.00 • • COUNTER MEASURES 07.05 Volume by Type Report - 00630006.PRN 11:37 Pp 4 Sta: 062951000000 Id: 062951000000 CId: 01 Fmt: 610 - Imperial Int: 60 Min. Start: Thu - Jun 30, 2005 at 00:00 End: Fri - Jul 01, 2005 at 24:00 City/Town: County: WELD Location: CR-49 S/0 CR-22 File: D0630006.PRN Lnl-North Station Data Summary Type Cycle Cars 2A-4T Buses 2A-SD 3A-SO 4A-SU 4A-ST 5A-ST 6A-ST 5A-MT 6A-MT 7A-MT None Other Total ;rand Totals 9 637 298 13 78 25 37 127 215 24 0 0 27 0 0 1490 Percentages 0.60 42.75 20.00 0,87 5.23 1.68 2.48 8.52 14.43 1.61 0.00 0.00 1.81 0.00 0.00 Am/Pm Peak Hour Totals Type Cycle Cars 2A-4T Buses 2A-SD 3A-SU 4A-SO 4A-ST 5A-ST 6A-ST 5A-NT 6A-NT 7A-MT None Other Total Am Hour 6-7 1 33 21 1 13 0 1 2 13 1 0 0 3 0 0 89 Percentages 11.11 5.18 7.05 7.69 16.67 0.00 2.70 1.57 6.05 4.17 0.00 0.00 11.11 0.00 0.00 5.97 Pm di 17-18 0 73 31 0 2 1 1 13 14 2 0 0 3 0 0 140 Per ages 0.00 11.46 10.40 0.00 2.56 4.00 2.70 10.24 6.51 8.33 0.00 0.00 11.11 0.00 0.00 9.40 • COUNTER MEASURES 07.005 *** Weekly Summary For Week Of June 26, 2005 *** 11:23 Pg 1 File: M0705005.PRN Sta: 062955000000 Id: 062955000000 Could: 01 City/Town: County: WELD Location: CR-49 5/0 CR-22 Format: Lane Lane/s: 1-1 Lnl-South 26 27 28 29 30 1 2 Daily Wkday Wkend Time Sun Mon Tue Wed Thu Fri Sat Avg. Avg. Avg. 01:00 6 6 6 0 02:00 10 10 10 0 03:00 9 9 9 0 04:00 9 9 9 0 05:00 33 33 33 0 06:00 111 111 111 0 07:00 171 171 171 0 08:00 158 158 158 0 09:00 84 84 84 0 10:00 98 98 98 0 11:00 76 76 76 0 12:00 93 93 93 0 13:00 79 79 79 0 14:00 81 81 81 0 15:00 87 87 87 0 16 99 99 99 0 17: 111 111 111 0 18:00 92 92 92 0 19:00 87 87 87 0 20:00 65 65 65 0 21:00 34 34 34 0 22:00 35 35 35 0 23:00 35 35 35 0 24:00 11 11 11 0 totals - - - - 1674 - - 1674 1674 0 4 Avg Wkday - - - - 100.0 - - % Avg Day - - - - 100.0 - - IN Peak Hr None None None None 07:00 07:00 None IN Count - - - - 171 172 - PM Peak Br None None None None 17:00 None None PM Count - - - - 111 - - 0 COUNTER MEASURES 07-01-2005 Volume by Type Report - D0630005.PRN 11:30 Pg 1 Std2955000000 Id: 062955000000 CId: 01 Fmt: 610 - Imperial Int: 60 Min. Start: Thu - Jun 30, 2005 at 00:00 End: Fri - Jul 01, 2005 at 24:00 City/Town: County: WELD Location: CR-49 S/0 CR-22 File: 00630005.PR% Ln1-South Thu - Jun 30, 2005 type Cycle Cars 2A-4T Buses 2A-SU 3A-SU 4A-SD 4A-ST 5A-ST 6A-ST 5A-MT 6A-MT 7A-MT None Other Total 01:00 0 4 0 0 1 0 0 0 1 0 0 0 0 0 0 6 Hourly Totals 0 4 0 0 1 0 0 0 1 0 0 0 0 0 0 6 02:00 0 7 1 0 0 0 0 0 2 0 0 0 0 0 0 10 Hourly Totals 0 7 1 0 0 0 0 0 2 0 0 0 0 0 0 10 03:00 0 3 1 0 0 1 0 0 3 1 0 0 0 0 0 9 Hourly Totals 0 3 1 0 0 1 0 0 3 1 0 0 0 0 0 9 04:00 0 3 0 1 1 1 0 1 2 0 0 0 0 0 0 9 Hourly Totals 0 3 0 1 1 1 0 1 2 0 0 0 0 0 0 9 05:0 0 16 9 1 0 1 0 1 5 0 0 0 0 0 0 33 Hourly Totals 0 16 9 1 0 1 0 1 5 0 0 0 0 0 0 33 06:00 0 54 29 0 8 1 0 3 16 0 0 0 0 0 0 111 Hourly Totals 0 54 29 0 8 1 0 3 16 0 0 0 0 0 0 111 07:00 2 84 52 0 9 1 2 6 13 2 0 0 0 0 0 171 Hourly Totals 2 84 52 0 9 1 2 6 13 2 0 0 0 0 0 171 08:00 0 82 32 1 2 5 3 4 28 1 0 0 0 0 0 158 Hourly Totals 0 82 32 1 2 5 3 4 28 1 0 0 0 0 0 158 09:00 0 35 18 2 2 3 2 8 14 0 0 0 0 0 0 84 Hourly Totals 0 35 18 2 2 3 2 8 14 0 0 0 0 0 0 84 10:00 1 25 23 4 8 2 0 7 28 0 0 0 0 0 0 98 Hourly Totals 1 25 23 4 8 2 0 7 28 0 0 0 0 0 0 98 11 0 27 16 5 2 2 1 4 18 1 0 0 0 0 0 76 Hour Totals 0 27 16 5 2 2 1 4 18 1 0 0 0 0 0 76 COUNTER MEASURES 07- 105 Volute by Type Report - D0630005.PRN 11:30 Pg 2 Thu - Jun 30, 2005 Type Cycle Cars 2A-4T Buses 2A-SO 3A-SO 4A-SO 4A-ST 5A-ST 6A-ST 5A-MT 6A-NT 7A-NT None Other Total 12:00 1 28 21 3 6 3 0 4 27 0 0 0 0 0 0 93 Hourly Totals 1 28 21 3 6 3 0 4 27 0 0 0 0 0 0 93 13:00 2 26 15 0 3 5 0 6 22 0 0 0 0 0 0 79 Hourly Totals 2 26 15 0 3 5 0 6 22 0 0 0 0 0 0 79 14:00 1 24 27 0 9 2 2 4 12 0 0 0 0 0 0 81 Hourly Totals 1 24 27 0 9 2 2 4 12 0 0 0 0 0 0 81 15:00 0 29 24 0 5 3 3 7 16 0 0 0 0 0 0 87 Hourly Totals 0 29 24 0 5 3 3 7 16 0 0 0 0 0 0 87 16:00 0 36 23 0 5 6 0 10 18 0 0 0 1 0 0 99 Hourly Totals 0 36 23 0 5 6 0 10 18 0 0 0 1 0 0 99 1711 1 55 30 0 4 2 0 6 13 0 0 0 0 0 0 111 Hourly Totals 1 55 30 0 4 2 0 6 13 0 0 0 0 0 0 111 18:00 0 47 26 0 10 2 0 3 4 0 0 0 0 0 0 92 Hourly Totals 0 47 26 0 10 2 0 3 4 0 0 0 0 0 0 92 19:00 1 41 25 0 7 4 0 3 5 0 0 1 0 0 0 87 Hourly Totals 1 41 25 0 7 4 0 3 5 0 0 1 0 0 0 87 20:00 0 26 16 1 5 2 0 5 10 0 0 0 0 0 0 65 Hourly Totals 0 26 16 1 5 2 0 5 10 0 0 0 0 0 0 65 21:00 0 18 12 0 0 1 0 1 2 0 0 0 0 0 0 34 Hourly Totals 0 18 12 0 0 1 0 1 2 0 0 0 0 0 0 34 22:00 0 13 14 0 3 0 0 3 2 0 0 0 0 0 0 35 Hourly Totals 0 13 14 0 3 0 0 3 2 0 0 0 0 0 0 35 23:00 1 19 9 0 1 0 1 1 3 0 0 0 0 0 0 35 Ho4iPotals 1 19 9 0 1 0 1 1 3 0 0 0 0 0 0 35 COUNTER MEASURES 07_ 005 Volume by Type Report - 00630005.PRN 11:30 Pg 3 Thu - Jun 30, 2005 Type Cycle Cars 2A-4T Buses 2A-SU 3A-SU 4A-SU 4A-ST 5A-ST 6A-ST 5A-MT 6A-NT 7A-MT None Other Total 24:00 0 8 0 0 1 0 0 1 1 0 0 0 0 0 0 11 Hourly Totals 0 8 0 0 1 0 0 1 1 0 0 0 0 0 0 11 Daily Totals 10 710 423 18 92 47 14 88 265 5 0 1 1 0 0 1674 Percentages 0.60 42.41 25.27 1.08 5.50 2.81 0.84 5.26 15.83 0.30 0.00 0.06 0.06 0.00 0.00 • COUNTER MEASURES 0705 Volute by Type Report - 00630005.PRN 11:30 Pg 4 Sta: 62955000000 Id: 062955000000 CId: 01 Fat: 610 - Imperial Int: 60 Min. Start: Thu - Jun 30, 2005 at 00:00 End: Fri - Jul 01, 2005 at 24:00 City/Town: County: WELD Location: CR-49 6/0 CR-22 File: 00630005.PRN Ln1-South Station Data Summary Type Cycle Cars 2A-4T Buses 2A-SD 3A-SD 4A-SD 4A-ST 5A-ST 6A-ST 5A-NT 6A-MT 7k-MT None Other Total Grand Totals 10 710 423 18 92 47 14 88 265 5 0 1 1 0 0 1674 Percentages 0.60 42.41 25.27 1.08 5.50 2.81 0.84 5.26 15.83 0.30 0.00 0.06 0.06 0.00 0.00 As/Pm Peak Hour Totals Type Cycle Cars 2A-4T Buses 2k-SD 3A-SD 4A-SD 4A-ST 5k-ST 6A-ST 5k-NT 6A-NT 7k-MT None Other Total As Hour 6-7 2 84 52 0 9 1 2 6 13 2 0 0 0 0 0 171 Percentages 20.00 11.83 12.29 0.00 9.78 2.13 14.29 6.82 4.91 40.00 0.00 0.00 0.00 0.00 0.00 10.22 Pa l 16-17 1 55 30 0 4 2 0 6 13 0 0 0 0 0 0 111 Per ges 10.00 7.75 7.09 0.00 4.35 4.26 0.00 6.82 4.91 0.00 0.00 0.00 0.00 0.00 0.00 6.63 i COUNTER MEASURES 07005 *** Weekly Summary For Week Of June 26, 2005 RAM 11:16 Pg 1 File. M0705001.PRN Sta: 062971000000 Id: 062971000000 Could: 01 City/Town: County: WELD Location: CR-22 W/O CR-49 Fornat: Lane Lane/s: 1-1 Ln1-East 26 27 28 29 30 1 2 Daily Wkday Wkend Tine Sun Mon Tue Wed Thu Fri Sat Avg. Avg. Avg. 01:00 2 2 2 02:00 1 1 1 03:00 5 5 5 04:00 2 2 2 05:00 3 3 3 06:00 8 8 8 07:00 31 31 31 08:00 21 21 21 09:00 23 23 23 10:00 25 25 25 11:00 13 13 13 12:00 22 22 22 13:00 12 12 12 14:00 20 20 20 15:00 17 17 17 16. 27 27 27 17ie 30 30 30 18:00 33 33 33 19:00 20 20 20 20:00 11 11 11 21:00 16 16 16 22:00 12 12 12 23:00 9 9 9 24:00 1 1 1 Totals - - - - 364 - - 364 364 0 i Avg Wkday - - - - 100.0 - - I Avg Day - - - - 100.0 - - IN Peak Hr None None None None 07:00 07:00 None UM Count - - - - 31 30 - PM Peak Hr lone None lone None 18:00 None None PM Count - - - - 33 - - • COUNTER MEASURES 07-1005 Volume by Type Report - 00630001.PRN 11:24 Pg 1 Sta: 062971000000 Id: 062971000000 CId: 01 Fmt: 610 - Imperial Int: 60 Min. Start: Thu - Jun 30, 2005 at 00:00 End: Thu - Jun 30, 2005 at 24:00 City/Town: County: WELD Location: CR-22 W/0 CR-49 File: D0630001.PRN Lnl-East Thu - Jun 30, 2005 Type Cycle Cars 2A-4T Buses 2A-SU 3A-SU 4A-SU 4A-ST SA-ST 6A-ST 5A-MT 6A-MT 7A-MT None Other Total 01:00 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Hourly Totals 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 02:00 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Hourly Totals 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 03:00 0 2 1 0 1 0 0 0 1 0 0 0 0 0 0 5 Hourly Totals 0 2 1 0 1 0 0 0 1 0 0 0 0 0 0 5 04:00 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 2 HoOTotals 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 2 05:00 0 2 0 0 1 0 0 0 0 0 0 0 0 0 0 3 Hourly Totals 0 2 0 0 1 0 0 0 0 0 0 0 0 0 0 3 06:00 0 4 1 0 1 1 0 0 1 0 0 0 0 0 0 8 Hourly Totals 0 4 1 0 1 1 0 0 1 0 0 0 0 0 0 8 07:00 1 6 6 0 8 3 0 1 6 0 0 0 0 0 0 31 Hourly Totals 1 6 6 0 8 3 0 1 6 0 0 0 0 0 0 31 )8:00 0 7 2 2 7 1 0 0 2 0 0 0 0 0 0 21 Hourly Totals 0 7 2 2 7 1 0 0 2 0 0 0 0 0 0 21 09:00 0 4 5 0 6 0 0 4 4 0 0 0 0 0 0 23 Hourly Totals 0 4 5 0 6 0 0 4 4 0 0 0 0 0 0 23 10:00 1 7 7 4 5 0 0 0 1 0 0 0 0 0 0 25 Hourly Totals 1 7 7 4 5 0 0 0 1 0 0 0 0 0 0 25 11' 0 3 5 0 1 0 0 2 2 0 0 0 0 0 0 13 Hourly Totals 0 3 5 0 1 0 0 2 2 0 0 0 0 0 0 13 COUNTER MEASURES 07.05 Volume by Type Report - D0630001.PRN 11:24 Pg 2 Thu - Jun 30, 2005 Type Cycle Cars 2A-4T Buses 2A-SU 3A-SU 4A-SU 4A-ST 5A-ST 6A-ST 5A-MT 6A-MT 7A-MT None Other Total 12:00 0 5 9 2 5 0 0 0 1 0 0 0 0 0 0 22 Hourly Totals 0 5 9 2 5 0 0 0 1 0 0 0 0 0 0 22 13:00 0 3 3 0 4 1 0 1 0 0 0 0 0 0 0 12 Hourly Totals 0 3 3 0 4 1 0 1 0 0 0 0 0 0 0 12 14:00 1 4 5 0 5 1 0 1 3 0 0 0 0 0 0 20 Hourly Totals 1 4 5 0 5 1 0 1 3 0 0 0 0 0 0 20 15:00 0 8 4 1 1 2 0 1 0 0 0 0 0 0 0 17 Hourly Totals 0 8 4 1 1 2 0 1 0 0 0 0 0 0 0 17 16:00 2 11 9 0 1 1 0 2 1 0 0 0 0 0 0 27 Hourly Totals 2 11 9 0 1 1 0 2 1 0 0 0 0 0 0 27 17 1 11 10 1 6 1 0 0 0 0 0 0 0 0 0 30 Hourly Totals 1 11 10 1 6 1 0 0 0 0 0 0 0 0 0 30 18:00 0 14 12 0 6 1 0 0 0 0 0 0 0 0 0 33 Hourly Totals 0 14 12 0 6 1 0 0 0 0 0 0 0 0 0 33 19:00 0 8 8 0 1 2 0 0 1 0 0 0 0 0 0 20 Hourly Totals 0 8 8 0 1 2 0 0 1 0 0 0 0 0 0 20 20:00 0 6 1 0 3 0 0 0 1 0 0 0 0 0 0 11 Hourly Totals 0 6 1 0 3 0 0 0 1 0 0 0 0 0 0 11 21:00 0 5 4 0 1 0 0 3 3 0 0 0 0 0 0 16 Hourly Totals 0 5 4 0 1 0 0 3 3 0 0 0 0 0 0 16 22:00 0 3 2 0 1 0 0 6 0 0 0 0 0 0 0 12 Sourly Totals 0 3 2 0 1 0 0 6 0 0 0 0 0 0 0 12 23:00 1 4 3 0 0 0 0 0 1 0 0 0 0 0 0 9 ioilkotals 1 4 3 0 0 0 0 0 1 0 0 0 0 0 0 9 COUNTER MEASURES 07.05 Volute by Type Report - D0630001,PRN 11:24 Pg 3 Thu - Jun 30, 2005 Type Cycle Cars 2A-4T Buses 2A-SU 3A-SU 4A-S0 4A-ST 5A-ST 6A-ST SA-MT 6A-MT 7A-MT None Other Total 24:00 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 Hourly Totals 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 Daily Totals 7 120 91 10 65 14 0 21 30 0 0 0 0 0 0 364 Percentages 1.92 32.97 26.65 2.75 17.86 3.85 0.00 5.77 8.24 0.00 0.00 0.00 0.00 0.00 0.00 • • COUNTER MEASURES 17_1005 Volume by Type Report - 00630001.PRN 11:24 Pg 4 Sta: 062971000000 Id: 062971000000 CId: 01 Fmt: 610 - Imperial Int: 60 Min. Start: Thu - Jun 30, 2005 at 00:00 End: Thu - Jun 30, 2005 at 24:00 :ity/Tovn: County: WELD Location: CR-22 N/0 CR-49 File: D0630001.PRN Ln1-East Station Data Summary type Cycle Cars 2A-4T Buses 2A-SO 3A-SO 4A-SO 4A-ST 5A-ST 6A-ST 5A-MT 6A-NT 7A-MT None Other Total ;rand Totals 7 120 97 10 65 14 0 21 30 0 0 0 0 0 0 364 Percentages 1.92 32.97 26.65 2.75 17.86 3.85 0.00 5.77 8.24 0.00 0.00 0.00 0.00 0.00 0.00 Am/Ps Peak Hour Totals Type Cycle Cars 2A-4T Buses 2A-SO 3A-SO 4A-SO 4A-ST 5A-ST 6A-ST 5A-MT 6A-MT 7A-NT None Other Total km Hour 6-7 1 6 6 0 8 3 0 1 6 0 0 0 0 0 0 31 Percentages 14.29 5.00 6.19 0.00 12.31 21.43 0.00 4.76 20.00 0.00 0.00 0.00 0.00 0.00 0.00 8.52 Pm la 17-18 0 14 12 0 6 1 0 0 0 0 0 0 0 0 0 33 Per ages 0.00 11.67 12.37 0.00 9.23 7.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.07 COUNTER MEASURES 07-y - 005 *** Weekly Summary For Week Of June 26, 2005 *** 11:17 Pg 1 File: M0705002.PRN Sta: 062961000000 Id: 062961000000 CommId: 01 City/Town: County: WELD Location: CR-22 W/0 CR-49 Format: Lane Lane/s: 1-1 Lnl-West 26 27 28 29 30 1 2 Daily Wkday Wkend Time Sun Mon Tue Wed Thu Fri Sat Avg. Avg. Avg. 01:00 0 0 0 0 02:00 0 0 0 0 03:00 4 4 4 0 04:00 2 2 2 0 05:00 3 3 3 0 06:00 15 15 15 0 01:00 11 17 17 0 08:00 20 20 20 0 09:00 16 16 16 0 10:00 24 24 24 0 11:00 19 19 19 0 12:00 21 21 21 0 13:00 16 16 16 0 14:00 28 28 28 0 15:00 21 21 21 0 16: 22 22 22 0 17:• 32 32 32 0 18:00 23 23 23 0 19:00 21 21 21 0 20:00 12 12 12 0 21:00 11 11 11 0 22:00 8 8 8 0 23:00 3 3 3 0 24:00 3 3 3 0 Totals - - - - 341 - - 341 341 0 % Avg Wkday - - - - 100.0 - - 1 Avg Day - - - - 100.0 - - IN Peak fir None None None None 10:00 08:00 None IN Count - - - - 24 24 - PM Peak 8r None None None None 17:00 None None PM Count - - - - 32 - - • COUNTER MEASURES 0705 Volume by Type Report - D0630002.PRN 11:26 Pg 1 Sta: 62961000000 Id: 062961000000 CId: 01 Fit: 610 - Imperial Int: 60 Min. Start: Thu - Jun 30, 2005 at 00:00 End: Fri - Jul 01, 2005 at 24:00 City/Tovn: County: WELD Location: CR-22 W/0 CR-49 File: D0630002.PRN Ln1-West Thu - Jun 30, 2005 Type Cycle Cars 2A-4T Buses 2A-SO 3A-SO 4A-SU 4A-ST 5A-ST 6A-ST 5A-MT 6A-NT 7A-NT None Other Total 01:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Totals 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Totals 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 4 Hourly Totals 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 4 04:00 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 2 HolliTotals 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 2 05:00 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 3 Hourly Totals 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 3 06:00 0 7 5 0 2 0 0 0 1 0 0 0 0 0 0 15 Hourly Totals 0 7 5 0 2 0 0 0 1 0 0 0 0 0 0 15 07:00 0 7 7 0 3 0 0 0 0 0 0 0 0 0 0 17 Hourly Totals 0 7 7 0 3 0 0 0 0 0 0 0 0 0 0 17 08:00 1 9 7 0 2 0 0 0 1 0 0 0 0 0 0 20 Hourly Totals 1 9 7 0 2 0 0 0 1 0 0 0 0 0 0 20 09:00 0 3 9 0 0 2 0 1 1 0 0 0 0 0 0 16 Hourly Totals 0 3 9 0 0 2 0 1 1 0 0 0 0 0 0 16 10:00 0 10 9 2 2 0 0 0 1 0 0 0 0 0 0 24 Hourly Totals 0 10 9 2 2 0 0 0 1 0 0 0 0 0 0 24 11. 0 5 9 0 3 0 0 1 1 0 0 0 0 0 0 19 Hourly Totals 0 5 9 0 3 0 0 1 1 0 0 0 0 0 0 19 COUNTER MEASURES 07.05 Volume by Type Report - 00630002.PRN 11:26 Pg 2 Thu - Jun 30, 2005 Type Cycle Cars 2A-4T Buses 2A-SU 3A-SU 4A-SU 4A-ST SA-ST 6A-ST 5A-MT 6A-NT 7A-MT None Other Total 12:00 0 10 5 0 0 2 0 1 3 0 0 0 0 0 0 21 Hourly Totals 0 10 5 0 0 2 0 1 3 0 0 0 0 0 0 21 13:00 0 5 6 0 4 0 0 1 0 0 0 0 0 0 0 16 Hourly Totals 0 5 6 0 4 0 0 1 0 0 0 0 0 0 0 16 14:00 1 6 6 1 7 3 0 0 4 0 0 0 0 0 0 28 Hourly Totals 1 6 6 1 7 3 0 0 4 0 0 0 0 0 0 28 15:00 1 5 11 0 0 0 0 3 1 0 0 0 0. 0 0 21 Hourly Totals 1 S 11 0 0 0 0 3 1 0 0 0 0 0 0 21 16:00 0 7 10 0 1 1 0 0 3 0 0 0 0 0 0 22 Hourly Totals 0 7 10 0 1 1 0 0 3 0 0 0 0 0 0 22 17.0 0 10 7 0 1 1 0 4 9 0 0 0 0 0 0 32 Hourly Totals 0 10 7 0 1 1 0 4 9 0 0 0 0 0 0 32 18:00 0 8 7 0 4 2 0 1 1 0 0 0 0 0 0 23 Hourly Totals 0 8 7 0 4 2 0 1 1 0 0 0 0 0 0 23 19:00 0 6 8 0 2 0 0 2 3 0 0 0 0 0 0 21 Hourly Totals 0 6 8 0 2 0 0 2 3 0 0 0 0 0 0 21 20:00 0 3 3 1 3 2 0 0 0 0 0 0 0 0 0 12 Hourly Totals 0 3 3 1 3 2 0 0 0 0 0 0 0 0 0 12 21:00 0 6 3 0 0 1 0 1 0 0 0 0 0 0 0 11 Hourly Totals 0 6 3 0 0 1 0 1 0 0 0 0 0 0 0 11 22:00 1 3 2 0 0 0 0 1 1 0 0 0 0 0 0 8 Hourly Totals 1 3 2 0 0 0 0 1 1 0 0 0 0 0 0 8 23:00 0 0 1 0 0 0 0 0 2 0 0 0 0 0 0 3 H000tals 0 0 1 0 0 0 0 0 2 0 0 0 0 0 0 3 COUNTER MEASURES 0705 Volume by Type Report - 00630002.PRN 11:26 Pg 3 Thu - Jun 30, 2005 Type Cycle Cars 2A-4T Buses 2A-SO 3A-SU 4A-SO 4A-ST 5A-ST 6A-ST 5A-NT 6A-MT 7A-MT None Other Total 24:00 0 1 0 0 0 0 0 0 2 0 0 0 0 0 0 3 Hourly Totals 0 1 0 0 0 0 0 0 2 0 0 0 0 0 0 3 Daily Totals 6 114 118 4 34 14 0 16 35 0 0 0 0 0 0 341 Percentages 1.76 33.43 34.60 1.17 9.97 4.11 0.00 4.69 10.26 0.00 0.00 0.00 0.00 0.00 0.00 • • COUNTER MEASURES 0705 Volume by Type Report - D0630002.PRN 11:26 Pg 4 Sta: 62961000000 Id: 062961000000 CId: 01 Fit: 610 - Imperial Int: 60 Min. Start: Thu - Jun 30, 2005 at 00:00 End: Fri - Jul 01, 2005 at 24:00 City/Town: County: WELD Location: CR-22 W/O CR-49 File: 00630002.PRN Ln1-West Station Data Summary Type Cycle Cars 2A-4T Buses 2A-SD 3A-SO 4A-SU 4A-ST SA-ST 6A-ST 5A-MT 6A-MT 7A-MT None Other Total Grand Totals 6 114 118 4 34 14 0 16 35 0 0 0 0 0 0 341 Percentages 1.76 33.43 34.60 1.17 9.97 4.11 0.00 4.69 10.26 0.00 0.00 0.00 0.00 0.00 0.00 Am/Pm Peak Hour Totals Type Cycle Cars 2A-4T Buses 2A-SO 3A-SO 4A-SU 4A-ST 5A-ST 6A-ST 5A-NT 6A-NT 7A-MT None Other Total Ai Hour 9-10 0 10 9 2 2 0 0 0 1 0 0 0 0 0 0 24 Percentages 0.00 8.77 7.63 50.00 5.88 0.00 0.00 0.00 2.86 0.00 0.00 0.00 0.00 0.00 0.00 7.04 Pm Mk 16-17 0 10 7 0 1 1 0 4 9 0 0 0 0 0 0 32 PerIlWages 0.00 8.77 5.93 0.00 2.94 7.14 0.00 25.00 25.71 0.00 0.00 0.00 0.00 0.00 0.00 9.38 • • APPENDIX B Intersection Level of Service Analysis • HCM Unsignalized Intersection Capacity Analysis 2012 AM Total 101: WCR 22 & US 85 4/24/2007 Moverpettt -EBL E3 ! EBR WBL . VI1BT WBR ART !913T, NBR'l::SBL SBT_ SEIR Lane Configurations r r ti r Tt r Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 0 0 0 141 0 455 61 0 965 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 0 0 153 0 495 66 0 1049 0 Pedestrians Lane Width(ft). Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal(ft), pX, platoon unblocked vC, conflicting volume 1296 1610 524 1019 1543 247 1049 561 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 1296 1610 524 1019 1543 247 1049 561 tC, single(s) 7.5 6.5 - 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free % 100 100 100 100 100 80 100 100 chit capacity(veh/h) 95 104 498 191 11447-533 659 1006 lyyY ..s 3 r :�` ,.1 g., 3l t 5'iNlae...,....v . ...€i`.. ..G�.ii, "N'• .. T� €i€i�v��kx R 5F v-.u+sFvWfiS�tb'"^Rxw... Volume Total 0 153 247247 66 524 524 0 Volume Left 0 0 0 0 0 0 0 0 Volume Right; 0 153 0 0 66 0 0 ' 0 cSH 1700 753 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.00 0.20 0.15 _0.15 0.04 0.31 031 0.00 Queue Length 95th (ft) 0 19 0 0 0 0 0 0 Control Delay(s) 0.0 11.0 0.0 0.0' 0;0 0.0 0.0- 0.0 Lane LOS A B Approach Delay(s) " 0:0 11.0 0:0 0.0 Approach LOS Ar B '.'-u 7 i: Average Delay 1.0 Intersection Capacity Utilization 30.0% ICU Level of Service A Analysis Period (min) 15 • Alam 2012 AM Total Pioneer(LSC#061100) Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2012 AM Total 102: US 34 & WCR 49 4/24/2007 c t 4\ t '- 1 Movement : . .', BBL EBT : EBB WBL,. wBr WBR NBL NOT NBR BBL 'SfitT SBR Lane Configurations ►i 44 r ''s tt r ►Ij 14 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1:00 0.95 1,00 1:00 0.95 1.00 1.00 1:00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.87 0.97 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.99 Satd. Flow(prot) 1770 3539 1583 1770 3539 1583 1770 1627 1792 Flt Permitted 0:55 1.00 1.00 0.51 1.00 1.00 0.74 1.00 0.95 Satd. Flow(perm) 1017 3539 1583 944 3539 1583 1381 1627 1721 Volume(vph) 5 370 87 133 315 5 166 28 148 5 13 5 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 5 402 95 145 342 5 180 30 161` 5 14 5 RTOR Reduction (vph) 0 0 63 0 0 3 0 107 0 0 3 0 Lane Group Flow(vph) 5 402 32 145 342 2 180 84 0 0 21 0 Turn Type pm+pt Perm pm+pt Perm Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 8 2 6 Actuated Green, G,(s) 20:0 16.0 16.0 20.0 16.0 16.0 16.0 16.0 =16.0 Effective Green, g (s) 20.0 16.0 16.0 20.0 16.0 16.0 16.0 16.0 16.0 Actuated g/C Ratio 0.42 0.33 033 0.42 0.33 0.33 0.33 0.33 0.33 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 487 1180 528 462 1180 528 460 542 574 • v/s Ratio Prot 0.00 c0.11 c0.03 0.10 0.05 Ws Ratio Perm 0.00 0.02 0.10 0.00 c0.13 0.01 v/c Ratio 0.01 0.34 0.06 0.31 0.29 0.00 0.39 0.15 0.04 Uniform Delay, d1' 82 12.0 10.9 8:9 11.8 10.7 12.3 11.2 10.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0:8 0.2 1:8 0:6 0.0 ` 2:5 0.6 0.1 Delay(s) 8.2 12.8 11.1 10.7 12.4 10.7 14.8 11.9 10.9 Level of Service A B B B B B BB B Approach Delay(s) 12.4 11.9 13.3 10.9 Approach LOS BBBBB A fht u. FT-14 ?! x t 4 .e 3. ii,4:44 .. �; .3 14 HCM Average Control Delay 12.4 HCM Level of Service B HCM Volume to Capacity ratio 0.36 Actuated Cycle Length(s) 48.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 43.5% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Alam 2012 AM Total Pioneer(LSC#061100) Page 2 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2012 AM Total 103: 1-76 WB Ramps & WCR 49 4/24/2007 • f -fr ~ 4 4\ t t ti 1 4/ Movement EBL EBT EBR WBL V1/BT WBR ` NBL NBT NBR` BBL SBT SBR Lane Configurations 4 (+ 4 t Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 0 5 5 87 10 278 0 0 181 790 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 5 5 95 11 302 0, 0 197 859 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 16 Median type None None Median storage veh) Upstream signal (ft) 434 pX, platoon unblocked vC, conflicting volume 523 521 197 521 521 302 197 302 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 523 521 197 521 521 302 197 302 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage(s) tF(s) `i 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free% 100 100 100 99 99 87 99 100 cM capacity(vehih) 399 456 844 463 456 737 1376 1259 n .• tV..a ry mr ee. -. a.u. Volume Total 105 313 197 859 Volume Left 5 11 0 0 Volume Right 95 0 0 859 cSH 822 1376 1700 1700 Volume to Capacity 0.13 0.01 0.12 0.51 Queue Length 95th (ft) 11 1 0 0 Control Delay(s)' 10.8 _ 0.3 0.0 0.0 Lane LOS B A Approach Delay(s) 10.8 0.3 0.0 Approach LOStrite B . ... ...art,941Sttrtni, v, Average Delay 0.8 Intersection Capacity Utilization 77.4% ICU Level of Service D, Analysis Period (min) 15 • Alam 2012 AM Total Pioneer(LSC#061100) Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2012 AM Total 104: 1-76 EB Ramps & WCR 49 4/24/2007 ID f -. - , c *- k- 4\ t i. \, 4, d Movem t `"EBL EBT -.EBR WBL WBT G R NBL NBT NBR' SBL SBT --SBR Lane Configurations 4. i 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 Frt 0.99 0.97 1.00 FIt Protected 0.96 1.00 0.96 Satd. Flow(prot) 1765 1803 1786 FIt Permitted 0.96 1.00 0.74 Satd. Flow(perm) 1765 1803 1383 Volume(vph) 273 5 20 0 0 0 0 15 5 156 25 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 297 5 22 0 0 0 0 16 5 170 27 0 RTOR Reduction(vph) 0 3 0 0 0 0 0 3 0 0 0 0 Lane Group Flow(vph) 0 321 0 0 0 0 0 18 0 0 197 0 Turn Type Perm Perm Protected Phases 4 2 6 Permitted Phases 4 6 Actuated Green, G (s) 49.0 43.0 43.0 Effective Green, g (s) 49.0 43.0 43.0 Actuated g/C Ratio 0.49 0,43 0.43 Clearance Time(s) 4.0 4.0 4.0 Lane Grp Cap (vph) 865 775 595 ipv/s Ratio Prot 0.01 v/s Ratio Perm 0.18 c0.14 v/c Ratio 0.37 0.02 0.33 Uniform Delay,dl 15.9 16.4 18.9 Progression Factor 1.00 1.00 0.93 Incremental Delay, d2 1.2 0.1 1.2 Delay(s) 17.1 16.5 18.9 Level of Service B B B Approach Delay(s) 17.1 0.0 16.5 18.9 Approach LOS B A B B HCM Average Control Delay 17.7 HCM Level of Service B HCM Volume to Capacity ratio 0.35 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 39.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 0 Alam 2012 AM Total Pioneer(LSC#061100) Page 4 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2012 AM Total 107: WCR 22 & WCR 49 4/24/2007 l I ~ t 4\ t t ti 1 J Movement ESL EBT EBR INBL Win WBR ' NBL NBT NEIN ..ESL EST SBR Lane Configurations 4+ 4+ 11 1' r '1 1+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1:00 1.00 1.00 1.00 1.00 -1.00 Frt 0.95 0.98 1.00 1.00 0.85 1.00 0.99 Fit Protected 0.99 0.97 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1753 1769 1770 1863 1583 1770 1849 Flt Permitted 0.91 0.76 0.53 1.00 1.00 0.60 1.00 Satd. Flow(perm) 1609 1394 979 1863 1583 1117 1849 Volume(vph) 15 46 38 314 126 85 64 188 119 32 " 193 10 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 16 50 41 341 137 92 70 204 129 35 210 11 RTOR Reduction (vph) 0 23 0 0 10 0 0 0 0 0 1 0 Lane Group Flow(vph) 0 84 0 0 560 0 70 204 129 35 220 0 Turn Type Perm Perm pm+pt Free pm+pt Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 Free 6 Actuated Green, G'(s) , 43.0 43.0 46.7 40.8 100.0 43.3 39.1 Effective Green, g (s) 43.0 43.0 46.7 40.8 100.0 43.3 39.1 Actuated g/C Ratio 043 043 0.47 0.41 1.00; 0.43 0.39 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 692 599 504 760 1583 511 723 Ws Ratio Prot c0.01 0.11 0.00 c0.12 v/s Ratio Perm 0.05 c0.40 0.06 c0.08 0.03 v/c Ratio 0.12 0:94 0.14 0:27 0.08 0.07 0.30 Uniform Delay, dl 17.1 27.2 15.0 19.7 0.0 16.4 21.0 Progression Factor 1.00 1.00 0.44 0.62 1.00 1.00 1.00 Incremental Delay, d2 0.1 22.0 0.1 0.8 0.1 0.1 1.1 Delay(s) 17.2 49.2 6:8 13.0 01 16.5 22.1 Level of Service B D A B A B C Approach Delay(s) 17.2 49.2 7.8 21.4 Approach LOS B D A C ¢ HCM Average Control Delay 28.8 HCM Level of Service C HCM Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • Alam 2012 AM Total Pioneer(LSC#061100) Page 5 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2012 AM Total 108: Road C & WCR 49 4/24/2007 • I t P '► 1 Movement WIN. WBR NBT N4R SBA. SST Lane Configurations ►t P + P '1 + Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Mil. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1583 1863 1583 1770 1863 Flt Permitted 0.95 1.00 1.00 1.00 0.44 1.00 Satd. Flow(perm) 1770 1583 1863 1583 815 1863 Volume(vph) 443 127 244 156 45 499 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 482 138 265 170 49 542 RTOR Reduction (vph) 0 79 0 107 0 0 Lane Group Flow(vph) 482 59 265 63 49 542 Turn Type Perm Perm pm+pt Protected Phases 3 2 1 6 Permitted Phases 8 3 2 6 Actuated Green, G (s) 43.0 43.0 37.0 37.0 49.0 49.0 Effective Green, g (s) 43.0 43.0 37.0 37.0 49.0 49.0 Actuated g/C Ratio 0.43 0.43 0.37 :0.37 0.49 0.49 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 761 681 689 586 476 913 • v/s Ratio Prot c0.27 0.14 0.01 c0.29 v/s Ratio Perm 0.04 0.04 0.04 v/c Ratio 0.63 0.09 0.38 0.11 0.10 0.59 Uniform Delay, dl 22.3 16.9 23.1 :20.7 14.0 18:3 Progression Factor 1.00 1.00 0.57 0.08 1.00 1.00 Incremental Delay, d2 4.0 0.3 1.6 a4 0.3 2.1 Delay(s) 26.3 17.1 14.9 2.0 14.3 20.5 Level of Service C BB A BC Approach Delay(s) 24.3 9.8 20.0 Approach LOS C A B HCM Average Control Delay 18.9 HCM Level of Service B HCM Volume to Capacity ratio 0.61 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 8`.0 Intersection Capacity Utilization 57.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • Alam 2012 AM Total Pioneer(LSC#061100) Page 6 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2012 AM Total 112: WCR 22 & Site Access 4/24/2007 • r4 4\ /' Movement EBT EBR WBL WBT NFL NBR Lane Configurations '+ 4 V Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 123 74 0 329 196 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 134 80 0 358 213 0 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 214 532 174 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 214 532 174 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 • p0 queue free % 100 58 100 cM capacity(veh/h) 1356 508 870 Volume Total 214 358 213 Volume Left 0 0 213 Volume Right 80 0 0 cSH 1700 1356 508 Volume to Capacity 0.13 0.00 0.42 Queue Length 95th (ft) 0 0 51 Control Delay(s) 0.0 0.0 17.1 Lane LOS C Approach Delay(s) 0.0 0.0 17.1 Approach LOS C Sm. : t'6 »».w,,... H. um FSIiL5iNy 9 ..... :..... :. . . .'. cx ..7 Average Delay 4.6 Intersection Capacity Utilization 34.8% ICU Level of Service A Analysis Period (min) 15 • Alam 2012 AM Total Pioneer(LSC#061100) Page 7 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2012 AM Total 113: WCR 22 & Road B 4/24/2007 • te ~ 4 p Movement EBT. EBR 'WBL WBT NB[ NBR Lane Configurations j, 4 Sign Control Free Free ` Stop Grade 0% 0% 0% Volume(veh/h) 82 41 0 234 94 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 89 45 0 254 102 0 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 134 366 111 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 134 366 111 tC, single (s) 4.1 6.4 6.2 tC, 2 stage(s) tF(s) i 22 3.5 3.3 p0 queue free % 100 84 100 cM capacity(veh/h) 1451 634 942 Volume Total 134 254 - 102 Volume Left 0 0 102 Volume Right 45 0 0 cSH 1700 1451 634 Volume to Capacity 0.08 0.00 0.16 Queue Length 95th (ft) 0 0 14 Control Delay(s) 0.0 0.0 11.8 Lane LOS B Approach Delay(s) 0.0 0.0 11.8 Approach LOS B „, Average Delay 2.5 Intersection Capacity Utilization 24.2% ICU Level of Service A Analysis Period (min) 15 • Alam 2012 AM Total Pioneer(LSC#061100) Page 8 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2012 AM Total 114: WCR 22 & WCR 51 4/24/2007 • f ~ 4\ P Movement ` EBT EBR WBL WBT Nt3L' 'NOR Lane Configurations it" 4 ►{r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 32 50 0 93 141 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 35 54 0 101 153 0 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 89 163 62 vC1 stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 89 163 62 tC, single (s) 4.1 6.4 6.2 tC, 2 stage(s) tF(s) 2.2 3.5 3.3 • p0 queue free % 100 81 100 cM capacity(veh/h) 1506 828 1003 (Leis .7n Mfr zf k,k-4 . ;:i4M4 ._. Volume Total 89 101 153 Volume Left 0 0 153 Volume,Right 54 0 0 cSH 1700 1506 828 Volume to Capacity 0.05 0.00 0.19 Queue Length 95th (ft) 0 0 17 Control Delay(s) 0.0 0.0 10.3 Lane LOS B Approach Delay(s) 0.0 0.0 10.3 Approach LOS B Average Delay 4.6 Intersection Capacity Utilization 19.4% ICU Level of Service A Analysis Period (min) 15 • Alam 2012 AM Total Pioneer(LSC#061100) Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2012 AM Total 115: WCR 22 & Road E 4/24/2007 4\ /4. Movement EBT EBR WBL WBT . NBL NBi2 Lane Configurations '' t V Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 0 32 0 0 93 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 35 0 0 101 0 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 35 17 17 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 35 17 17 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3, • p0 queue free°/0 100 90 100 cM capacity(veh/h) 1577 1001 1061 3 - :ay iF a., J' ,l_ , li3i€ ?,g.¢a Volume Total 35 0 101 Volume Left 0 0 101 Volume Right 35 0 0 cSH 1700 1700 1001 Volume to Capacity 0.02 0.00 0.10 Queue Length 95th (ft) 0 0 8 Control Delay(s) 0.0 0.0 9.0 Lane LOS A Approach Delay(s) 0.0 0.0 9.0 Approach LOS A Average Delay 6.7 Intersection Capacity Utilization 15.2% ICU Level of Service A Analysis Period (min) 15 • Alam 2012 AM Total Pioneer(LSC#061100) Page 10 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2012 AM Total 128: Road C & Site Access 4/24/2007 • -♦ f — 4\ t 4, 1 Movement EBL .EBT rEtiR ..WBL WBT .WBR . NBL -NBT,. NBR';: SBL . SBT SBR Lane Configurations 4 r 44 4+ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 16 55 105 1 124 0 , 307 0 4 0 0 37 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 17 60 114 1 135 0 334 0 4 0 0 40 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 135 174 272 232 60 236 346 135 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 135 174 272 232 60 236 346 135 tC, single(s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free % 99 100 48 100 100 100 100 96 cM capacity(veh/h) 1450 1403 644 660 1006 709 570 914 Volume Total 77 114 136 338 40 Volume Left 17 0 1 334 0 Volume Right 0 114 0 4 40 cSH 1450 1700 1403 647 914 Volume to Capacity 0.01 0.07 0.00 0.52 0.04 Queue Length 95th (ft) 1 0 0 76 3 Control Delay(s) 1.8 0.0 0.1 16.5 9.1 Lane LOS A A C A Approach Delay(s) 0.7 0.1 16.5 9.1 Approach LOS C A latettat$ Average Delay 8.6 • Intersection Capacity Utilization 44.3% ICU Level of Service A Analysis Period (min) 15 • Alam 2012 AM Total Pioneer(LSC#061100) Page 11 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2012 AM Total 129: Road C & WCR 51 4/24/2007 Movement EBL EBT ,EBR 4UBL -WET WBR NB4 NBT .NBR SBL BT. SBR Lane Configurations 4, 4 4, 4+ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 20 17 7 0 51 0 21 27 0 0 9 54 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 22 18 8 0 55 0 23 29 0 0 10 59 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage. Right turn flare(veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 55 26 185 121 22 136 125 55 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 55 26 185 121 22 136 125 55 tC, single(s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage(s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free% 99 100 97 96 100 100 99 94 cM capacity(veh/h) 1549 1588 716 758 1055 802 755 1011 Volume Total 48 55 52 68 Volume Left 22 0 23 0 Volume Right 8 0 0 59 cSH 1549 1588 739 964 Volume to Capacity 0.01 0.00 0.07 0.07 Queue Length 95th (ft) 1 0 6 6 Control Delay(s) 3.4 0.0 10.2 9.0 Lane LOS A B A Approach Delay(s) 3.4 0.0 10.2 9.0 Approach LOS p B A Average Delay 5.9 Intersection Capacity Utilization 25.0% ICU Level of Service A Analysis Period (min) 15 • Alam 2012 AM Total Pioneer(LSC#061100) Page 12 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2012 PM Total 101: WCR 22 & US 85 4/24/2007 • 4— 4"- 4\ t V -' Movement EBE .• EEO EBR WBL WU WBR rNBL NEM ,NBR _EEL 'SET ':SBR Lane Configurations r r 44+ r tt r Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 0 0 0 100 0 1135 92 0 665 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 0 0 109 0 1234 100 0 723 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1340 2057 361 1595 1957 617 723 1334 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1340 2057 361 1595 1957 617 723 1334 tC, single(s) 7.5 6.5 6.9 - 7.5 6.5 6.9 4.1 4.1 tC, 2 stage(s) tF(s) 3:5 4.0 3.3 3.5 4:0 3.3 2.2 2.2 • p0 queue free % 100 100 100 100 100 75 100 100 cM capacity(veh/ti) 83 55 635 jy y7,2 63 {�4]�33 875 y yy� 513 .. .; ..h.:m.'z x. z 4Te'f$ r3 Grv.. e'N 1. 41tt .r8 © wR'2 jT'vF£F 3 R.l e`;xi•tin t. tEY'S tt ... t...t. .:': Volume Total 0 109 617 617 100 361 361 0 Volume Left 0 0 0 0 0 0 0 0 Volume Right 0 109 0 0 100 0 0 0 cSH 1700 433 1700 1700 1700 1700 1700 1700 Volume to Capacity 0:00 0.25 0.36 0.36 0.06 0.21 0.21 0,00 Queue Length 95th (ft) 0 25 0 0 0 0 0 0 Control Delay(s) 0:0 16:1 0.0 0:0 0.0 0.0_ 0.0 0.0 Lane LOS A C Approach Delay(s) 0.0 -16.1 0.0 0.0 Approach LOS A C Inter,_r a[ttit Average Delay 0.8 Intersection Capacity Utilization 44.2% ICU Level of Service A Analysis Period (min) 15 • Alam 2012 PM Total Pioneer(LSC#061100) Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2012 PM Total 102: US 34 & WCR 49 4/24/2007 Mavernertt BBL BST !„sBp .WBL WWI tABR -NBL NBT NSW SBt_ sm. SBR Lane Configurations ' ft r '1 +f r t,, et+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0:95 1:00 1.00 0.95 1:00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.89 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.99 Satd. Flow(prot) 1770 3539 1583 1770 3539 1583 1770 1649 1825 At Permitted 0.47 1.00 1.00 0.36 1.00 1.00 0.73 1.00 0.98 Satd Flow(perm) 874 3539 1583 677 3539 1583 1356 1649 1795 Volume(vph) 5 535 254 62 410 5 210 20 65 5 32 5 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 5 582 276 67 446 5 228 22 71 5 35 5 RTOR Reduction (vph) 0 0 184 0 0 3 0 47 0 0 3 0 Lane Group Flow(vph)' 5 582 92 67 - '446 2 228 46 0 0 42 0 Turn Type pm+pt Perm pm+pt Perm Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 8 2 6 Actuated Green, G(s) 20.0 16`0 16.0 20.0 ,16.0 16.0 16.0 16.0 16.0 Effective Green, g (s) 20.0 16.0 16.0 20.0 16.0 16.0 16.0 16.0 16.0 Actuated g/C Ratio 0.42 0.33 0.33 0:42 0.33 0.33 0.33 0.33 0.33 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 439 1180 528 373 1180 528 452 550 598 • v/s Ratio Prot 0.00 c0.16 c0.01 0.13 0.03 v/s Ratio Perm 0.00 0.06 0.06 0.00 c0.17 0.02 v/c Ratio 0.01 0.49 0.17 0.18 0.38 0.00 0.50 0.08 0.07 Uniform Delay, d1 8:2 12:8 11.3 8.6 12.2 _ 107 12.8 11.0 10.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 1.5 0.7 1.1 0.9 0.0 4.0 0.3 02 Delay(s) 8.2 14.2 12.0 9.6 13.1 10.7 16.8 11.3 11.1 Level of Service A BB A BBBB B Approach Delay(s) 13.5 12.7 15.2 11.1 Approach LOS B BBB n kiit4 . HCM Average Control Delay 13.5 HCM Level of Service B HCM Volume to Capacity ratio 0.46 Actuated Cycle Length(s) 48.0 Sum of lost time(s) 12:0 Intersection Capacity Utilization 46.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2012 PM Total Pioneer(LSC#061100) Page 2 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2012 PM Total 103: 1-76 WB Ramps & WCR 49 4/24/2007 • f —• r ~ k- 4\ t t `- 1 d Movement ESL Eat EBB WBL Wet. WBR MBI NBT 'NSW SBL . SOT SBR Lane Configurations 4 P 4 t r Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 0 10 5 169 5 890 0 0 140 499 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 11 5 184 5 967 0 0 152 542 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage, Right turn flare (veh) 16 Median type None None Median storage veh) Upstream signal (ft) 434 pX, platoon unblocked vC, conflicting volume 1133 1130 152 1130 1130 967 152 967 vC1, stage 1 conf vol vC2, stage 2 con vol vCu, unblocked vol 1133 1130 152 1130 1130 967 152 967 tC, single(s) 7.1 65 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage(s) IF(s) 3.5 4.0 3.3 3:5 4:0 3.3 2:2 2.2 • p0 queue free % 100 100 100 94 97 40 100 100 cM capacity(veh/Et) 71 203 894 180 203 308 1429 712 Di*trat, ., 4 NB 1 .` .$4A0 12,:l Volume Total 200 973 152 542 Volume Left 11 5 0 0 Volume Right 184 0 0 542 cSH 336 1429 1700 1700 Volume to Capacity 0.60 0:00 0.09 0.32 Queue Length 95th (ft) 91 0 0 0 Control Delay(s) 32,0 0.1 0.0 0.0 Lane LOS D A Approach Delay(s) 32.0 0.1 0.0 Approach LOS D (ntersett O ty Average Delay 3.5 Intersection Capacity Utilization 91.3% ICU Level of Service F Analysis Period (min) 15 • Alam 2012 PM Total Pioneer(LSC#061100) Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2012 PM Total 104: 1-76 EB Ramps & WCR 49 4/24/2007 III S -. l 4\ t t y 1 d Movement . EBL ,EBT EBR WBL WBT WBR NBL NBT" 1 BR`' Sat. " ;sBT Sef Lane Configurations 4+ 1+ 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 190O 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 Lane Util. Factor 1.00 1:00 1.00 Frt 1.00 0.98 1.00 Flt Protected 0.95 1`.00 0.96 Satd. Flow(prot) 1774 1830 1794 Flt Permitted 0.95 1.00 0.75 Satd. Flow(perm) 1774 1830 1399 Volume(vph) 865 5 5 0 0 0 0 30 5 115 35 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) ' 940 5 5 0 0 0 0 33 5, 125 38 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 4 0 0 0 0 Lane Group Flow(vph) 0 950 0 0 0 0 0 34 0 0 163 0 Turn Type Perm Perm Protected Phases 4 2 6 Permitted Phases 4 6 Actuated Green, G(s) 71.0 21.0 21.0 Effective Green, g (s) 71.0 21.0 21.0 Actuated g/C Ratio 0.71 0.21 0.21 Clearance Time (s) 4.0 4.0 4.0 Lane Grp Cap (vph) 126O 384 294 • v/s Ratio Prot 0.02 . v/s Ratio Perm 0.54 CO 12 v/c Ratio 0.75 0.09 0.55 Uniform Delay, d1 9.0 31.8 35.3 Progression Factor 1.00 1.00 0.94 Incremental Delay, d2 4:2 0.5 6.8 Delay(s) 13.3 32.3 40.2 Level of Service B C D Approach Delay(s) 13.3 0.0 32.3 40.2 Approach LOS ##yy B A C D €�ANY�r }"?!I?e�tJ.."—" , ,"; . tusx w2u.,,-us t ..i,wrc k S.?:? .. „ i.., r,iitt € zip. '`1 - , .,.i, ., 1M:: HCM Average Control Delay 17/ HCM Level of Service B HCM Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 8.0" Intersection Capacity Utilization 70.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • Alam 2012 PM Total Pioneer(LSC#061100) Page 4 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2012 PM Total 107: WCR 22 & WCR 49 4/24/2007 ID -, -. c *- k• 4\ t /* \* 1 Movement „ 15;ii • ,≥. .:Ea EBT EBR WBL WBT WBR. hilit 1.._;;NBT .NBR SBL SBT SBR Lane Configurations 4+ 4+ 11 + r '4 Ideal:Flow(vphpl) 1900 1900 1900 :1900 1900 1900 1900 1900 '1900 : 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane !Ail.Factor 1.00 1.00 1.00 1.00 1:00 1.00 1:00 Frt 0.96 0.98 1.00 1.00 0.85 1.00 0.99 FIt Protected:: 1.00 0.97 0.95 1:00 1.00 •0:95 1.00 Satd. Flow(prot) 1780 1769 1770 1863 1583 1770 1837 Flt Permitted 0.97 057 0.60 1.00 1.00 0.52 1.00 • Satd. Flow(perm) 1728 1040 1110 1863 1583 961 1837 Volume(vph).:: : - 15: 144 71 204 01 '55 47 235:: 358 . 97' . :200 20 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph):. . :16 • :157 77 222 : 88 60 51 255.. 389 105. 217. . 22 RTOR Reduction(vph) 0 22 0 0 9 0 0 0 0 0 2 0 Lane`t3roup.flow(vph) ... .... .0. 228 0 : 0 361 .:::-:0'.:' . 51 : 255..:. : 389 :. 105: 237 :0 Turn Type Perm Perm pm+pt Free pm+pt Protected Phases: • • 4 :.. .. .::. : .. Permitted Phases 4 8 2 Free 6 Actuated Green, G(s): :: ...33.1•:. • 33;1 ...::!• .•52.A.••:."471'.. 1.004.::: ; 57.4 : SO:7: ::. -.: - Effective Green,g(s) 33.1 33.1 52.4 47.7 100.0 57.4 50.2 - Actuated 0.52 :.(.00.:,:..1.00:.. 0,57 0:40:.:::•••.;••:•:.: gl�-1p ::.:::.. .. .:0.33 0.33 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle ExtensIon1s).:::''.:::... ••:. :.:..3:0 3.0 `::: : :3:0:. .. •3:Q:: ;0.M...;::..,!' ''..34:1. Lane Grp Cap(vph) 572 344 613 889 1583 610 922 v/s'Ratia Prot • •••.• : •0•110.:,..00.14:.: ..: .: ''041 •',O.:13 vls Ratio Perm 0.13 c0.35 0.04 c0.25 0.09 vlc Ratio',. 0.40 105 0.08 0.29 0.25 017:: . .0.26 Uniform Delay,d1 25.8 33.4 11.7 15.8 0.0 9.9 14.2 Progression Factor 1.00 1.00 0.26 028 1.00:.'`1..00! ':1'.00: Incremental Delay, d2 0.5 61.7 0.0 0.6 0.3 0.1 0.7 Delay(s) 28:2 95:2 3:1 • 5;.1..• !03.:: ::'1001• 14.9 Level of Service C F A A A B B Approach Delay(s) 26.2 • .: 95:2 2.3 ':: :: .° • :' 13.4 Approach LOS C F A B Intersection.Summary - HCM Average Control Delay 28.9 HCM Level of Service C HCM'Vclume 1d-CaPAY a i ..ratio : 056. :. • . . . Actuated Cycle Length(s) 100.0 Sum of lost time(s) 8.0 Intersection Capapty:Utilization 62:7% ICU:Level of Service B • Analysis Period (min) 15 c :Critical:Lane Group ` II Alam 2012 PM Total Pioneer(LSC # 061100) Page 5 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2012 PM Total 108: Road C & WCR 49 4/24/2007 • { t t ti 1 Moverrtant WBL WBR NBT NBR SBL SBT Lane Configurations P T P T Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1583 1863 1583 1770 1863 Flt Permitted 0.95 1.00 1.00 1.00 0.20 1.00 Satd. Flow(perm) 1770 1583 1863 1583 382 1863 Volume (vph) 285 82 558 511 146 354 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 310 89 607 555 159 385 RTOR Reduction (vph) 0 62 0 294 0 0 Lane Group Flow(vph) 310 27 607 261 159 385 Turn Type Perm Perm pm+pt Protected Phases 3 2 1 6 Permitted Phases 8 3 2 6 Actuated Green, G(s) 30:0 30:0 47.0 47.0 62.0 62.0 Effective Green, g (s) 30.0 30.0 47.0 47.0 62.0 62.0 Actuated g/C Ratio 0:30 0.30' 047 ':0.47 0.62 0.62 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 531 475 876 744 390 1155 . v/s Ratio Prot c0.18 c0.33 c0.04 0.21 Ws Ratio Perm 0.02 0.16 0.21 v/c Ratio 0.58 0.06 0.69 0.35 0.41 0.33 Uniform Delay,dl 29:7 24.9 20.8 <16.8 12:5 9:1' Progression Factor 1.00 1.00 0.70 0.38 0.95 0.81 Incremental Delay,d2 4.6 0.2 3.6 1,0 2.7 0.7 Delay(s) 34.3 25.1 18.1 7.4 14.6 8.1 Level of Service CC B A B A Approach Delay(s) 32.3 13.0 10.0 Approach LOS C B A fx5. ' b,:^,tg taF ,t k,w y s•. i .. :r. °t�' HCM Average Control Delay 15.9 HCM Level of Service B HCM Volume to Capacity ratio 0.62 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 12.0, Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • Alam 2012 PM Total Pioneer(LSC#061100) Page 6 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2012 PM Total 112: WCR 22 & Site Access 4/24/2007 r 4\ /I" Movement , EBT` EBR WBL 1NBT NBL NBR Lane Configurations T.> 4 Sign Control Free Free Stop Grade 0% 0% 0% Volume,(veh/h) 376 223 0 213 127 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 409 242 0 232 138 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 651 761 530 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 651 761 530 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 . p0 queue free % 100 63 100 cM capacity(veh/h) 935 373 549 Volume Total 651 232 138 Volume Left 0 0 138 Volume Right 242 0 0 cSH 1700 935 373 Volume to Capacity 0.38 0.00 0.37 Queue Length 95th (ft) 0 0 42 Control Delay(s) 0.0 0.0 20.2 Lane LOS C Approach Delay(s) 0.0 0.0 20.2 Approach LOS C Average Delay 2.7 Intersection Capacity Utilization 47.1% ICU Level of Service A Analysis Period (min) 15 S Alam 2012 PM Total Pioneer(LSC#061100) Page 7 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2012 PM Total 113: WCR 22 & Road B 4/24/2007 • —D• q ~ 4 r Movement EBT EBR WBt WBT NBL NSft Lane Configurations '. 4 'f Sign Control Free Free Stop Grade 0% 0% 0% Volume,(veh/h) 272 104 0 151 62 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 296 113 0 164 67 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 409 516 352 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 409 516 352 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 4, p0 queue free % 100 87 100 cM capacity(veh/h) 1150 519 691 Direction,e ,. :e.Tiaa4Aci O3i`>.+�. T"v ;L: Volume Total 409 164 67 Volume Left 0 0 67 Volume Right 113 0 0 cSH 1700 1150 519 Volume to Capacity 0.24 0.00 0.13 Queue Length 95th (ft) 0 0 11 Control Delay(s) 0.0 0.0 13.0 Lane LOS B Approach Delay(s) 0.0 0.0 13.0 Approach LOS B �. , ..e . n � Average Delay 1.4 Intersection Capacity Utilization 30.7% ICU Level of Service A Analysis Period (min) 15 • Alam 2012 PM Total Pioneer(LSC#061100) Page 8 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2012 PM Total 114: WCR 22 & WCR 51 4/24/2007 • ~ ti r movement EST EBR :WBL WBT NBL. NBR Lane Configurations 1.) 4 ►� Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 108 163 0 60 91 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 117 177 0 65 99 0 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 295 271 206 vC1, stage 1 conf vol vC2, stage 2 conf vo! vCu, unblocked vol 295 271 206 tC, single (s) 4.1 6.4 6.2 tC, 2 stage(s) tF(s) 2.2 3.5 3.3 • p0 queue free % 100 86 100 cM capacity @_ (veh/h) 1267. 718 835 D ion,t{L ate# iu t � is xi s-+aa.l, - ry Vr„ .y t,...£xaea vgd4 .�-4 4 icy E.. a.t.T?t*; .- v .� ..ax.a awv.. Volume Total 295 65 99 Volume Left 0 0 99 Volume Right 177 0 0 cSH 1700 1267 718 Volume to Capacity 0.17 0.00 0.14 Queue Length 95th (ft) 0 0 12 Control Delay(s)! 0.0 0.0 10.8 Lane LOS B Approach Delay(s) 0.0 0.0 10.8 Approach LOS B Average Delay 2.3 Intersection Capacity Utilization 27.4% ICU Level of Service A Analysis Period (min) 15 • Alam 2012 PM Total Pioneer(LSC#061100) Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2012 PM Total 115: WCR 22 & Road E 4/24/2007 • 4 4 1* Movement •. • EBT ,EBR WBL UI/BT NBL NB#t et— Lane Configurations t V Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 0 108 0 0 60 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 117 0 0 65 0 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 117 59 59 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 117 59 59 tC, single(s) 4.1 6:4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 • p0 queue free% 100 93 100 }cM capacity(veh/h) 'r �1{4�7.1 948 1007 .d V. .f✓✓.', aY'r.F a�.... w.',� `NY Y ... ..�. t u. .. �J 3k.,, '"?t .y v-5 .c4 -+Volume Total 117 0 65 Volume Left 0 0 65 Volume Right 117 0 0 cSH 1700 1700 948 Volume to Capacity 0.07 0.00 0.07 Queue Length 95th (ft) 0 0 6 Control Delay(s) 0.0 0.0 9.1 Lane LOS A Approach Delay(s) 0.0 0.0 9.1 Approach LOS A - _ Average Delay 3.2 Intersection Capacity Utilization 16.7% ICU Level of Service A Analysis Period (min) 15 • Alam 2012 PM Total Pioneer(LSC#061100) Page 10 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2012 PM Total 128: Road C & Site Access 4/24/2007 • —. ~ e t t " 1 d Movement EBL EBT EBR WBL WBT WBR. NBL NBT NBR 'SBL `SBT SBR Lane Configurations Q if 4' 4+ 4, Sign Control, Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 41 145 356 5 90 0 197 0 3 0 0 24 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 45 158 387 5 98 0 214 0 3 0 0 26 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 98 545 382 355 158 359 742 98 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 98 545 382 355 158 359 742 98 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage(s) tF(a) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free % 97 99 61 100 100 100 100 97 cM capacity(veh/h) 1495� ^ i}- WB 1 1024 ( 546 550 888 579 331 958.. - ^... 'f:fii 'r2 ar 1e Volume Total 202 387 103 217 26 Volume Left 45 0 5 214 0 Volume Right 0 387 0 3 26 cSH 1495 1700 1024 549 958 Volume to Capacity 0.03 0.23 0.01 0.40 0.03 Queue Length 95th (ft) 2 0 0 47 2 Control Delay(s) 1.8 0.0 0.5 15.8 8.9 Lane LOS A A C A Approach Delay(s) 0.6 0.5 15.8 8.9 Approach LOS C A 10 . , : Average Delay 4.4 Intersection Capacity Utilization 41.0% ICU Level of Service A Analysis Period (min) 15 • Alam 2012 PM Total Pioneer(LSC#061100) Page 11 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2012 PM Total 129: Road C & WCR 51 4/24/2007 • t f -► 7 E i `\ t t `► 1 d Movement ESL EBT EBR I BL ,WBT WBR ! NBL NBT NBR', 'SBL. "SBT SBR Lane Configurations «Ta 4 4 4 sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 62 59 24 0 32 0 13 18 0 0 32 _ 35 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 67 64 26 0 35 0 14 20 0 0 35 38 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 35 90 302 247 77 257 260 35 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 35 90 302 247 77 257 260 35 tC, single(s) 4.1 4.1 7.1 6.5 6.2 7.1 - 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free % 96 100 98 97 100 100 94 96 cM capacity(veh/h) 1577 1505 580 628 984 658 617 1038 #1t3Volume Total 158 35 34 73 Volume Left 67 0 14 0 Volume Right 26 0 0 38 cSH 1577 1505 607 783 Volume to Capacity 0.04 0.00 0.06 0.09 Queue Length 95th (ft) 3 0 4 8 Control Delay(s) 3.3 0.0 11.3 10.1 Lane LOS A B B Approach Delay(s) 3.3 0.0 11.3 10.1 Approach LOS B B Average Delay 5.5 Intersection Capacity Utilization 29 7% ICU Level of Service A Analysis Period (min) 15 • Alam 2012 PM Total Pioneer(LSC#061100) Page 12 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2016 AM Total 101: WCR 22 & US 85 4/24/2007 Movement ,; EBL EST ERR WBL WBT WB,F2 NBL NBT NBR -.BBL, SBT'. SB€# Lane Configurations r r atR r ft r Sign,Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 10 0 0 227 0 450 97 0 1040 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 11 0 0 247 0 489 105 0 1130 11 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1375 1725 565 - 1O54 1630 245 1141 595, vC1, stage 1 conf vol vC2, stage 2 conf vof vCu, unblocked vol 1375 1725 565 1054 1630 245 1141 595 tC, single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF(s) 3.5 4.0 3.3 3.5 4:0 3.3 2.2 2.2 p0 queue free % 100 100 98 100 100 67 100 100 cM capacity(veh/h) 70 88 468 176 101 756 608 978 PieNIh ,p app xy { _...:... 1 Y .R � . . � k1�..lF B i ,�titB 3t rs 1� ,•• : k i4.v.. '1;" Volume Total 11 247 245 245 105 565 565 11 Volume Left 0 0 0 0 0 0 0 0 Volume Right 11 247 0 0 105 0 0 11 cSH 468 756 1700 1700 1700 1700 1700 1700 Volume to Capacity 0,02 0.33 0.14 0:14 0.06 0.33 0.33 0.01 Queue Length 95th (ft) 2 36 0 0 0 0 0 0 Control Delay(s) , 12.9 12.1 0.0 0:0 0.0 0.0 0.0 0.0 Lane LOS B B Approach Delay(s) 12.9 12.1 0.0 0.0 Approach yLOS B B 904011 11 _. .4 , _.. b fl ..4 i .., d .... Average Delay 1.6 Intersection Capacity Utilization 38.7% ICU Level of Service A Analysis Period (min) 15 • Alam 2016 AM Total Pioneer(LSC#061100) Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2016 AM Total 102: US 34 & WCR 49 4/24/2007 • J -0 7 r< ~ t `1 t P V j d Movedtent EBL ERT SBR WALL WBT WBR .NBt NBT NBR . SBL ' SBT .SBFt Lane Configurations 4+ F ''1 +4 rim T P ' Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0:95 1:00 0:97 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.96 Flt Protected 0.95 1.00 1.00 0.95 1.00 1:00 0.95 1.00 1.00 0.95 100 Satd. Flow(prot) 1770 3539 1583 1770 3539 1583 3433 1863 1583 1770 1786 Flt Permitted 0.53 1.00 1.00 0.28 1.00 1.00 0:95 1.00 1:00 0.95 1.00 Satd. Flow(perm) 985 3539 1583 520 3539 1583 3433 1863 1583 1770 1786 Volume',(vph) 10 405 136 152 345 10 279 55 180 10 27 10 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 11 440 148 165 375 11 303 60 196 11 29 11 RTOR Reduction (vph) 0 0 116 0 0 8 0 0 106 0 7 0 Lane Group Flow(vph) , 11 440 32 165 375 3 303 60 90 11 33 0 Turn Type pm+pt Perm pm+pt Perm Prot Perm Prot Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 Actuated Green, G'(s) 17.7 16.7 16.7 28.9 23:9 23.9 ! 11.6 36.0 36.0 12 25.6 Effective Green, g (s) 17.7 16.7 16.7 28.9 23.9 23.9 11.6 36.0 36.0 1.2 25.6 Actuated g/C Ratio 0.23 0.21 0.21 0.37 0:31 0.31 0.15 0:46 0.46 0.02 0.33 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3A 10 3A 3.0 3:0 3.0 3.0 3.0 3.0 3.0 3.0 . Lane Grp Cap (vph) 233 757 338 324 1083 484 510 859 730 27 585 v/s Ratio Prot 0.00 0:12 c0.05 0.11 c0:09 0.03 0.01 0.02 v/s Ratio Perm 0.01 0.02 c0.14 0.00 c0.06 v/c Ratio 0.05 0.58 0.09 0.51 0.35 0.01 0:59 0,07 0.12 0.41 0.06 Uniform Delay, dl 23.5 27.6 24.6 17.7 21.0 18.8 31.1 11.7 12.0 38.1 18.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1:00 1.00 1.00 1.00 1.00 'i1.00 Incremental Delay, d2 0.1 1.1 0.1 1.3 0.2 0.0 1.9 0.2 0.3 9.7 0.2 Delay(s) 23.6 28.7 24.7 19:0 21.2 18.9 32.9 11.9 12:4 47.8 18.2 Level of Service CCC BC BC B BD B Approach Delay(s) 27.6 20.5 23.5 24.6 Approach LOS C C C C HCM Average Control Delay 24.0 HCM Level of Service C HCM Volume to Capacity ratio 0.35 Actuated Cycle Length (s) 78.1 Sum of lost time (s) 8.0 Intersection Capacity Utilization 44.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2016 AM Total Pioneer(LSC #061100) Page 2 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2016 AM Total 103: 1-76 WB Ramps & WCR 49 4/24/2007 Movement - 1EB. EBT EBR WBL WBT Waft NBL NBT ; NBR SBL ;SST ..SBR Lane Configurations 4 r 4f t rr Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 0 5 5 131 10 432 0 0 294 1173 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 5 5 142 11 470 0 0 320 1275 Pedestrians Lane Width(ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) 16 Median type None None Median storage veh) Upstream signal(ft) 434 pX, platoon unblocked 0.88 0.88 0.88 0.88 0.88 0.88 vC, conflicting volume 579 811 320 811 811 235 320 470 vC1, stage 1 conf vol vC2, stage 2 cant vol vCu, unblocked vol 390 653 320 653 653 1 320 267 tC,single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage(s) tF(s) 3.5 4.0 3.3 --3.5 4.0 3.3 2.2 2.2 • p0 queue free% 100 100 100 98 98 85 99 100 cM capacity(veh/h) 401 y#337 x[6676 y'3y09 33a7 956 1237 1143 tall. .o.4`S r P; ,:W, ar N6M" s'i'NB 2 NB S SB Volume Total 153 11 235 235 320 638 638 Volume Left 5 11 0 0 0 0 0 Volume Right 142 0 0 0 0 638 638 cSH 1029 1237 1700 1700 1700 1700 1700 Volume to Capacity 0.15 0.01 0.14 0.14 0.19 0.38 0.38 Queue Length 95th (ft) 13 1 0 0 0 0 0 Control Delay(s)` 9.9 7.9 0.0 0.0 0.0 0.0 0.0 Lane LOS A A Approach Delay(s) 9.9 0.2 0.0 Approach LOS A Intersectiont'er,t arlary,. ; Average Delay 0.7 Intersection Capacity Utilization 40.4% ICU Level of Service A Analysis Period (min) 15 • Alam 2016 AM Total Pioneer(LSC#061100) Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2016 AM Total 104: 1-76 EB Ramps & WCR 49 4/24/2007 • la — - ' C ~ k- 4\ t t " 1 1 Movement . ESL EST EBB .WBL WBT. WBR. '-NRL NBT NBR Sal .SST SBR Lane Configurations )11 j, js ) 1' Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 Frt 1.00 0.88 0.97 1.00 1.00 Fit Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 3433 1635 1803 1770 1863 Flt Permitted 0.95 1.00 1.00 0.74 1.00 Satd. Flow(perm) 3433 1635 1803 1385 1863 Volume(vph) 427 5 20 0 0 0 0 15 5 269 25 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 464 5 22 0 O 0 0 16 5 292 27 0 RTOR Reduction (vph) 0 18 0 0 0 0 0 1 0 0 0 0 Lane Group Flow(vph) 464 9 0 0 0 O 0 20 0 292 27 0 Turn Type Perm Perm Protected Phases r 4 2 6 Permitted Phases 4 6 Actuated Green, G(s) 17:4 17.4 74.6 74.6 74.6 Effective Green, g (s) 17.4 17.4 74.6 74.6 74.6 Actuated:g/C Ratio 0.17 0.17 0:75 0.75 0.75 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap(vph) 597 284 1345 1033 1390 v/s Ratio Prot 0.01 0.01 0.01 v/s Ratio Perm c0.14 c0.21 v/c Ratio 0.78 0:03 0.01 0.28 0.02 Uniform Delay, dl 39.4 34.3 3.3 4.1 3.3 Progression Factor 1.00 1,00 1:00 1.10 0.94 Incremental Delay, d2 6.3 0.0 0.0 0.6 0.0 Delay(s) 45.8 34.3 3.3 5.1 3.1 Level of Service D C A A A Approach Delay(s) 45.1 0.0 33 4.9 Approach LOS D A A A t HCM Average Control Delay 28.6 HCM Level of Service C HCM Volume to Capacity ratio 0.38 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 40.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2016 AM Total Pioneer(LSC#061100) Page 4 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2016 AM Total 107: WCR 22 & WCR 49 4/24/2007 • f -• z u ~ t 4\ f t ti 1 Movement :, , s EBL EST EBR VtitSL VilB'IMBR. NBI' NBT NBR 7613L. ..Sin St Lane Configurations ►j t j► Vi t r vi 44 r ►) 44 r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 IMO 1.00 0.97 1:00 1.00 1.00 0.95 1:00 1:00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0:95 1.00 1:00 Satd. Flow(prot) 1770 1863 1583 3433 1863 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0:95 1.00 1.00 0.29 1.00 1.00 0.46 1.00 1.00 Satd. Flow(perm) 1770 1863 1583 3433 1863 1583 536 3539 1583 864 3539 1583 Volume(vph) 36 90 38 360 238 85 64 406 133 32 '' 706 64 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 39 98 41 391 259 92 70 441 145 35 767 70 RTOR Reduction (vph) 0 0 0 0 0 67 0 0 0 0 0 30 Lane Group Flow(vph) 39 98 41 391 259 25- - 70 441 145 35 767 40 Turn Type Prot Free Prot pm+ov pm+pt Free pm+pt pm+ov Protected Phases 7 4 3 8 1 5 2 1 6 7 Permitted Phases Free 8 2 Free 6 6 Actuated Green,G(s) 6:5 9.0 100.0 194 21:9 26.6 55.6 50.7 100.0 55.6 50.7 57:2 Effective Green, g (s) 6.5 9.0 100.0 19.4 21.9 26.8 55.6 50.7 100.0 55.6 50.7 57.2 Actuated WC Ratio 0:06 0.09 1.00 0.19 0:22 0.27 0.56 0.51 1.00 0.56 10.51 0.57 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap(vph) 115 168 1583 666 408 488 358 1794 1583 525 1794 969 v/s Ratio Prot 0.02 0.05 c0.11 c0.14 0.00 c0.01 0.12 0.00 c0.22 0:00 v/s Ratio Perm 0.03 0.01 0.10 0.09 0.03 0.02 v/c Ratio 0.34 0.58 0.03 0.59 0.63 0.05 0.20 0.25 0.09 0.07 043 0.04 Uniform Delay, dl 44.7 43.7 0.0 36.7 35.4 27.2 10.8 13.9 0.0 10.1 15.5 9.4 Progression Factor 1.00 1.00 1.00 0.75 0.85 0.38 0.55 0:34 1.00 0.36 044 0:53 Incremental Delay, d2 1.8 5.1 0.0 1.3 3.1 0.0 0.3 0.3 0.1 0.1 0.7 0.0 Delay(s) 46.5 48.8 0.0 28.9 33.1 10.4: 6.2 5.1 01 3.7 7.6 5.0 Level of Service DD A CC B A A A A A A Approach Delay(s) 370 28.0 4.1 7.2 Approach LOS D C A A HCM Average Control Delay 14.9 HCM Level of Service B HCM Volume to Capacity ratio 047 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 52:3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2016 AM Total Pioneer(LSC# 061100) Page 5 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2016 AM Total 108: Road C & WCR 49 4/24/2007 • 1 P �► Movement WSL WBR NOT wart SSL SOT Lane Configurations r 44 r 'i fit Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.85 1.00 0.85 1.00 1.00 FIt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1583 3539 1583 1770 3539 FIt Permitted 0.95 1.00 1.00 1.00 0.40 1.00 Satd. Flow(perm) 1770 1583 3539 1583 751 3539 Volume(vph) 374 127 476 132 45 1058 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 407 138 517 143 49 1150 RTOR Reduction (vph) 0 101 0 61 0 0 Lane Group Flow(vph) 407 37 517 82 49 1150 Turn Type custom Perm pm+pt Protected Phases. 3 2 1 6 Permitted Phases 8 8 2 6 Actuated Green,'G (s) 26.6 26.6 57.0 57.0 65.4 65.4 Effective Green, g (s) 26.6 26.6 57.0 57.0 65.4 65.4 Actuated g/C Ratio 0:27 0.27 0.57 0:57 0.65 0.65 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3:0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 471 421 2017 902 536 2315 v/s Ratio Prot c0.23 0.15 0.00 c0.32 v/s Ratio Perm 0.02 0.05 0.06 v/c Ratio 0.86 0.09 , 0.26 0.09 0.09 0.50 Uniform Delay, dl 35.0 27.6 10.8 9.7 6.5 8.9 Progression Factor 1.00 1:00 0.28 0:00 0.78 0.70 Incremental Delay, d2 15.1 0.1 0.3 0.2 0.1 0.7 Delay(s) 50.1 27.7 3.3 0.2 5.1 6:9 Level of Service DCA A A A Approach Delay,(s) 44.4 2.6 6.8 Approach LOS D A A HCM Average Control Delay 14.2 HCM Level of Service B HCM Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 56.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • Alam 2016 AM Total Pioneer(LSC#061100) Page 6 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2016 AM Total 109: Road A & WCR 49 4/24/2007 r t P ti l Movement WBL WER NBT NOR BBL SBT Lane Configurations vi r t r ys t Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane UtH. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1583 1863 1583 1770 1863 Flt Permitted 0.95 1.00 1.00 1.00 0.43 1.00 Satd. Flow(perm) 1770 1583 1863 1583 795 1863 Volume(vph) 319 77 372 137 33 282 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 347 84 404 149 36 307 RTOR Reduction (vph) 0 63 0 24 0 0 Lane Group Flow(vph) 347 21 404 125 36 307 Turn Type Perm pm+ov pm+pt Protected Phases, 8 2 8 1 6 Permitted Phases 8 2 6 Actuated Green, G (s) 24:8 24.8 59.2 84.0 672 67.2 Effective Green, g (s) 24.8 24.8 59.2 84.0 67.2 67.2 Actuated g/C Ratio 025 0.25 0.59 0.84 0.67 0.67 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3:0 3.0 3.0 3.0 3:0 3.0 Lane Grp Cap (vph) 439 393 1103 1393 573 1252 v/s Ratio Prot c0,20 c0.22 0:02 0.00 c0.16 v/s Ratio Perm 0.01 0.06 0.04 v/c Ratio 0.79 0:05 0.37 0.09 0.06 0.25 Uniform Delay, dl 35.2 28.7 10.6 1.4 6.2 6.4 Progression Factor 1:00 1.00 0.46 0.13 1.00 1.00 Incremental Delay, d2 9.4 0.1 0.9 0.0 0.0 0.5 Delay(s) 44:5 28.7 5.8 0.2 6.3 6:9 Level of Service DCA A A A Approach Delay(s) 41.5 4.3 6:8 Approach t LOSyyyy } D A A 1011400 rtitna F.. ........ HCM Average Control Delay 17.0 HCM Level of Service B' HCM Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 50.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2016 AM Total Pioneer(LSC#061100) Page 7 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2016 AM Total 111: Road B & WCR 49 4/24/2007 Movement :.WBL WBR NBT NBR SBL SST r. Lane Configurations '9 jr �io jr '9 ft Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.85 1.00 0.85 1.00 1.00 FIt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1583 3539 1583 1770 3539 FIt Permitted 0.95 1.00 1.00 1.00 0.44 1.00 Satd. Flow(perm) 1770 1583 3539 1583 829 3539 Volume(vph) 229 74 435 92 28 573 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 249 80 473 100 30 623 RTOR Reduction (vph) 0 65 0 15 0 0 Lane Group Flow(vph) 249 15 473 85 30 623 Turn Type Perm pm+ov pm+pt Protected Phases 3 2 3 1 6 Permitted Phases 8 3 2 6 Actuated Green, G (s) 18.4 18.4 66.8 85.2 73.6 73.6 Effective Green, g (s) 18.4 18.4 66.8 85.2 73.6 73.6 Actuated g/C Ratio 0.18 0.18 0.67 0.85 0.74 0.74 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 . Lane Grp Cap (vph) 326 291 2364 1412 636 2605 v/s Ratio Prot c0.14 0.13 0.01 0.00 c0.18 v/s Ratio Perm 0.01 0.04 0.03 v/c Ratio 0.76 0.05 0.20 0.06 0.05 0.24 Uniform Delay, dl 38.7 33.6 6.4 1.2 3.7 4.2 Progression Factor 1.00 1.00 0.43 0.20 0.96 1.24 Incremental Delay, d2 10.2 0.1 0.2 0.0 0.0 0.2 Delay(s) 48.8 33.6 2.9 0.2 3.6 5.4 Level of Service D C A A A A Approach Delay(s) 45.1 2.4 5.3 Approach LOS D A A HCM Average Control Delay 12.7 HCM Level of Service B HCM Volume to Capacity ratio 0.34 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 38.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2016 AM Total Pioneer(LSC#061100) Page 8 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2016 AM Total 112: WCR 22 & Site Access 4/24/2007 t 4\ t t ti 1 1 Movement ., ESL EST EBR wBL uuBT. w$R +,seL N6T NBR. . .,sBL BBT SBR Lane Configurations ►( ft P '1 44) 5 k 4+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.87 0.88 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3539 1583 1770 3539 1770 1624 1635 Flt Permitted 0.41 1.00 1.00 0:65 1.00 0:62 1.00 1:00 Satd. Flow(perm) 761 3539 1583 1218 3539 1160 1624 1635 Volume(vph) 46 143 66 34 372 0 175 5 27 0 ' 14 135 Peak-hour factor, PEW 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) -, 50 155 72 37 404 0 190 5 29 0 r r 15 147 RTOR Reduction (vph) 0 0 50 0 0 0 0 17 0 0 88 0 Lane Group Flow(vph) 50 155 22 37 404 0 190 17 0 0 74 0 Turn Type pm+pt Perm pm+pt Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 2 6 Actuated Green, G(s) 49.0 31.0 31.0 47.0 30:0 40.0 - 40.0 40.0 Effective Green, g (s) 49.0 31.0 31.0 47.0 30.0 40.0 40.0 40.0 Actuated g/C Ratio 0:49 0.31 0.31 0:47 0.30 0.40 0.40 0.40 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 555 1097 491 666 1062 464 650 654 • v/s Ratio Prot c0.02 0.04 0.01 c0.11 0.01 0.05 v/s Ratio Perm 0,03 0.01 0:02 c0.16 v/c Ratio 0.09 0.14 0.05 0.06 0.38 0.41 0.03 0.11 Uniform Delay, dl 13.6 24.9 24.1 14.3 27:7 21.5 18.2 18.9 Progression Factor 0.30 0.49 0.63 1.00 1.00 0.96 0.93 1.00 Incremental Delay, d2 0.3 0.3 0:2 0.2 1:0 2.7 0.1 0.3 Delay(s) 4.4 12.5 15.4 14.5 28.7 23.3 17.1 19.2 Level of Service A B BBC CB B Approach Delay(s) 11.8 27.5 22.3 19.2 Approach LOS BCCB . ._... _7.. . ..kid..._' �nan... �� HCM Average Control Delay • 21.3 HCM Level of Service C HCM Volume to Capacity ratio 0.33 Actuated Cycle Length(s) 100,0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 45.7% ICU Level of Service A Analysis Penod(min) 15 c Critical Lane Group • Alam 2016 AM Total Pioneer(LSC#061100) Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2016 AM Total 113: WCR 22 & Road B 4/24/2007 Movement ESL EBT EBR ,WBL WB'T' WNBR :=Nat, . $BT NBR $BI; $B1 . SRR Lane Configurations ' TT r 411, r ''i Ts ' is Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 21 112 36 0 304 7 83 17 0 21 7 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 23 122 39 0 330 8 90 18 0 23 8 22 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft)' pX, platoon unblocked vC, conflicting volume 338 161 358 505 61 448 537 165 vC1, stage 1 conf vol 167 167 330 330 vC2,stage 2 conf vol 191 338 116 207 vCu, unblocked vol 338 161 358 505 61 446 537 165 tC, single(s) 4.1 4.1 7.5 6.5 : 6.9 7.5 6.5 19 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3:3 3.5 4.0 3.3 • p0 queue free % 98 100 85 96 100 96 99 97 cM capacity(veh/h) 1218 1416 598 512 992 544 509 850 Volume Total 23 61 61 39 110 220 8 90 18 23 29 Volume Left 23 0 0 0 0 0 0 90 0 23 0 Volume Right 0 0 0 39 0 0 8 0 0 0 22 cSH 1218 1700 1700 1700 1416 1700 1700 598 512 544 724 Volume to Capacity 0:02 0.04 0.04 0.02 0.00 0.13 0.00 0.15 0.04 0.04 0.04 Queue Length 95th (ft) 1 0 0 0 0 0 0 13 3 3 3 Control Delay(s) 8.0 0:0 0:0 0.0 0.0 0.0' 0.0 : 12.1 12.3 11.9 "'10.2 Lane LOS A BBBB Approach Delay(s) 10 0:0 12:1 10.9 Approach LOS B B Average Delay 3.0 Intersection Capacity Utilization 33.0% ICU Level of Service A Analysis Period (min) 15 Alam 2016 AM Total Pioneer(LSC#061100) Page 10 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2016 AM Total 114: WCR 22 & Road A 4/24/2007 Movement . ESL EBT EBR WBL .=VVBT WNBR •Net NBT NBR . SBL SBT SBR Lane Configurations vi tt P '1 ¢1' P 'S ¢ i t P Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(vehlh) 42 44 47 0 121 0 133 38 0 0 13 57 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 46 48 51 0 132 0 145 41 0 0 14 82 Pedestrians Lane Width(ft) Walking Speed (fUs) Percent'Blockage Right turn flare (veh) 12 12 Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 132 99 212 271 24 267 322 66 vC1, stage 1 conf vol 139 139 132 132 vC2, stage 2 cont vol 73 132 136 190 vCu, unblocked vol 132 99 212 271 24 267 322 66 tC,single(s) 41 4.1 7.5 6.5 6:9- 7.5 6.5 6:9 tC, 2 stage(s) 6.5 5.5 6.5 5.5 tF (s) 2.2 2:2 3.5 4A 3:3 3.5 4.0 33 • p0 queue free% 97 100 78 93 100 100 98 94 cM capacity(vehth) 1451 1492 670 622 1047 652 603 984 Volume Total 46 24 24 51 0 66 86 0 145 41 0 76 Volume Left 46 0 0 0 0 0 0 0 145 0 0 0 Volume Right 0 0 0 '- 51 0 0 0 0 0 0 0 62 cSH 1451 1700 1700 1700 1700 1700 1700 1700 670 558 1700 1209 Volume to Capacity 0:03 0.01 0.01 0.03 0:00 0.04 0.04 0:00 022 0.07 ,0.00 0.06 Queue Length 95th (ft) 2 0 0 0 0 0 0 0 20 6 0 5 Control Delay(s) 7:6 0.0 0.0 0:0 0.0 0.0 0.0 0.0 11.8 12.0 0.0 9,3 Lane LOS A B B A A Approach Delay(s) 2.4_ 0.0 11.9 9.3 Approach LOS B A tltte a ioeltftnmt€ety Average Delay 6.1 Intersection Capacity Utilization 30.7% ICU Level of Service A Analysis Period (min) 15 I Alam 2016 AM Total Pioneer(LSC#061100) Page 11 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2016 AM Total 115: WCR 22 & Road E ■ 4/24/2007 ! Movement. ESL EB7 EBR WBL WBT WBR NBL .NRT NBR: SBL ';SBT . SBR Lane Configurations 11 it ri 4+ 4+ 4+ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 15 0 29 0 0 0 85 0 0 0 0 36 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 16 0 32 0 0 0 92 0 0 0 0 39 Pedestrians Lane Width(ft) Walking Speed (Ws) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 32 72 33 0 33 64 0 vC1, stage 1 conf vol 33 33 0 0 vC2, stage 2 conf vol 39 0 33 64 vCu, unblocked vol 0 32 72 33 0 33 64 0 tC, single(s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF(s) 2.2 2.2 3.5 "'4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 100 89 100 100 100 100 96 • cM capacity(veh/h) 1623 1581 831 783 1085 888 758 1085 Volume Total 16 0 32 0 92 39 Volume Left 16 0 0 0 92 0 Volume Right 0 0 32 0 0 39 cSH 1623 1700 1700 1700 831 1085 Volume to Capacity 0.01 0.00 0.02 0.00 0.11 0.04 Queue Length 95th (ft) 1 0 0 0 9 3 Control Delay(s) 7.2 0.0 0.0 0.0 9.9 8.4 Lane LOS A A A Approach Delay(s) 2.5 0.0 9.9 8.4 Approach LOS A A tittersection., E . . .._.__s. Average Delay 7.6 Intersection Capacity Utilization 21.4% ICU Level of Service A Analysis Period (min) 15 • Alam 2016 AM Total Pioneer (LSC#061100) Page 12 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2016 AM Total 128: Road C & Site Access 4/24/2007 Movement EEL EBT EBR WBL WET WBR. NBL NBT NBR SBL SST SBR Lane Configurations '1 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 14 51 92 1 110 11 270 15 4 4 5 31 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 15 55 100 1 120 12 293 16 4 4 5 34 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 132 155 244 220 55 226 314 126 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 132 155 244 220 55 226 314 126 tC, single(s) 4.1 4.1 7.1 6.5 6.2 7.1 r 6.5 6.2 tC, 2 stage (s) tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free % 99 100 56 98 100 99 99 96 OM capacity(veh/h) 1454 1425 673 671 1011 707 i 595 925 yy7 Volume Total 15 55 100 1 132 293 21 4 39 Volume Left 15 0 0 1 0 293 0 4 0 Volume Right 0 " 0 100 0 12 0 4 0 34 cSH 1454 1700 1700 1425 1700 673 722 707 859 Volume to Capacity 0.01 0.03 0.06 0.00 0.08 0.44 0.03 0.01 0.05 Queue Length 95th (ft) 1 0 0 0 0 55 2 0 4 Control Delay(s) 7.5 0.0 0.0 7.5 0.0 14.4 10.1 10.1 9.4 Lane LOS A A B B B A Approach Delay(s) 0.7 0.1 14.1 9.5 Approach LOS B A Intersectionma .;f Average Delay 7.5 Intersection Capacity Utilization 39.9% ICU Level of Service A Analysis Period (min) 15 Alam 2016 AM Total Pioneer(LSC#061100) Page 13 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2016 AM Total 129: Road C & WCR 51 4/24/2007 Movemenfi .. . . . BBL EBT EBR : 1R(BL „,WBT LA/MR, `NBL .N8' , NBR, B(,' :.SST- „aSBR Lane Configurations 4+ 4* 4+ 4D Sign Control Free Free Stop Stop Grade 0% 0% 0% 0 A Volume(veh/h) 21 15 7 0 - 45 0 21 49 0 0 17 57 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 23 16 8 0 49 0 23 53 0 0 18 62 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage, Right turn flare(veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 49 24 186 115 20 141 118 49 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 49 24 186 115 20 141 118 49 tC,single(s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free % 99 100 97 93 100 100 98 94 GM capacity(veh/h) 1558 1591 706 764 1058 776 760 1020 µa "sb/44:ro5c�. asp n�� k..a. 4 x{��.tttrw'3'��.fiai ,w.x ., r.x,C. 5 Volume Total 47 49 76 80 Volume Left 23 0 23 0 Volume Right 8 0 0 62 cSH 1558 1591 746 946 Volume to Capacity 0.01 0.00 0.10 0.09 Queue Length 95th (ft) 1 0 8 7 Control Delay(s) 3,6 0.0 10.4 9.2 Lane LOS A B A Approach Delay(s) 3.6 0.0 `10.4 9.2 Approach LOS yy[ B A to .,..tion. ....,.mariE 3.'.....,.,t 1a „G}... }:.:x, `a�, .v.�7 .L„ s..j#i� .. t r es Hu..i}f...,*..x .'S....cr";�.rS✓. 3 Average Delay 6.7 Intersection Capacity Utilization 26.1% ICU Level of Service A Analysis Period (min) 15 • Alam 2016 AM Total Pioneer(LSC#061100) Page 14 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2016 AM Total 130: Road E & Road A 4/24/2007 Movement. eet.;Est Fit. WBL WB . BR N€ BT,;t400. ..:::.SB , ...SBT . SBr Lane Configurations 11 j. I A t* Sign Control Stop Stop Stop Stop Volume (vph) 145 31 30 40 32 251 46 0 34 104 0 66 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 158 34 33 43 35 273 50 0 37 113 0 72 .fr 5 ; EB I .EB 2 we 1 ;0B 2 NB;1; NB , ' SB 2 ; s, Volume Total (vph) 158 66 43 308 50 37 113 72 Volume Left(vph) 158 0 43 0 50 0 113 0 Volume Right(vph) 0 33 0 273 0 37 0 72 Hadj (s) 0.53 -0.31 0.53 -0.59 0.53 -0.67 0.53 -0.67 Departure Headway(s) 6.2 5.4 6.1 5.0 6.7 5.5 6.6 5.4 Degree Utilization,x 0.27 0.10 0.07 0.43 0.09 0.06 0.21 0.11 Capacity(veh/h) 554 639 563 697 495 592 511 618 Control Delay(s) 10.3 7.7 8.4 10.4 9.2 7.7 10.1 7.8 Approach Delay(s) 9.5 10.2 8.6 9.2 Approach LOS A B A A :iA A5..s't'��aL:��s��a2 Delay 9.6 HCM Level of Service A Intersection Capacity Utilization 47.6% ICU Level of Service A alAnalysis Period (min) 15 • Alam 2016 AM Total Pioneer (LSC#061100) Page 15 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2016 PM Total 101: WCR 22 & US 85 4/24/2007 • -1 -� 1< ~ t 4\ t t \ 4/ Movement EBL .Ear L.--War _.WBt y:u Om- NBT u,l.NBR SBT SBR Lane Configurations r P ?H P ?4 P Sign,Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 10 0 0 153 0 1220 176 0 720 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 11 0 0 166 0 1326 191 0 783 11 Pedestrians Lane Width(ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 1446 2300 391 1717 2120 663 793 1517 vC1, stage 1 conf vol vC2,stage 2 conf vat vCu, unblocked vol 1446 2300 391 1717 2120 663 793 1517 tC, single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free % 100 100 98 100 100 59 100 100 cM capacity(veh/h) 54 38 608 57 50 404 823 436 Volume Total 11 166 663 663 191 391 391 11 Volume Left 0 0 0 0 0 0 0 0 Volume Right 11 166 0 0 191 0 0 11 cSH 608 404 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.02 0.41 0.39 0.39 0.11 0.23 0.23 0.01 Queue Length 95th (ft) 1 49 0 0 0 0 0 0 Control Delay(s) 11.0 20.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS B C Approach Delay(s) 11.0 20.0 0.0 0.0 Approach LOS B C Average Delay 1.4 Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15 • Alam 2016 PM Total Pioneer(LSC#061100) Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2016 PM Total 102: US 34 & WCR 49 4/24/2007 • c k- t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations st r ' ft r t r o Ideat Flow(vphpl) .1990 1900 1900 1900. 1900 • 1900 1.900 1900:. 1900 ::1900. 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util:Factor. : .1.00 :0:95 1.00 ...1.00 0.95 1.00 0.97. 1.00 1:00 1.00: 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected: . • 0:95 1.00 1.00 0.95 1.00• 1.00 0.95 1.00 :1.00 :0.95 • 1:00.... Satd. Flow(prot) 1770 3539 1583 1770 3539 1583 3433 1863 1583 1770 1822 FIt:Permitted 0.47 1.00 1.00 :0.21 1.00 1.00 . 0.95 1.00 1.00 0.95 1.00 Satd. Flow(perm) 882 3539 1583 383 3539 1583 3433 1863 1583 1770 1822 Volume°(!►ph) 10 585 :382":::::90 450 ,10. 292 38: : 83: :..::.10: 80 10 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj :Flow.(vph) :° • 11 . :836 415 E 98 489 11 :.;X17: . .41 90: . .::11 85 11 RTOR Reduction(vph) 0 0 299 0 0 7 0 0 51 0 6 0 Lane Group Flow(vph) 11` 136 • 116 98 489:. 4 3.17::....::41. 39` 1;'!:? : 70• 0 Turn Type pm+pt Perm pm+pt Perm Prot Perm Prot Protected Phases :: .:: . 7:: : 4 . :: 8.... ....: :. .: 5 • 2 1 6 Permitted Phases 4 4 8 8 2 G,Actuated Green (s) _. 23;.7:- 22;7 22.7 : 33:'1 :28.1..:. ..28n1:....-'12,.2: : 3+4:7..,. 3�4:�-....._ 1.2 237 :: .: .. Effective Green, g (s) 23.7 22.7 22.7 33.1 28.1 28.1 12.2 34.7 34.7 1.2 23.7 Actuated g/C Ratio {1:29::::::::0.28' ::0:28: . 0:41::: 0:35 : :0 35` 015 : 0:43; : '0.43 0.01 0.29;:::. Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension:(a)`;. 3.0' 30 . .:30 30 3.0 : :3.0 30. 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 269 992 444 266 1228 549 517 798 678 26 533 v/s Ratio Prot :0.00 . .c0.18 00:03: :0.14 ::c0.09 0.02. : : O Q1 c0.04 v/s Ratio Perm 0.01 0.07 0.12 0.00 0.02 v/c Ratio 0.04 0.64 0.28 0.37 0.40 0 01 0.61 0.05 : 0.06; :0.42 0.13 Uniform Delay, dl 20.4 25.6 22.6 16.2 20.0 17.3 32.2 13.5 13.6 39.6 21.1 Progression Factor 1.00.. .•1.00 1.00 :140 1.00 : 1.00: '.1.00 1.00 : :1.00 :: Incremental Delay, d2 0.1 1.4 0.3 0.9 0.2 0.0 2.2 0.1 0.2 10.7 0.5 Delay(s) 20.5 ':27.0 23.0 1'7.1 20.3 : ..17.3 :°34.4 13.7: 137 50.3 21.6 Level of Service CCC B C BC BBDC A roach Delay s 25:4 . . 19.7 28:3:: 25.2 Approach LOS C B C C l tsrsectio .. friary HCM Average Control Delay 24.4 HCM Level of Service C HCM Volumeto Capacity ratio 0.43. ;. =: .: : ::: : ::::: : ,: : : `;: - : Actuated Cycle Length (s) 81.0 Sum of lost time(s) 16.0 Intersection Capacity Utilization 2% !CLI Ler►el of Service A Analysis Period (min) 15 c •-Critical Lane Group: • Alam 2016 PM Total Pioneer (LSC # 061100) Page 2 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2016 PM Total 103: 1-76 WB Ramps & WCR 49 4/24/2007 • t -♦ I k t t ti l -' M©vem@nt . EBL EB,T s EBf' . W&L. WBt .WBR NBk w 61 : NBR! $BL ,. SRT ,Sea Lane Configurations 4 r ' tt t fir Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 0 10 5 287 10 1304 0 0 212 730 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 11 5 312 11 1417 0 0 230 793 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) 16 Median type None None Median storage veh) Upstream signal (ft) 434 pX, platoon unblocked 0.63 0.63 0.63 0.63 0.63 0.63 vC,conflicting volume 964 1670 ! 230 1670 1670 709 230 1417 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 346 1473 230 1473 1473 0 230 1070 tC, single(s) 75 6:5 6.9 7.5 6:5 6.9 4.1 4.1 tC, 2 stage(s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free % 100 100 100 80 93 54 99 100 cM capacity(veh/h) 186 78 772 55 78 679 1335 405 iDIyyam�,,a, - u $art d B .JE{{4ttt'EINI �, -- ,,.r•... .,.,., �� °, t ,.., y , s . ,W,. Volume Total 328 11 709 709 230 397 ` 397 Volume Left 11 11 0 0 0 0 0 Volume;,Right 312 0 0 0 0 397 397 cSH 715 1335 1700 1700 1700 1700 1700 Volume to Capacity 046 0.01_ 0.42 042 0.14 0.23: 0.23 Queue Length 95th (ft) 61 1 0 0 0 0 0 Control Delay(s) 18.0 : 77 0.0 0.0 0.0 00 0.0 Lane LOS C A Approach Delay(s) 18.0 0.1 0.0 Approach LOS C Average Delay 2.2 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 • Alam 2016 PM Total Pioneer(LSC#061100) Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2016 PM Total 104: 1-76 EB Ramps & WCR 49 4/24/2007 • } 4\ t �► 1 M W L. T SNPR . Lane Configurations ►j ►� 'P Ideal Flow(vphpl) 1900 190O 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 Frt 1.00 0.90 0.98 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 '1.00 Satd. Flow(prot) 3433 1671 1834 1770 1863 Flt Permitted 0.95 1.00 1.00 0.73 1.00 Satd. Flow(perm) 3433 1671 1834 1358 1863 Volume(vph) 1274 5 10 0 0 0 0 35 5 187 35 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 1385 5 11 0 0 0 0 ,' 38 5 203 :` 38 0 RTOR Reduction (vph) 0 6 0 0 0 0 0 3 0 0 0 0 Lane Group Flow(vph) 1385 10 0 0 0 0 0 ,;40 0 203 38 0 Turn Type Perm Perm Protected Phases 4 2 6 Permitted Phases 4 6 Actuated Green, G(s) 46.4 46.4 45.6 45.6 45.6 Effective Green, g (s) 46.4 46.4 45.6 45.6 45.6 Actuated g/C Ratio 0.46 0.46 0.46 0.46 0.46 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 1593 775 836 619 850 v/s Ratio Prot 0.01 0.02 0.02 v/s Ratio Perm c0.40 c0.15 v/c Ratio 0.87 0.01 0.05 0.33 0.04 Uniform Delay, dl 24.1 14.5 15.1 17.4 15.1 Progression Factor 1.00 1.00 1.00 1.00 1.03 Incremental Delay, d2 5.4 0.0 0.1 1.3 0.1 Delay(s) 29.4 14.5 15.2 18.7 15.7 Level of Service C B B B B Approach Delay(s) 29.3 0.0 152 18.2 Approach LOS C A B B �...,.. .. !ei9 `'F Rae�,`-1e o "YZ r4C ..`att:W: •_V:_.. ..... .n.3r!Z...., , . . ),_..,2!:Fa,wf.«t u . N. HCM Average Control Delay 27.3 HCM Level of Service C HCM Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 64.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • Alam 2016 PM Total Pioneer(LSC#061100) Page 4 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2016 PM Total 107: WCR 22 & WCR 49 4/24/2007 • f c 4- k 4\ t �► 1 -� Movement EBL EBT. EBR WCL WBT WBR : NBL NBT NBR SBL SBT SBR Lane Configurations 4 r r att F 11 14+ F wealth.*(vphpl) 1900 1900 1900 1900. 1900 1900 1900 1900. 1900:.-1900 . 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane:Utif Factor 1.00. 1..00 100 : .x:97 1.00 • 1:00 : 100 .0.95:: _1:00 :::.:1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected : 0.95 1.00 1,00 0:95 1.00 1.00 .0.95 100• 1:00: .':G.95 1.00 . 1,00 Satd. Flow(prof) 1770 1863 1583 3433 1863 1583 1770 3539 1583 1770 3539 1583 Fit Permitted 0:95' 1.00 1.00 0:95 1.00 1.00 0:40 . •1.00 1.00 0:22 _ 1.00 1.00 Satd. Flow(perm) 1770 1863 1583 3433 1863 1583 739 3539 1583 411 3539 1583 Volume (vph) 67 270. .7.6-„ :.1.233 153 55 47 792 412 97 519 49 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 73. .: :293: ::: 83 • 253 .::166.:. 60:: '51' : : 81311 : '448:.... RTOR Reduction (vph) 0 0 0 0 0 42 0 0 0 0 0 24 Lane Group Flow(vph) ::,1:a:_,.:•293 • 83 253 • 168 • •!Ill'. _ 51 861 448 _105 564 29 Turn Type Prot Free Prot pm+ov pm+pt Free pm+pt pm+ov Protected Phases 7:: ::: :4 3 ., 8. 1 5.. 21 6 7 Permitted Phases Free 8 2 Free 6 6 Actuated Green, G (s)• 7 5 : 20.8: 100 fl 10.7 `::2A 4 30 2::` 50.8 48.3:: 10B:0 _54.2_ .:48 0 55:5 Effective Green, g (s) 7.5 20.8 100.0 10.7 24.0 30.2 50.8 46.3 100.0 54.2 48.0 55.5 ......::...... Actuated g/C Ratio Q.08 Q:21 .100 0.11 `: 0.24..::::040 0.51 0.46 1:00 0.54 0.48 0.56 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 0 . 3.0: . : '.8.4 . .:3 0: : :3.0 3.0 . 3 4 ' 3.0 3.0 3.0 • Lane Grp Cap(vph) 133 388 1583 367 447 541 422 1639 1583 307 1699 942 v/s Ratio Pro 0..04 c0.16 07:....fl:os... .o.00: O,b1: :c0:24 0.02 oa's v/s Ratio Perm 0.05 0.01 0.06 c0.28 0.16 0.02 v/c Ratio fl:.55 0.76 0.05 0.69 0.37 0.43; ::::0:12 :: 0:53 0.28 0.34 0.33 0.03 Uniform Delay, dl 44.6 37.2 0.0 43.0 31.7 24.6 12.6 19.1 0.0 12.6 16.1 10.1 Progression Factor. 1:.00:: 100: 1,00 0.78. :fl.82 055 fl.17 0:31 1.00 083 0.56 0.29 Incremental Delay, d2 4.6 8.1 0.1 5.2 0.5 0.0 0.1 0.9 0.3 0.6 0.5 0.0 Delay(s) ::49.2 45:3 ;0.1 38..9 26:6 13.6 22:_ 6.8 6.3: :11:1,: . 9.5 2.9 Level of Service D D A DC B A A A B A A Approach Delay(a) : 37.6 31:5 4 5: 9 2 : Approach LOS D C A A htersectton Summary HCM Average Control Delay 14.9 HCM Level of Service B HCM Volume_to:Capacity ratio 0:57"' : Actuated Cycle Length (s) 100.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization: 81:596:. _:'_' ICU Level•of Service • B: Analysis Period (min) 15 c: Critical Lane Group • • . : • Alam 2016 PM Total Pioneer(LSC # 061100) Page 5 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2016 PM Total 108: Road C & WCR 49 4/24/2007 • t p Movement WBL WBR NBT NBR SBL Lane Configurations r ++ r ' ++ Ideal Flow h I 1900 1900 1900. :. 1900. 11900:1 11900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane U5l;Facto . . 1:00 100 0:95 '.• 1.00 100 0.95:. • Frt 1.00 0.85 1.00 0.85 1.00 1.00 Ftt Protected 0.95 1:00 1.00 1:00: 0.95 1:00 . Satd. Flow(prot) 1770 1583 3539 1583 1770 3539 Flt Perm tted 4.95:. :.1.00 1.00 1:00 •:0,11::.: 1.00 Satd. Flow(perm) 1770 1583 3539 1583 214 3539 Volume(vph) 2413. 82. 1238 432 : 146 721. Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Flow(vph) 262.::.': •::89.• 1346 . .:470 159 784 RTOR Reduction (vph) 0 72 0 196 0 0 Lane Group Flak NO)!.°::_:262 °17 1346 274 159:.. ° 784 :::.. ...., : ;.:::::: : Turn Type custom Perm pm+pt Protected Phases • ,3 2: :.:-1: : :::.' Permitted Phases 8 8 2 6 Actuated Green, G (s) 19 0 19:0 Effective Green, g (s) 19.0 19.0 58.4 58.4 73.0 73.0 Actuated g/C Ratio 0.19:: :::O:19 : '058 0:68. :fl::73.;': '0::73':. :.... :: • .:.:..•.:.:.•:. .:•::::.::. Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3:0. . • '3;0. .::3:0: ::::'3. ..::' :.8. ;3'. .: • Lane Grp Cap (vph) 336 301 2067 924 321 2583 Ws,Ratio Prot c015 ` . c0,38 c0:05 :H022, v/s Ratio Perm 0.01 0.17 0.31 v/c Ratio 0.78 0.06::::.:065 fl..: O50 0.30 Uniform Delay, dl 38.5 33.2 14.0 10.5 10.3 4.7 Progression Factor 1.00 1.00 : • 0.28. .:0;0'1.: ° 1.68 0:96 _ Incremental Delay, d2 10.9 0.1 1.2 0.6 1.1 0.3 Delay(s) 49A:; .33:2 5.1 0:7 18.5 4,11 Level of Service DCA A B A Approach Delay(s) 45:3 : . 3.9 7:1 Approach LOS D A A , 5;;� ly0 HCM Average Control Delay 9.6 HCM Level of Service A RCM Volume to Cap._._ : !Q: 0 66 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 12.0 Intersection Capacity Ligl on 3:: 135.7% ICU Level of service C Analysis Period (min) 15 c :;Crfical Lane Group Alam 2016 PM Total Pioneer(LSC #061100) Page 6 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2016 PM Total 109: Road A & WCR 49 4/24/2007 • k- t P �► l > Lane Configurations ►) ' r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 '< Satd. Flow(prot) 1770 1583 1863 1583 1770 1863 Flt Permitted 0.95 1.00 1.00 1.00 0.46 1.00 Satd. Flow(perm) 1770 1583 1863 1583 849 1863 Volume`,(vph) 199 48 366 345 84 409 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 216 52 398 375 91 445 RTOR Reduction (vph) 0 44 0 67 0 0 Lane Group Flow(vph) 216 8 398 308 91 445 Turn Type Perm pm+ov pm+pt Protected Phases 8 2 8 1 6 Permitted Phases 8 2 6 Actuated Green, G(s) 15.8 15.8 66.4 82.2 76.2 76,2 Effective Green, g (s) 15.8 15.8 66.4 82.2 76.2 76.2 Actuated g/C Ratio 0.16 0.16 0.66 0.82 0.76 0.76 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 280 250 1237 1365 700 1420 v/s Ratio Prot c0.12 0.21 0.04 0.01 c0.24 v/s Ratio Perm 0.01 0.16 0.09 v/c Ratio 0.77 0.03 0.32 0.23 0.13 0.31 Uniform Delay, d1 40.4 35.6 7.2 1.9 3.5 3.7 Progression Factor 1.00 1.00 0.18 0.05 1.00 1.00 Incremental Delay,d2 12.4 0.1 0.7 0.1 0.1 0.6 Delay(s)', 52.7 35.7 2.0 0.2 3.6 4.3 Level of Service D D A A A A Approach Delay(s) 49.4 1.1 4.2 Approach LOS D A A ...C` � -e.4 ,u aS '" ,,a', a �.�,,;. �..a� ..� .,k.,... s .-u` .. ..t , ,rvs ,rs HCM Average Control Delay 10.4 HCM Level of Service B HCM Volume to Capacity ratio 0.39 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 44.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2016 PM Total Pioneer(LSC#061100) Page 7 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2016 PM Total 111: Road B & WCR 49 4/24/2007 • t f �► l Q tt :•say Lane Configurations ►1 P 44 p ►� �� Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1583 3539 1583 1770 3539 Fit Permitted 0.95 1.00 1.00 1.00 0.34 1.00 Satd. Flow(perm) 1770 1583 3539 1583 625 3539 Volume(vph) 138 46 666 248 82 526 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 150 50 724 270 89 572 RTOR Reduction (vph) 0 44 0 48 0 0 Lane Group Flow(vph) 150 6 724 222 89 572 Turn Type Perm pm+ov pm+pt Protected Phases 3 2 3 1 6 Permitted Phases 8 3 2 6 Actuated Green, G(s) 12.3 12.3 70.0 82.3 79.7 79.7 Effective Green, g (s) 12.3 12.3 70.0 82.3 79.7 79.7 Actuated g/C Ratio 0.12 0.12 0.70 0.82 0.80 0.80 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap(vph) 218 195 2477 1366 563 2821 v/s Ratio Prot c0.08 c0.20 0.02 0.01 c0.16 v/s Ratio Perm 0.00 0.12 0.12 v/c Ratio 0.69 0.03 0.29 0.16 0.16 0.20 Uniform Delay, dl 42.0 38.6 5.7 1.8 2.5 2.5 Progression Factor 0.95 0.87 0.07 0.15 0.79 0.90 Incremental Delay, d2 8.7 0.1 0.3 0.1 0.1 0.1 Delay(s) 48.8 33.7 0.7 0.3 2.1 2.4 Level of Service 0 C A A A A Approach Delay(s) 45.0 0.6 2.3 Approach LOS D A A F HCM Average Control Delay 6.0 HCM Level of Service A HCM Volume to Capacity ratio 0.35 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 40.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2016 PM Total Pioneer(LSC#061100) Page 8 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2016 PM Total 112: WCR 22 & Site Access 4/24/2007 -i ~ t 4\ t t - 4 1 Movement BBL EBT EBR ,.INBL WB'F, WEIR. ,:NBL NBT NBR SM. SST S$R Lane Configurations ?4 r Ii 41+ ' 1• 4• Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.89 0.88 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3539 1583 1770 3539 1770 1660 1635 Flt Permitted 0.49 1.00 1.00 0.49 1.00 0.68 1.00 1.00 Satd. Flow(perm) 913 3539 1583 908 3539 1275 1660 1635 Volume(vph) 157 422 200 35 240 0 114 16 41 0 9 87 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 171 459 217 38 261 0 i 124 17 45 0 10 95 RTOR Reduction (vph) 0 0 137 0 0 0 0 31 0 0 65 0 Lane Group Flow(vph) 171 459 80 38 261 0 : 124 31 0 0 40 0 Turn Type pm+pt Perm pm+pt Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 2 6 Actuated Green, G,(s) 60.0 37.0 37:0 49.0 30:0 32.0 32.0 32.0 Effective Green, g (s) 60.0 37.0 37.0 49.0 30.0 32.0 32.0 32.0 Actuated g/C Ratio 0.60 0.37 0.37 049 0.30 0.32 0,32 0.32 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 771 1309 586 609 1062 408 531 523 • v/s Ratio Prot c0.06 c0.13 0.01 0.07 0.02 0.02 v/s Ratio Perm 0.08 0.05 0.02 c0.10 v/c Ratio 0.22 0.35 0.14 0.06 0.25 0.30 0.06 0.08 Uniform Delay, d1 9.1 22.8 20.9 13:3 26.5 25.6 23.6 23.7 Progression Factor 0.75 0.74 0.89 1.00 1.00 0.98 0.97 1.00 Incremental Delay,d2 0.6 0.7 0:4 02 0.6 1.9 0.2 0.3 Delay(s) 7.4 17.4 18.9 13.5 27.0 27.0 23.2 24.0 Level of Service A BBBC CC C Approach Delay(s) 15.8 25.3 25.7 24.0 Approach LOS : B C C C HCM Average Control Delay 19.7 HCM Level of Service B HCM Volume to Capacity ratio 0.31 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 38.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2016 PM Total Pioneer(LSC#061100) Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2016 PM Total 113: WCR 22 & Road B 4/24/2007 • —► rr t ``1 t / r 1 f Movament EBL EST EBR VUBL WBT WBR NBL MBT. ..NBR ,:SBL , SBT SBR Lane Configurations Ili tit 41 p A 1 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 24 347 92 0 195 24 55 11 0 13 19 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 26 377 100 0 212 26 60 12 0 14 21 27 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 238 477 573 667 189 459 741 106 vC1, stage 1 conf vol 429 429 212 212 vC2, stage 2 conf vol 143 238 247 529 vCu, unblocked vol 238 477 573 667 189 459 741 106 tC, single(s) 4.1 4.1 7.5 6.5 6.9- 7.5 6.5 6:9 tC, 2 stage(s) 6.5 5.5 6.5 5.5 tF (s) 2:2 2.2 3.5 4.0 3.3- 3.5 4.0 3:3 • p0 queue free % 98 100 87 97 100 97 95 97 cM capacity(veh/h) 1326 1081 457 449 �Y8�21 .549 419 928 m..;,.a Volume Total 26 189 189 100 71 141 26 60 12 14 48 Volume Left 26 0 0 0 0 0 0 60 0 14 0 Volume;Right 0 0 0 100 0 0 26 0 0 0 27 cSH 1326 1700 1700 1700 1081 1700 1700 457 449 549 608 Volume to Capacity 0.02 0.11 0.11 0.06 0.00 0.08 _ 0.02 0:13 0.03 0.03 0.08 Queue Length 95th (ft) 2 0 0 0 0 0 0 11 2 2 6 Control Delay(s)` 7.8 0.0 0.0 0,0 0.0 0.0 0.0 14.1 13.2 11.7 11.4 Lane LOS A BBBB Approach Delay(s) 0.4 0.0 13.9 11:5 ApproacYhh LOS { B B a is {r�itI `f7_ m ry v 4' ;;;: :::::-:k-1,5,- 1s-71 �� ....:i i ..a w. n u Average Delay 2.2 Intersection Capacity Utilization 34.7% ICU Level of Service A Analysis Period (min) 15 • Alam 2016 PM Total Pioneer(LSC#061100) Page 10 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2016 PM Total 114: WCR 22 & Road A 4/24/2007 Mavetn$nt.: ESL EBT EBR WBL. WBT'. UVBR :NBL ..NOT NBR!; SBL Sat . SBR Lane Configurations 'I Ts r '+t 4T r ►t + P ►� 4 P Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 67 139 154 0 78 0 86 25 0 0 45 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 73 151 167 0 85 0 93 27 0 0 49 60 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) 12 12 Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 85 318 364 382 76= 320 : 549 42 vC1, stage 1 conf vol 297 297 85 85 vC2, stage 2 conf vol 67 85 235 464 vCu, unblocked vol 85 318 364 382 76 320 549 42 tC, single(s) 4.1 4.1 7.5 65 6.9 7.5 6.5 6:9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3:5 ' 4:0 3.3 3.5 4.0 ` 3.3 p0 queue free % 95 100 82 95 100 100 89 94 cM capacity(veh/It) 1510 1238 533 546 970 595 465 1019 L1i „ ,. # .,L. EB t C EBB EBJ` .' WB: ": W 8; #Alf .,:ssAirosatthss2 Volume Total 73 76 76 167 0 42 42 0 93 27 0 109 Volume Left 73 0 0 0 0 0 0 0 93 0 0 0 Volume Right 0 0 0 167 0 0 0 0 0 0 0 60 cSH 1510 1700 1700 1700 1700 1700 1700 1700 533 460 1700 1034 Volume to Capacity 0.05 0..04 0.04 0.10' 0.00 0.02' 0.02 0.00 018 0.06 "0.00 0.11 Queue Length 95th (ft) 4 0 0 0 0 0 0 0 16 5 0 9 Control Delay(s) 7.5 0.0 OA 0.0 0.0 0,0 0:0 0.0 13:2: 13:3 0.0 11.0 Lane LOS A BB A B Approach Delay(s) 1.4 0:0 13.2 11.0 Approach LOS B B try ..tt8.alftit? . . Average Delay 4.7 Intersection Capacity Utilization 28.5% ICU Level of Service A Analysis Period (min) 15 • Alam 2016 PM Total Pioneer(LSC#061100) Page 11 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2016 PM Total 115: WCR 22 & Road E 4/24/2007 Movement BBL BST ,BBR WBL WWBT WBR NBL NB7 NBR; ;BBL , SBT, . BAR Lane Configurations t r 4, 4, 4, sign Control Free Free Stop Stop, Grade 0% 0% 0% 0% Volume (veh/h) 40 0 99 0 0 0 55 0 0 0 0 24 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 43 0 108 0 0 0 60 0 0 0 0 26 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 108 113 87 0 87 195 0 vC1, stage 1 conf vol 87 87 0 0 vC2, stage 2 conf vol 26 0 87 195 vCu, unblocked vol 0 108 113 87 0 87 195 0 tC, single(s) 4`1 4.1 7:1 6.5 6:2 7.1 ' 6.5 6.2 tC, 2 stage (s) 6.1 5.5 6.1 5.5 tF(s) 2.2 22 3.5 4.0 33 3:5 4.0 33 • p0 queue free % 97 100 92 100 100 100 100 98 cM capacity(veh/h) 1623 1483 ryyy� 791 727 1085 816 652 1085 Df R�r=. t i ,.S_ .._:EB a,itti 1•s L ,- ,-. _z. .n Volume Total 43 0 108 0 60 26 Volume Left 43 0 0 0 60 0 Volume Right 0 0 108 0 0 26 cSH 1623 1700 1700 1700 791 1085 Volume to Capacity 0.03 0.00 0.06 000 0.08 0.02 Queue Length 95th (ft) 2 0 0 0 6 2 Control belay(s) 7.3 0.0 0.0 0.0 9.9 8.4 Lane LOS A A A Approach Delay(s) 2.1 0.0 9.9 8.4 Approach LOS A A ititiireitatklite#14Y%C4' Average Delay 4.8 intersection Capacity Utilization 19.7% ICU Level of Service A Analysis Period (min) 15 • Alam 2016 PM Total Pioneer(LSC#061100) Page 12 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2016 PM Total 128: Road C & Site Access 4/24/2007 • -► � 4— k• 4\ t t `► 1 -' Movement ; BBL .EsT FOR Mt_ WBT WBR :NBC Nat, .Nett .S)I(,. S ;SB)t Lane Configurations t P ►( 14 '� 1 'i 1+ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 35 129 314 5 82 7 173 9 3 13 17 21 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 38 140 341 5 89 8 188 10 3 14 18 23 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent,Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 97 482 348 324 140 328 661 93 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 97 482 348 324 140 328 661 93 tC, single(s) 4.1 4.1 7.1 6.5 6:2 7.1 6.5 6.2 tC, 2 stage (s) tF(s) 2:2 2:2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free % 97 99 66 98 100 98 95 98 cM capacity(veh/h) 1497 1081 556 576 908 600 ` 371 964 Volume Total 38 140 341 5 97 188 13 14 41 Volume Left 38 0 0 5 0 188 0 14 0 Volume Right 0 0 341 0 8 0 3 0 23 cSH 1497 1700 1700 1081 1700 556 634 600 562 Volume to Capacity 0.03 0.08 0.20 0.01 0.06 0.34 0.02 0.02 0.07 Queue Length 95th (ft) 2 0 0 0 0 37 2 2 6 Control Delay(s) 7:5 0.0 0.0 8.3 0.0 14.7 10:8 11.1 11:9 Lane LOS A A BBBB Approach Delay(s) 0.5 0.4 14:5 11,7 Approach LOS B B Average Delay 4.4 Intersection Capacity Utilization 36.1%; ICU Level of Service A Analysis Period (min) 15 • Alam 2016 PM Total Pioneer (LSC#061100) Page 13 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2016 PM Total 129: Road C & WCR 51 4/24/2007 • -DPN 4— 4%- 4\ t t ► I Movement,,, EEL ...air ;,,EBR WBL WBT 1 WBR is Nt;1t. ,.(«ti T ERR SBL :',SBT ;SBR Lane Configurations 4+ 4) 4* 4) Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 65 52 24 0 29 0 13 32 0 0 57 37 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 71 57 26 0 32 0 14 35 0 0 62 40 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 32 83 314 242 70 260 -' 255 32 vC1, stage 1 conf vol vC2,stage 2 care vol vCu, unblocked vol 32 83 314 242 70 260 255 32 tC, single(s) 41 4.1 7.1 6.5 6.2 7.1 '` 6.5 6.2 tC, 2 stage (s) tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free % 96 100 97 94 100 100 90 96 cM capacity(veh/h) 1581 1515 548 630 993 641 - 619 1042 ne#t 'EBi` ,8 i 05,11. 4 tk " Volume Total 153 32 - 49 102 Volume Left 71 0 14 0 Volume Right 26 0 0 - 40 cSH 1581 1515 604 737 Volume to Capacity 0.04 0.00 0.08 0.14 Queue Length 95th (ft) 4 0 7 12 Control Delay(s) 3.6 0.0 11.5 10.7 Lane LOS A B B Approach Delay(s) 3.6 0.0 11.5 10.7 Approach LOS B B Average Delay 6.6 Intersection Capacity Utilization 30.2% ICU Level of Service A Analysis Period (min) 15 S Alam 2016 PM Total Pioneer(LSC#061100) Page 14 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2016 PM Total 130: Road E & Road A 4/24/2007 • ~ t 4\ t t ' 1 r Movement ,.,, ... , :. L EBT EBR '`W,BL. WEST WBR :',BBL. . 'NBT '. NBR, SB( ; t TAPR Lane Configurations I, '1 'g 'f 1i 'I is Sign Control Stop Stop Stop Stop Volume (vph) 83 37 54 46 37 165 42 0 50 282 0 147 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 90 40 59 50 40 179 46 0 54 307 0 160 i'1re i*L ne „ES 4 !,wa 1 g .jVB .1$02, ,`.... _1.. . $ . Volume Total (vph) 90 99 50 220 46 54 307 160 Volume Left(vph) 90 0 50 0 46 0 ; 307 0 Volume Right(vph) 0 59 0 179 0 54 0 160 Hadj (s) 0:53 -0.38 0.53 -0.54 0.53 -0.67 , 0.53 -0.67 Departure Headway(s) 7.0 6.0 6.9 5.8 7.0 5.8 6.5 5.3 Degree Utilization, x 0.17 0.17 0.10 0.35 0.09 0.09 0.55 0.23 Capacity(veh/h) 486 556 494 588 481 574 539 654 Control Delay(s) 10.2 9.0 9.4 10.7 9.5 8.1 15.9 8.7 Approach Delay(s) 9.6 10.5 8.7 13.4 Approach LOS A B A B Delay 11.5 HCM Level of Service B Intersection Capacity Utilization 49.0% ICU Level of Service A Analysis Period (min) 15 • Alam 2016 PM Total Pioneer(LSC#061100) Page 15 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 AM Total 101: WCR 22 & US 85 4/24/2007 Movementr..,..;, „. .ESL,. T ESR :EIL' w6T 1iuB .a 48,L , ., t R k . . :SB Lane Configurations r (+ �� r 44 r Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 15 0 0 348 0 525 131 0 1120 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 16 0 0 378 0 571 142 0 1217 16 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1503 193O 609 1179 1804 285 1234 713 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1503 1930 609 1179 1804 285 1234 713 tC, single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage(s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free % 100 100 96 100 100 47 100 100 cM capacity(veh/h) 39 65 438 140 79 �711 560p 883 Attlik ''"n-z.,Narr,".S jp "ili$OWL h_Za,-. r 4 ):;1 . ,ya}.$., Volume Total 16 378 285 285 142 609 609 16 Volume Left 0 0 0 0 0 0 0 0 Volume Right 16 378 0 0 142 0 0 16 cSH 438 711 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.04 0.53 ' 0.17 0.17 0.08 0.36 0.36 0.01 Queue Length 95th (ft) 3 79 0 0 0 0 0 0 Control Delay(s) 13.5 15.7 4.0 0.0 0.0 0.0 0.0 0.0 Lane LOS B C Approach Delay(s) 13.5 15.7 - 0.0 0.0, Approach LOS B C ._.. . �` ...� �'�s,,.,� . .,,x-.._I_�-,li.'fia.: - .x¢..,aw��^c•.,.x'a�a�', i.�. ,it . .. :.,�.�;G.:.��.a �;� _ 1.�n dxnx..� ,_ Average Delay 2.6 Intersection Capacity Utilization 42.7% ICU Level of Service A Analysis Period (min) 15 • Alam 2020 AM Total Pioneer(LSC#061100) Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2020 AM Total 102: US 34 & WCR 49 4/24/2007 • ~ t �, t t ti 1 Wirt _At . ::rata t��sr 2-sat-ft. .SBR Lane Configurations '1 ft P '1 ft P ►( t P '1 A Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.96 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 3539 1583 1770 3539 1583 3433 1863 1583 1770 1793 Flt Permitted 0.51 1.00 1.00 0.25 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(perm) 950 3539 1583 467 3539 1583 3433 1863 1583 1770 1793 Volume(vph) 15 440 199 179 380 15 414 86 221 15 44 15 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 16 478 216 195 413 16 450 93 240 16 48 16 RTOR Reduction (vph) 0 0 168 0 0 11 0 0 135 0 11 0 Lane Group Flow(vph) 16 ;478 48 195 413 5 450 93 105 16 53 0 Turn Type pm+pt Perm pm+pt Perm Prot Perm Prot Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 Actuated Green,G(s) 21.4 19.1 19.1 34.6 28.3 28.3 15,8 37.8 37.8 2.4 24.4 Effective Green, g (s) 21.4 19.1 19.1 34.6 28.3 28.3 15.8 37.8 37.8 2.4 24.4 Actuated g/C Ratio 0.25 0.22 0.22 0140 0.33 0.33 0.18 0.44 0.44 0.03 0.28 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 . 3.0 3.0 3.0 3.0 3.0 3.0 3.0 ` 3.0 3.0 • Lane Grp Cap(vph) 256 779 348 359 1154 516 625 811 689 49 504 v/s Ratio Prot 0.00 0.14 c0.07 0.12 c0.13 0.05 0.01 0.03 v/s Ratio Perm 0.01 0.03 c0.14 0.00 c0.07 v/c Ratio 0.06 0.61 0.14 0.54 0.36 0.01 0.72 0.11 0.15 0.33 0.11 Uniform Delay, d1 24.9 30.5 27.2 18.5 22.3 19.8 33.4 14.6 14.8 41.4 23.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 1.4 0.2 1.7 0.2 0.0 4.1 0.3 0.5 3.9 0.4 Delay(s)' 25.0 32.0 27.4 20.2 22.5 19.8 37.5 14.8 15.3 45.3 23.5 Level of Service C C C C C B D B B D C Approach Delay(s) 30.4 21.7 28.0 27.9 Approach LOS C C C C Summ HCM Average Control Delay 27.0 HCM Level of Service C HCM Volume to Capacity ratio 0.43 Actuated Cycle Length(s) 86.8 Sum of lost time(s) 8.0 Intersection Capacity Utilization 50.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2020 AM Total Pioneer(LSC#061100) Page 2 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 AM Total 103: 1-76 WB Ramps & WCR 49 4/24/2007 • c ~ A 4\ t ti t tvlOvemetnt EEtt .. S ERR 'WBL WBT WBf . #1L ...NB €', .,S ., , .swa Lane Configurations «T F ►I; ft 1' rr Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 0 5 5 133 10 426 0 0 293 1155 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 5 5 145 11 463 0 0 318 1255 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) 16 Median,type None None Median storage veh) Upstream signal (ft) 434 pX, platoon unblocked 0.88 0.88 0.88 0.88 0.88 0.88 vC, conflicting volume 574 803 318 803 803 232 318 463 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 389 647 318 647 647 1 318 263 tC, single(s) 7.5 6.5 6.9 7.5 6.5 6.9 '' 4.1 4.1 tC, 2 stage (s) tF(s) 3.5 4.0 3.3 3.5 40 3.3 2.2 2.2 • p0 queue free % 100 100 100 98 98 85 99 100 chit capacity{veh/h) 401 340 677 313 340 958 1238- 1149 ry i�.A..-._ ,a:� _ _ :~ 9 M tteilt m„ ra .i'ni, tR U.aZI.°Ia'5�`i Volume Total 155 11 232 232 318 628 628 Volume Left 5 11 0 0 0 0 0 Volume Right 145 0 0 0 0 628 628 cSH 1030 1238 1700 1700 1700 1700 1700 Volume to Capacity 0.15 0.01 0.14 0.14 0.19 0.37 0.37 Queue Length 95th (ft) 13 1 0 0 0 0 0 Control Delay(s) 9.9 7.9 0.0 0.0 0.0 0.0 0.0 Lane LOS A A Approach Delay(s) 9.9 0.2 0.0 Approach LOS A Average Delay 0.7 Intersection Capacity Utilization 39.9% ICU Level of Service A Analysis Period (min) 15 • Alam 2020 AM Total Pioneer(LSC#061100) Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2020 AM Total 104: 1-76 EB Ramps & WCR 49 4/24/2007 tt §.w .. rt _ EBT ` EBR a BL 4(B .fib a .: L.. . ET :, R 6 S .. : T R Lane Configurations )11 Ti t+ ►i t Ideal Flow(vphpl)` 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 `1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 Frt 1.00 0.87 0.97 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 3433 1627 1803 1770 1863 Flt Permitted 0.95 1.00 1.00 0.74 1.00 Satd. Flow(perm) 3433 1627 1803 1385 1863 Volume(vph) 421 5 25 0 0 0 0 15 5 263 30 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 458 5 27 0 0 0 0 16 5 286 33 0 RTOR Reduction (vph) 0 22 0 0 0 0 0 1 0 0 0 0 Lane Group Flow(vph) 458 1 _ 0 0 0 0 :` 0 20 0 286 33 0 Turn Type Perm Perm Protected Phases 4 2 6 Permitted Phases 4 6 Actuated Green,'G(s) 17.2 17.2 74.8 74.8 74.8 Effective Green, g (s) 17.2 17.2 74.8 74.8 74 8 Actuatedlg/C Ratio 0.17 0.17 0.75 0.75 0.75 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 590 280 1349 1036 1394 v/s Ratio Prot 0.01 0.01 0.02 v/s Ratio Perm c0.13 c0.21 v/c Ratio, 0.78 0.03 0.01 0.28 0.02 Uniform Delay, dl 39.6 34.5 3.2 4.0 3.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.4 0.1 0.0 0.7 0.0 Delay(s) 45.9 34.5 3.2 4.7 3.3 Level of Service D C A A A Approach Delay(s) 45.2 0.0 3.2 4.5 Approach LOS D A A A P.ZWL'I 1 7111" qx fj a t'itT a" F 4 •;,�" , . *k t sSa"51.a•e _t„n 25..3., HCM Average Control Delay 28.5 HCM Level of Service C� HCM Volume to Capacity ratio 0.37 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 39.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2020 AM Total Pioneer(LSC#061100) Page 4 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 AM Total 105: 176 WB Ramps & WCR 53 4/24/2007 • t 4\ t P \* 4/ Lane Configurations P t t P Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 0 0 0 60 0 271 0 0 136 612 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 0 0 65 0 295 0 0 148 665 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median,type None None Median storage veh) Upstream signal (ft) 520 pX, platoon unblocked vC, conflicting volume 442 442 148 442 1108 295 813 295 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 442 442 148 442 1108 295 813 295 tC,single(s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free% 100 100 100 100 100 91 100 100 chit capacity(veh/h) 479 509 899 525 210 745 814 1267 Volume Total 65 295 148 665 Volume Left 0 0 0 0 Volume,Right 65 0 0 665 cSH 745 1700 1700 1700 Volume to Capacity 0.09 0.17 0.09 0.39 Queue Length 95th (ft) 7 0 0 0 Control Delay(s) - 10.3 0.0 0.0 - 0.0 Lane LOS B Approach Delay(s) 10.3 0.0 0.0 Approach LOS B -_- ;t n u.r 0 ,. _.1:.1/FA,,,icy zr �. Ita U a 3+k5x eRS Average Delay 0.6 Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period(min) 15 • Alam 2020 AM Total Pioneer(LSC#061100) Page 5 LSC, Inc HCM Signalized Intersection Capacity Analysis 2020 AM Total 106: 1-76 WB Ramps & WCR 53 4/24/2007 4 t P - d :Eat:: EBR .rWBL WO ' R s NOL ;t BT N SBL SOT R Lane Configurations 4) 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 1.00 1.00 Flt Protected 0.95 0.95 Satd. Flow(prot) 1770 1770 Flt Permitted 0.95 0.76 Satd. Flow(perm) 1770 1410 Volume(vph) 271 0 0 0 0 0 0 0 0 136 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 295 0 0 0 0 0 0 0 0 148 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 295 0 0 0 0 0 0 .0 0 148 0 Turn Type Perm Perm Protected Phases 4 2 6 Permitted Phases 4 6 Actuated Green,G(s) 50.0 42.0 Effective Green, g (s) 50.0 42.0 Actuated g/G Ratio 0.50 0.42 Clearance Time (s) 4.0 4.0 • Lane Grp Cap(vph) 885 592 v/s Ratio Prot v/s Ratio Perm 0.17 c0.10 v/c Ratio 0.33 0.25 Uniform Delay, d1 15.0 18.8 Progression Factor 1.00 0.57 incremental Delay, d2 1.0 0.9 Delay(s) 16.0 11.7 Level of Service , B B Approach Delay(s) 16.0 0.0 0.0 11.7 Approach LOS ` B A A B ,.•1"a7:7 7-'"If7M-----1,-tiailgt‘74EVAlATWII;iirii.ta9f.1.12EFle,Y4L,(eirfiVei4itEltra4tEN. HCM Average Control Delay 14.6 HCM Level of Service B HCM Volume to Capacity ratio 0.30 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 8.0, Intersection Capacity Utilization 29.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2020 AM Total Pioneer(LSC#061100) Page 6 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2020 AM Total 107: WCR 22 & WCR 49 4/24/2007 • f C 4— 4\ t t Movement EBL EBT EBR WBL WBT WEIR : NEIL • NBT NBR SBL SBT SBR Lane Configurations ft, r 'I t+ r ' fH r ?t r Ideal:Flowiv(vphpl). 1900 1900 1900 :1900 1900 1900 :1900:.: 11900::.190.0 `='1900:` 1 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util ,Factor • 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected, .•• 0.95 1.00 1.00 0.95 • .1;.00 1.00 0.95 1.00E.. . 100 :0.95 1.00 : :1.00 Satd. Flow(prat) 1770 3539 1583 3433 3539 1583 1770 3539 1583 1770 3539 1583 Flt Permitted: : 0.95 1.00 • :1.00: .0.95' 1.00 .1.00. 0.29 1.00 1.00 0.44 .1.00 1.00 Satd. Flow(perm) 1770 3539 1583 3433 3539 1583 535 3539 1583 826 3539 1583 36 •177 4 '''345 432 . • 257 X9 :412 127 110 704 64 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 P4.:Plow(vph) :39 192 47 375 470 ..279 75:. .:.4 `.:. 499 2A.:.: ..7 70 RTOR Reduction(vph) 0 0 0 0 0 193 0 0 0 0 0 31 Lane Group Flow,(vph) 39 192. •:47::'•••,••375 470: .::: .86 75.: 448 138 120 765 39 Turn Type Prot Free Prot pm+ov pm+pt Free pm+pt pm+ov Protected Phases 7 4 3 Permitted Phases Free 8 2 Free 6 6 Actuated Green,: (s)::.: :_6.5: :1:1A2 .1.00 0 • 17.9. : 22.6 :.:29.9::: 53.9.:: 47.6 100.0 55.9 Effective Green,g (s) 6.5 11.2 100.0 17.9 22.6 29.9 53.9 47.6 100.0 55.9 48.6 55.1 Actuated g/C Ratio 8:06 0.11 1.00 :: x.19 ..0:23 :0.30 0.54:H 0.48 1.00 0.56 0.49 0.55 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension:(s)`: ::: 3.0 3.0 3 0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap(vph) 115 396 1583 615 800 537 366 1685 1583 531 1720 936 vfs Ratio Prot 082 0:05: cO 'l1; c013 0:01 0.01 0.13 c0.02 c0.22 000 v/s Ratio Perm 0.03 0.04 0.10 c0.09 0.11 0.02 We Ratio :0:34 0.48 0.03 0.61: 0.59 016-.1 0.20 0.27 0.09 0.23 0.44 0.04 Uniform Delay, d1 44.7 41.7 0.0 37.8 34.5 25.8 11.6 15.7 0.0 10.6 16.9 10.3 Progression Factor 1.00 1.00 1.00 0.64 0.73 : 1.61 1.00 : 1.00 `: 1.00 0.44 0.52 0.43 Incremental Delay, d2 1.8 0.9 0.0 1.5 1.0 0.1 0.3 0.4 0.1 0.2 0.8 0.0 Delay(s) •46:5 42:6 ,.0.0 ; 25.9 26.2 418 11::9 : 16.1 : ':0.1 - 4.9'' 9.5° 4.5 Level of Service . D p . .. A . . C C D B B A A A A approach Delay(s) 36.0 • 29:9 12.3 : 8.6 Approach LOS D C B A i HCM Average Control Delay 19.9 HCM Level of Service B HCM Volume to Capacity ratio 0.46 • Actuated Cycle Length (s) 100.0 Sum of lost time(s) 8.0 Intersection city Utilization: : 51.99 : ICU I t a :. • A Analysis Period (min) 15 c ritical Lane Ordup, • Alam 2020 AM Total Pioneer (LSC# 061100) Page 7 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2020 AM Total 108: Road C & WCR 49 4/24/2007 • I t T P �► l Mmr .. ,, if{fBL. f13t , .: ,. sSBL SST Lane Configurations ►( r tt ►( ¢T Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Fit Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1583 3539 1583 1770 3539 Flt Permitted 0.95 1.00 1.00 1.00 0.38 1.00 Satd. Flow(perm) 1770 1583 3539 1583 715 3539 Volume(vph) 374 136 502 132 48 1088 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 407 148 546 143 52 1183 RTOR Reduction (vph) 0 108 0 64 0 0 Lane Group Flow(vph) 407 40 546 79 52 1183 Turn Type custom Perm pm+pt Protected Phases 3 2 1 6 Permitted Phases 8 8 2 6 Actuated Green, G(s) 26.2 26.2 54.2 54.2 63.8 63.8 Effective Green, g (s) 26.2 26.2 54.2 54.2 63.8 63.8 Actuated g/C Ratio 0.27 0.27 0.55 0.55 0.65 0.65 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 473 423 1957 875 526 2304 v/s Ratio Prot c0.23 0.15 0.01 c0.33 v/s Ratio Perm 0.02 0.05 0.06 v/c Ratio 0.86 0.09 0.28 0.09 0.10 0.51 Uniform Delay, d1 34.2 27.0 11.6 10.3 6.5 9.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.7 0.1 0.4 0.2 0.1 0.8 Delay(s) 48.9 27.1 11.9 10.5 ' 6.6 9.8 Level of Service DC BB A A Approach Delay(s)' 43.1 11.6 9.7 Approach LOS D B A ~ HCM Average Control Delay 17.7 HCM Level of Service B HCM Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 98.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 57.5% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group • Alam 2020 AM Total Pioneer(LSC#061100) Page 8 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2020 AM Total 109: Road A & WCR 49 4/24/2007 • t P b 1 Lane Configurations r( r tt Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prat) 1770 1583 3539 1583 1770 3539 Fit Permitted 0.95 1.00 1.00 1.00 0.37 1.00 Satd. Flow(perm) 1770 1583 3539 1583 683 3539 Volume(vph) 299 77 558 129 33 378 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 325 84 607 140 36 411 RTOR Reduction (vph) 0 64 0 22 0 0 Lane Group Flow(vph) 325 20 607 118 36 411 , Turn Type Perm pm+ov pm+pt Protected Phases 8 2 8 1 6 Permitted Phases 8 2 6 Actuated Green, G(s) 23.4 23.4 60.6 84.0 : 68.6 68.6 Effective Green, g (s) 23.4 23.4 60.6 84.0 68.6 68.6 Actuated g/C Ratio 0.23 0.23 0,61 0.84 0.69 0.69 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 414 370 2145 1393 512 2428 v/s Ratio Prot c0.18 c0.17 0.02 0.00 c0.12 v/s Ratio Perm 0.01 0.05 0.05 v/c Ratio 0.79 0.05 0.28 0.08 0.07 0.17 Uniform Delay, d1 35.9 29.7 9.4 1.4 5.4 5.6 Progression Factor 1.00 1.00 0.43 1.95 1.00 1.00 Incremental Delay, d2 9.4 0.1 0.3 0.0 0.1 0.2 Delay(s) 45.4 29.8 4.3 2.7 5.5 5.7 Level of Service D C A A A A Approach Delay(s) 42.2 4.0 5.7 Approach LOS D A A HCM Average Control Delay 14.2 HCM Level of Service B HCM Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 45.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2020 AM Total Pioneer(LSC#061100) Page 9 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2020 AM Total 111: Road B & WCR 49 4/24/2007 • t �► 1 i e r ertt WBL W1311 NBT NBR SBL SBT • ^�ffil Lane Configurations V ft 'I ft Ideal flow(vphpl) : 1900 1900 1900 1900: . 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane U(if:Factor. :1:00 0.95 1:00 1.00 : 0.9 Frt 0.97 1.00 0.85 1.00 1.00 Flt Protected,: 0,96 1.00 '1;00 D:.95. 1:00; Satd. Flow(prot) 1736 3539 1583 177. 3539 Permitted 0.96. : .:00.. ...00.. 0. 1 :00.. Satd. Flow(perm) 1736 3539 1583 642 3539 Volume'(vph) 613 92 - 28 .:641 :: Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) :•:: 249' .: 80 '666 •100 .. :':30 : :::705 RTOR Reduction(vph) 15 0 0 15 0 0 85 30 705;...: e.:. .t'ttcfp ow(vph) 314 ..... ..:..... . ...... ; ... ... .; ..._.... Turn Type pm+ov pm+pt Pt Phases: .:: ::::::: 3: .::::::::.::....:.:::2.:::••;: :::3..:. 1. .: 6. .: .:: Permitted Phases 8 2 6 Actuated Green_'.(3(aj.... 22.8 ::;..: .. : 62.$: .:$6.4:: :69.4.......69 4. Effective Green,g(s) 22.6 62.8 85.4 69.4 69.4 Actuated g/C Ratio 0.23:= ::: ::0:63 0.85..:! O.89::: 89: : ..•... •.... ....:...::....:.:....,......:.. ... . ..: Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension-(a) : 3~!).:.: 3.0 3:0 .: : 3;0° 3:0. . .... . . • Lane Grp Cap(vph) 392 2222 1415 475 2456 y/s Ratio:.: : ;: 00:18 c019: :: tf:01 ::0:00 c0.20 v/s Ratio Penn 0.04 0.04 *Ratio 0.80 0:30 0.06 0.06 0.29 Uniform Delay, dl , 36.6 8.5 1.1 5.2 5.8 Progression Factor 49r: :0:78: ::0;00 0,61 0.65 Incremental Delay, d2 11.2 0.3 0.0 0.1 0.3 Delay(s) 46:T 7:0: :'`:: 00 3:2: •• Level of Service D A A A A 46:7 . g'!: :'' : 1 .::4,0' Approach LOS D A A /theft t. l urnrnaay .x HCM Average Control Delay 12.6 HCM Level of Service B HCM Volume to Capacity ratio •0.43.:..L:- Actuated Cycle Length (s) 100.0 Sum of lost time(s) 12.0 lntiersection.C.. di ...-Utilization_ 47.'f95::::::' _.:::.ICU ev lof ape �r:: :: .::... ::..:....' Analysis Period(min) 15 6,.: . iiflca Lisne Gro P • Alam 2020 AM Total Pioneer (LSC # 061100) Page 10 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2020 AM Total 112: WCR 22 & Site Access 4/24/2007 4\ t t " l r Movement.. ., CBI ,g " EBR *NOV c WNBT WB t::. NHL:" NBT BR: SBt .a ,. 1 BR Lane Configurations ►( tt r ►) tt 4, Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.86 0.88 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3539 1583 1770 3539 1770 1607 1635 Flt Permitted 0.22 1.00 1.00 0.52 1.00 0.61 1.00 1.00 Satd. Flow(perm) 407 3539 1583 961 3539 1140 1607 1635 Volume(vph) 46 302 66 82 724 0 175 5 49 0 14 135 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 50 328 72 89 787 0 190 5 53 0 15 147 RTOR Reduction (vph) 0 0 45 0 0 0 0 34 0 0 94 0 Lane Group Flow,(vph) 50 328 27 89 787 0 190 24 0 0 68 0 Turn Type pm+pt Perm pm+pt Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 2 6 Actuated Green, G(s) 52.0 38.0 38.0 52.0 38.0 36.0 36.0 36.0 Effective Green, g (s) 52.0 38.0 38.0 52.0 38.0 36.0 36.0 36.0 Actuated g/C Ratio 0.52 0.38 0.38 0.52 0.38 0.36 0.36 0.36 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 402 1345 602 613 1345 410 579 589 v/s Ratio Prot 0.02 0.09 c0.02 c0 22 0.01 0.04 v/s Ratio Perm 0.05 0.02 0.06 c0.17 v/c Ratio 0.12 0.24 0.05 0.15 0.59 0.46 0.04 0.12 Uniform Delay, d1 13.0 21.2 19.6 12.2 24.7 24.6 20.8 21.4 Progression Factor 0.68 0.68 0.52 0.45 0.59 1.00 1.00 1.00 incremental Delay,d2 0.6 0.4 0.1 0.5 1.8 3.7 0.1 0.4 Delay(s) 9.5 14.8 10.3 6.0 16.3 28.3 21.0 21.8 Level of Service A BB A B CCC Approach Delay(s) 13.5 15.3 26.6 21.8 Approach LOS B B CC �e : - a o P r - , ii it r 4 �e `�"'�-0<=9?.,. Fait HCM Average Control Delay` 17.0 HCM Level of Service B HCM Volume to Capacity ratio 0.47 Actuated Cycle Length(s) 100.0 Sum of,lost time(s) 12.0 Intersection Capacity Utilization 55.5% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group • Alam 2020 AM Total Pioneer(LSC#061100) Page 11 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 AM Total 113: WCR 22 & Road B 4/24/2007 Movement E EBT : EBR, j WBL ''WBT BR RBL ,. .NiBT:; 1 BR v :Oaf :'SOR Lane Configurations ►( tt P 4t r k ►( y, Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 21 293 36 0 -703 7 83 17 0 21 7 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 23 318 39 0 764 8 90 18 0 23 8 <22 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 772 358 772 1136 159 978 1167 382 vC1, stage 1 conf vol 364 364 764 764 vC2, stage 2 conf vet 408 772 214 403 vCu, unblocked vol 772 358 772 1136 159 978 1167 382 tC, single(s) 4:1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free % 97 100 76 94 100 92 97 96 cM capacity(veh/h) 839 1198 382 296 858 293 301 616 Volume;Total 23 159 159 39 255 509 8 90 18 23 29 Volume Left 23 0 0 0 0 0 0 90 0 23 0 Volume Right 0 0 0 39 0 0 8 "' 0 0 0 22 cSH 839 1700 1700 1700 1198 1700 1700 382 296 293 485 Volume to Capacity 0.03 0.09 0.09 0.02 0.00 0.30 0.00 0.24 0.06 0.08 0.06 Queue Length 95th (ft) 2 0 0 0 0 0 0 23 5 6 5 Control Delay(s) ! 9.4 0.0 0.0 0.0 0.0 0.0 0.0 17.3 17.9 18.3 12.9 Lane LOS A C C C B Approach Delay(s) 0.6 0.0 17.4 15.3 Approach LOS C C Intersection ry tx� , t ✓ �.. ... ``�y#:.,.. lfrs}' ... y L..�d `r.i35 t.0':..'� ...an.N l,a.`*u w .,,m wS r�fiu.iM'L ('�r;4`3� w Yr• ..... Average Delay 2.2 Intersection Capacity Utilization 37.4% ICU Level of Service A Analysis Period (min) 15 • Alam 2020 AM Total Pioneer(LSC#061100) Page 12 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2020 AM Total 114: WCR 22 & Road A 4/24/2007 • t 7 te ~ t -, t P v 1 r Movement . a,ER _ BT, EBR..:. E142.,± .,.. MNBT ._,NBR SBL SBT .. S$ Lane Configurations 1 'ft r fn. li 4 p ) it r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 3539 1583 3539 1770 1863 1863 1583 Flt Permitted 0.33 1.00 1.00 1.00 0.75 1.00 1.00 1.00 Satd. Flow(perm) 606 3539 1583 3539 1394 1863 1863 1583 Volume,(vph) 42 227 45 0 527 0 125 38 0 0 13 57 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 46 247 49 0 573 0 136 41 0 0 14 62 RTOR Reduction (vph) 0 0 30 0 0 0 0 0 0 0 0 42 Lane Group Flow(vph) 46 247 19 0 573 0 136 41 0 0 14 20 Turn Type pm+pt Perm pm+pt Perm Perm Perm Perm Protected Phases ': 7 4 3 8 2 16 Permitted Phases 4 4 8 2 2 6 6 Actuated Green, G(s) 57.0 38.0` 38.0 37.0 32.0 32.0 32.0 32.0 Effective Green, g (s) 57.0 38.0 38.0 37.0 32.0 32.0 32.0 32.0 Actuated,g/C Ratio 0.57 0.38 0.38 0.37 0.32 0.32 0.32 0.32 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 567 1345 602 1309 446 596 596 507 • v/s Ratio Prot c0.02 0.07 c0.16 0.02 0.01 v/s Ratio Perm. 0.03 0.01 c0:10 0.01 v/c Ratio 0.08 0.18 0.03 0.44 0.30 0.07 0.02 0.04 Uniform Delay, d1 10.0 20.7 19.4 23.7 25.6 23.6 23.3 23.4 Progression Factor 0.33 0.26 0.02 0.83 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.3 0.1 1.1 1.8 0.2 0.1 0.1 Delay(s) 3.6 5.6 0.6 20.7 27.4 23.9 23.4 23.6 Level of Service " A A A C CC CC Approach Delay(s) 4.6 20.7 26.6 23.5 Approach LOS A C C C ,. krza t iati,:gi2? caei» .H:wa .:. .,.at,W?r �'w"''w ; _ ".. i itr i 1hn HCM Average Control Delay 17.1 HCM Level of Service B HCM Volume to Capacity ratio 0.31 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2020 AM Total Pioneer(LSC#061100) Page 13 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 AM Total 115: WCR 22 & Road E 4/24/2007 r 4." -r t \* 1 1 Movement Lane Configurations ►( ft r 4R 4+ 4+ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 15 186 26 5 414 8 77 0 15 20 0 36 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 16 202 28 5 450 9 84 0 16 22 0 39 Pedestrians Lane Width(ft) Walking Speed (f/s) Percent Blockage Right turn flare(veh) Median,type Raised Raised Median storage veh) 1 1 Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 459 230 510 704 101 611 724 225 vC1, stage 1 conf vol 235 235 461 461 vC2, stage 2 conf vol 275 470 150 263 vCu, unblocked vol 459 230 510 704 101 611 724 225 tC, single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free% 99 100 83 100 98 95 100 95 cM capacity(veh/h) 1099 1335 505 433 935 451 434 778 t -t .."1- ' a ` „�.. - _ it 4 :4 `, _ #! . dt.4 - Via'... Volume Total 16 101 101 28 155 300 9 100 61 Volume Left 16 0 0 0 5 0 0 84 22 Volume''Right 0 0 0 28 0 0 9 16 39 cSH 1099 1700 1700 1700 1335 1700 1700 546 618 Volume to Capacity 0.01 0.06 0.06 0,02 0.00 0.18 0.01 0.18 0.10 Queue Length 95th (ft) 1 0 0 0 0 0 0 17 8 Control Delay(s) 8.3 0.0 ` 0.0 ` 0.0 0.3 0.0 " '_ 0.0 13.1 11.5 Lane LOS A A B B Approach Delay(s) 0.6 0.1 13.1 11.5 Approach LOS B B Average Delay 2.5 intersection Capacity Utilization 32.4% ICU Level of Service A Analysis Period (min) 15 • Alam 2020 AM Total Pioneer(LSC#061100) Page 14 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 AM Total 116: WCR 22 & Site Access 4/24/2007 • -' ~ t 4\ t t \* 1 r Move. = 7., .1.ttr BR ..1 sL-,. WBT B , N� t T NBR. S .. :,. BT ,: Lane Configurations '1 TR r 1 TT r 4+ 4+ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 17 200 5 5 365 7 13 0 15 22 0 49 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 18 217 5 5_ 397 8 14 0 16 24 0 53 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median',type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 404 223 517 670 109 ` 570 -667 198 vC1, stage 1 conf vol 254 254 408 408 vC2, stage 2 conf vol 262 415 162 260 vCu, unblocked vol 404 223 517 670 109 570 667 198 tC,single(s) 4.1 4.1 " 7.5 6.5 6.9 ' 7.5 6.5 6.9 tC, 2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free % 98 100 97 100 98 95 100 93 chit capacity(veh/h)', 1151 1343 496 449 924 478 455 809 1"1,14",..4; .. - a ,. i u `ms4ai ��. Irate Volume Total 18 109 109 5 5 198 198 8 30 77 Volume Left 18 0 0 0 5 0 0 0 14 24 Volume Right 0 0 0 5 0 0 0 8 16 53 cSH 1151 1700 1700 1700 1343 1700 1700 1700 659 666 Volume to Capacity 0.02 0.06 ` 0.06 0.00 0.00 0.12 0.12 0.00 0.05 0.12 Queue Length 95th (ft) 1 0 0 0 0 0 0 0 4 10 Control Delay(s) 8.2 0.0 = 0.0 0.0 7.7 0.0 0.0 0.0 10.7 ` 11.1 Lane LOS A A B B Approach Delay(s) 0.6 0.1 10.7 11.1 Approach LOS B B Average Delay 1.8 Intersection Capacity Utilization 25.6% ICU Level of Service A Analysis Period (min) 15 • Alam 2020 AM Total Pioneer(LSC#061100) Page 15 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 AM Total 117: WCR 22 & Road C 4/24/2007 • te '- t 4\ t i* ti 1 J Mover ent . '4, ' EEL ' T . EBR :WtiBL:,WBT WBt, :3 :-.N,aT.,..NBR sBL...:sar .SBR Lane Configurations 11 tt pr rt 'Pt r ►t + A rl t tr Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h), 40 195 2 4 285 14 5 7 13 42 2 87 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 43 212 2 4 310 15 5 8 14 46 2 95 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 12 12 Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 325 214 464 633 106 522 620 155 vC1, stage 1 conf vol 299 299 318 318 vC2, stage 2 conf vol 165 334 204 301 vCu, unblocked vol 325 214 464 633 106 522 620 155 tC, single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free % 96 100 99 98 98 91 100 89 cM capacity(veh/h) 1231 1353 496 455 928 505 470 863 Volume Total. 43 106 106 2 4 155 -' 155 15 5 22 46 97 Volume Left 43 0 0 0 4 0 0 0 5 0 46 0 Volume Right 0 0 0 2 0 0 0 15 0 14 0 95 cSH 1231 1700 1700 1700 1353 1700 1700 1700 496 1300 505 883 Volume to Capacity 0.04 0.06 0.06 0.00 0.00 0.09 0.09 0.01 0.01 0.02 x0.09 0.11 Queue Length 95th (ft) 3 0 0 0 0 0 0 0 1 1 7 9 Control Delay(s) 8.0 0.0 0.0 0.0 7.7 0.0 0.0 0.0 12.3 10.4 12.8 9.8 Lane LOS A A B B B A Approach Delay(s) 1.4 0.1 10.8 10.7 Approach LOS B B tin _ i.,?" _ �:I 1� 'Ytx % e ,�, Average Delay 2.9 �. �..w !, ,.,� e :_ ffa mr :_ Intersection Capacity Utilization 30.2% ICU Level of Service A Analysis Period (min) 15 • Alam 2020 AM Total Pioneer(LSC#061100) Page 16 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2020 AM Total 118: WCR 22 & WCR 53 4/24/2007 • -0 7 ~ t 4\ t ti d Movement -...r ; . {L EST :.EBR' .WOL ,WB•T*WOW- NBL. NBT•: NBf ! SBL : .$67' , S Lane Configurations ii 1' r ' T4 1 tt P '1 tt P Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 `1900 -1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane UtiL Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Fit 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Satd. Flow(prot) 1770 1863 1583 1770 1863 1770 3539 1583 3539 1583 Flt Permitted 0.64 1.00 1.00 0.58 1.00 0.34 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1185 1863 1583 1077 1863 641 3539 1583 3539 1583 Volume(vph) 30 94 126 217 178 0 " 49 164 115 0 371 76 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 33 102 137 236 193 0 53 178 125 0 '`403 83 RTOR Reduction (vph) 0 0 104 0 0 0 0 0 94 0 0 64 Lane Group Flow(vph) 33 102 33 236 193 0 53 178 31 0 403 19 Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Actuated Green, G (s) 36.0 24.0 24.0 51.0 35.0 39.0 25.0 25.0 23.0 23.0 Effective Green, g (s) 36.0 24.0 24.0 51.0 35.0 39.0 25.0 25.0 23.0 23.0 Actuated g/C Ratio 0.36 0.24 0.24 0.51 0.35 0.39 0.25 0.25 0.23 0.23 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 497 447 380 709 652 408 885 396 814 364 • v/s Ratio Prot 0.01 0.05 c0.08 0 10 c0.02 0.05 c0.11 v/s Ratio Perm 0.02 0.02 c0.09 0.03 0.02 0.01 v/c Ratio 0.07 0.23 0.09 0.33 0.30 0.13 0.20 0.08 0.50 0.05 Uniform Delay, dt 20.9 30.6 29.5 14.0 23.6 19.5 29.6 28.7' 33.5 30.0 Progression Factor 0.73 0.61 0.58 1.00 1.00 0.31 0.58 1.46 1.00 1.00 Incremental Delay, d2 0.3 1.2 0.4 1.3 1.2 0.6 0.5 0.4 2.1 0.3 Delay(s) 15.5 20.0 17.5 15.2 24.7 6.6 17.6 42.4 35.6 30.3 Level of Service BBBBC A B D DC Approach Delay(s) 18.2 19.5 24.7 34.7 Approach LOS B B C C id'> - syy ,a"'.ifi . a . "i�, t q�' „� �s-s e-9 _vr m ..A^.. vl.;w. �`a„„� us.. z6Y- _rr..�;-..'�:.ts. . 3�'d �;sY�₹% ,4`�7m� =t�*+Fc' ti.1.�N'.ra Y'..!.1��'i";�.e' '3 `-`..,'et HCM Average Control Delay 25.2 HCM Level of Service C HCM Volume to Capacity ratio 0.36 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 16.0 Intersection Capacity Utilization 43.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2020 AM Total Pioneer(LSC#061100) Page 17 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 AM Total 119: WCR 22 & Road H 4/24/2007 • 4— k. ti d Movement .'"_ EBL EST" WBT WBR_ S R _. t :._. . . Lane Configurations 4 j, ►r' Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 108 101 197 0 0 199 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 117 110 214 0 0 216 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 847 pX, platoon unblocked vC, conflicting volume 214 559 214 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 214 559 214 tC, single(s) 4.1 6.4 6.2 tC, 2 stage(s) tF(s) 2.2 3.5 3.3 • p0 queue free% 91 100 74 cM capacity(veh/h) 1356 448 826 y Volume Total 227 214 '? 216 Volume Left 117 0 0 Volume Right, 0 0 216 cSH 1356 1700 826 Volume to Capacity 0.09 0.13 0.26 Queue Length 95th (ft) 7 0 26 Control Delay(s) ; 4.4 0.0 10.9 Lane LOS A B Approach Delay(s) 4.4 0.0 10.9 Approach LOS B tr1N9r� rA[E� Cirt11'1R9rSR ?. ...,:: .. ..ti Average Delay 5.1 Intersection Capacity Utilization 44.0% ICU Level of Service A Analysis Period (min) 15 • Alam 2020 AM Total Pioneer(LSC#061100) Page 18 LSC, Inc. • HCM Unsignalized Intersection Capacity Analysis 2020 AM Total 120: WCR 22 & Road I 4/24/2007 • l `4— 'f r Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 p ►fir Sign,Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 101 0 0 0 0 197 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 110 0 0 0 0 214 Pedestrians Lane Width(ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 0 220 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 220 0 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 • p0 queue free % 93 100 80 cM capacity(veh/h) 1623 717 1085 Direction, Lane ' l B I Will-- Sa I Volume Total 110 0 214 Volume Left 110 0 0 Volume Right 0 0 214 cSH 1623 1700 1085 Volume to Capacity 0.07 0.00 0.20 Queue Length 95th (ft) 5 0 18 Control Delay(s) 7.4 0.0 9.1 Lane LOS A A Approach Delay(s) 7.4 - 0.0 9.1 Approach LOS A io Summary Average Delay 8.5 Intersection Capacity Utilization 24.5% ICU Level of Service A Analysis Period (min) 15 • Alam 2020 AM Total Pioneer(LSC#061100) Page 19 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 AM Total 121: Road C & WCR 53 4/24/2007 • �'i C ~ *I /' t 4/ Movement, EBL. EBT EBR WBL WET WBR NBL NBT` NBR 'BBL SOT SBR Lane Configurations t+ ' ft rt 'i 44 r Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 8 44 79 119 52 0 27 106 61 0 250 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 9 48 86 129 57 0 29 115 66 0 272 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC,conflicting volume 416 512 136 420 462 58 288 182 vC1, stage 1 conf vol 272 272 174 174 vC2, stage 2 conf vol 145 240 246 288 vCu, unblocked vol 416 512 136 420 462 58 288 182 tC, single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free% 98 91 90 74 89 100 98 100 cM capacity(veh/h) 549 520 888 492 531 996 1271 1391 (all tic t'f,,tae EB EB;2:'Al1W;B 9, WB:2 .NB 1 -: NB2 TWO 4 NB4 Std Volume Total 9 134 129 57 29 58 58 66 0 136 136 16 Volume Left 9 0 129 0 29 0 0 0 0 0 0 0 Volume Right 0 86 0 0 0 0 0 66 0 0 0 16 cSH 549 709 492 531 1271 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.02 0.19 0.26 0.11 0.02 0.03 0.03 0.04 0.00 0.08 0.08 0.01 Queue Length 95th (ft) 1 17 26 9 2 0 0 0 0 0 0 0 Control Delay(s) 11.7 11.3 14.9 12.6 7.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS BB BB A Approach Delay(s) 11.3 14.2 1.1 0.0 Approach LOS B B .. ...» .,. _..........: ._......::::...... .- -•: - - - �K:� _ ..tea. ....:...._ r.. �:.t..._,�!._..!:;a::'!�':::"..:............. - I} \Y�}� �._ -..T.1� :.:I::;....... ..:'� .r., .. ...; .. .. _ � y. »» ... :M.......... '1...... •.�.•. ......r.t.»: �:..l.�a i:::..�.'S.�i^.:: Average Delay 5.4 Intersection Capacity Utilization 37.3% ICU Level of Service A : Analysis Period (min) 15 • Alam 2020 AM Total Pioneer(LSC#061100) Page 20 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 AM Total 122: Site Access & WCR 53 4/24/2007 Movement; ESL .EST EBR WBL.. WBT WBR . NBL NET NBR SBL . SST .SBR Lane Configurations 1+ 'I ft r fl ?t P Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 34 131 134 11 0 44 0 69 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 37 142 146 12 0 48 0 75 0 0 0 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 102 171 0 257 96 0 0 75 vC1, stage 1 conf vol 0 0 96 96 vC2, stage 2 conf vol 102 171 161 0 vCu, unblocked vol 102 171 0 257 96 0 0 75 tC, single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 ,-2.2 2.2 • p0 queue free% 100 94 87 74 98 100 97 100 cM capacity(veh/h) 778 665 1084 566 718 1084 1622 1522 WBI , iE2 <NB1 NB2 ,NBS NBA Volume Total 0 179 146 12 48 0 0 75 0 0 0 0 Volume Left 0 0 146 0 48 0 0 0 0 0 0 0 Volume Right 0 142 0 0 0 0 0 75 0 0 0 0 cSH 1700 960 566 718 1622 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.00 0.19 0.26 0.02 0.03 0.00 0.00 0.04 0.00 0.00 0.00 0.00 Queue Length 95th (ft) 0 17 26 1 2 0 0 0 0 0 0 0 Control Delay(s) 0.0 9.6 13.6 10.1 7.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS A A B B A Approach Delay(s) 9.6 13.3 2.8 0.0 Approach LOS A B IntersectionSumm .. > Average Delay 9.1 Intersection Capacity Utilization 30.6% ICU Level of Service A Analysis Period (min) 15 • Alam 2020 AM Total Pioneer(LSC#061100) Page 21 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 AM Total 128: Road C & Site Access 4/24/2007 • t r t t t " 1 Movement EB.L EBT .EBR WBL WBT WEIR .i'NBL NBT NBR SBL. . SBT SBR Lane Configurations r ►I '1 1' 11 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 14 54 92 1 119 15 270 15 4 5 5 31 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 15 59 100 1 129 16 293 16 4 5 5 34 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 146 159 257 237 59 241 329 138 vC1, stage 1 conf vol vC2, stage 2 conf'voI vCu, unblocked vol 146 159 257 237 59 241 329 138 tC, single(s) 4.1 4.1 7,1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free% 99 100 56 98 100 99 99 96 cM capacity(veh/h) 1436 1421 660 656 1007 690 583 911 Direction,t # : . ,.EB1 . EB'2: .,EBS. WO, :W92 IND1,:ilia 2 Stu.- SB2 Volume Total : 15 59 100 1 146 293 21 5 39 Volume Left 15 0 0 1 0 293 0 5 0 Volume Right0 0 100 0 16 0 4 0 34 cSH 1436 1700 1700 1421 1700 660 708 690 845 Volume to Capacity 0.01 0.03 0.06 0:00 0.09 0.44 0:03 0.01 0.05 Queue Length 95th (ft) 1 0 0 0 0 57 2 1 4 Control Delay(s) 7.5 0:0 0.0 7:5 0.0 14.8 10.2 10.3 9.5 Lane LOS A A BBB A Approach Delay(s) 0.7 0.1 14.5 9.6 Approach LOS B A Intersection.Summar. . Average Delay 7.5 Intersection Capacity Utilization 39.9% ICU Level of Service A Analysis Period (min) 15 • Alam 2020 AM Total Pioneer(LSC#061100) Page 22 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 AM Total 129: Road C & WCR 51 4/24/2007 • -. ~ t 4\ T P ti r Movement . „ ESL EST. EBR WBL WBT WEIR r+NBL NBT NBR :,.SBL SBT : iSBR Lane Configurations 4+ 4+ 4+ 4. Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 21 20 7 0 59 0 21 49 0 0 17 57 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 23 22 8 0 64 0 23 53 0 0 18 62 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 64 29 207 135 26 162 139 64 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 64 29 207 135 26 162 139 64 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 '- 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 100 97 93 100 100 98 94 cM capacity(vehhg/h) 15µy38 1584 683 744 1050', 751 741 1000 D� Volume Total 52 64 76 80 Volume Left 23 0 23 0 Volume Right 8 0 0 62 cSH 1538 1584 725 926 Volume to Capacity 0.01 0.00 0.10 0.09 Queue Length 95th (ft) 1 0 • 9 7 Control Delay(s) 3.3 0.0 10.5 9.3 Lane LOS A B A Approach Delay(s) 3.3 0.0 10.5 9.3 Approach LOS B A Interson:Sutay '2-% 2 Average Delay 6.3 Intersection Capacity Utilization 26.4% ICU Level of Service A Analysis Period (min) 15 • Alam 2020 AM Total Pioneer(LSC#061100) Page 23 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 AM Total 130: Road E & Road A 4/24/2007 • f -• f ~ 4 4\ t ► 1 r Movement .. EBL EBT EBR WBL •WBT WBR NBL NBT NBR SBL SOT SBR Lane Configurations ►) 1 11 T+ Sign Control Stop Stop Stop Stop Volume (vph) 145 31 30 40 32 231 46 0 34 96 0 66 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 158 34 33 43 35 251 50 0 37 104 0 72 Direction,Lane# '?,. ER 1 EB 2 WO 1, WB2 NB 1; NB 2 -$B1 SO-2 VolumeTotal (vph) 158 66 43 286 50 37 104 72 Volume Left(vph) 158 0 43 0 50 0 104 0 Volume Right(vph) 0 33 0 251 0 37 0 72 Hadj(s) 0.53 -0.31 0.53 -0.58 0.53 -0.67 0.53 -0.67 Departure Headway(s) 6.1 5.3 6.1 4.9 6.7 5.5 6.5 5.3 Degree Utilization,x 0.27 0.10 0.07 0.39 0.09 0.06 0.19 0.11 Capacity(veh/h) 560 647 567 701 501 602 516 625 Control Delay(s) 10.2 7.7 8.3 9.9 9.1 7.6 9.8 7.8 Approach Delay(s) 9.4 9.7 8.5 9.0 Approach LOS A A A A Intersection .. . ., , :'. n;,� .., '<, , , Delay 9.3 HCM Level of Service A Intersection Capacity Utilization 46.0% ICU Level of Service A • Analysis Period (min) 15 • Alam 2020 AM Total Pioneer(LSC#061100) Page 24 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 PM Total 101: WCR 22 & US 85 4/24/2007 k' 4\ t P \ 1 d Movement EBL EBT ` EBR WBL WBT VVBR NBL NBT NBR, 'SDI ,;;567 5BR Lane Configurations Art P ft P Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 0 0 15 0 0 231 0 1320 261 0 775 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 16 0 0 251 0 1435 284 0 842 16 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1560 2561 421 1856 2293 717 859 1718 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1560 2561 421 1856 2293 717 859 1718 tC, single(s) - 7.5 6.5 6.9 7.5 6:5 6.9 4.1 4.1 tC, 2 stage (s) • tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2:2 2.2 p0 queue free % 100 100 97 100 100 32 100 100 cM capacity(veh/h) 25 26 581 44 39 372 778 364 Du'ec# f 1 ° ,ta taffrt.Wet NBI NB2 : a St. $ Volume Total 16 251 717 717 284 421 '' 421 16 Volume Left 0 0 0 0 0 0 0 0 Volume Right 16 251 0 0 284 0 0 16 cSH 581 372 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.03 0.68 0.42 0A2 0.17 0.25 0.25 0.01 Queue Length 95th (ft) 2 119 0 0 0 0 0 0 Control Delay(s) 11:4 32.6 0.0 0.0 0.0 0.0 0.0 0:0 Lane LOS B D Approach Delay(s) 11:4 32.6 0:0 0.0 Approach LOS B D lnterS lon Summary,. ";.1::;',7.';';,:&.-- Average Delay 2.9 Intersection Capacity Utilization 57.5% ICU Level of Service B Analysis Period (min) 15 • Alam 2020 PM Total Pioneer(LSC#061100) Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2020 PM Total 102: US 34 & WCR 49 4/24/2007 Movement EBI ST SBR WBL WBT AMR jNBL NBT NBR SIX ,SE31 SBR Lane Configurations , ft if '1 ft if Vi t if Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 3539 1583 1770 3539 1583 3433 1863 1583 1770 1825 Fit Permitted 0.43 1.00 1.00 0.18 1.00 1.00 0.95 1.00 1.00 0.95 1:00 Satd. Flow(perm) 802 3539 1583 344 3539 1583 3433 1863 1583 1770 1825 Volume(vph) 15 635 539 119 490 15 389 60 105 15 : 94 15 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 16 690 586 129 533 16 423 65 114 16 102 16 RTOR Reduction (vph) 0 0 414 0 0 10 0 0 66 0 5 0 Lane Group Flow(vph) 16 690 172 129 533 6 423 65 48 16 113 0 Turn Type pm+pt Perm pm+pt Perm Prot Perm Prot Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 Actuated Green, G (s) °27.2 25:5 25:5 36.3 30.6 30.6 14.8 36.9 36.9 1.7 23.8 Effective Green, g (s) 27.2 25.5 25.5 36.3 30.6 30.6 14.8 36.9 36.9 1.7 23.8 Actuated g/C Ratio 0.31 0.29 0.29 0.42 0:35 0.35 0.17 0A2 0.42' 0.02 0.27 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle'Extension (s) 3.0 3.0 3.0 3.0 3:0 3:0 3.0 3.0 3A' 3.0 3.0 • Lane Grp Cap(vph) 270 1038 465 255 1246 557 585 791 672 35 500 Ws Ratio Prot 0.00 c0.19 c0.04 0.15 c0.12 0.03 0.01, c0.06 v/s Ratio Perm 0.02 0.11 0.17 0.00 0.03 v/c Ratio 0.06 0.66 0.37 0.51 0.43 0.01 0/2 0.08 0.07 0.46 0.23 Uniform Delay, dl 20.7 26.9 24.3 17.6 21.5 18.3 34.1 14.9 14.8 42.1 24.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1:00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 1.6 0.5 1.6 0.2 0.0 4.4 0.2 0.2 9.2 1.0 Delay(s) 20.8 28.6 24.8 19.2 21/ 18.3 38.5 15.1 15.0 51.3 25.5 Level of Service C C C BC BD BBDC Approach Delay(s) 26.8 21.1 31.5 28.6 Approach LOS C C C C to _ i# "lft[s0latt HCM Average Control Delay 26.5 HCM Level of Service C HCM Volume to Capacity ratio 0:52 Actuated Cycle Length (s) 86.9 Sum of lost time (s) 16.0 Intersection Capacity Utilization 55.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • Alam 2020 PM Total Pioneer(LSC#061100) Page 2 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 PM Total 103: 1-76 WB Ramps & WCR 49 4/24/2007 • 4\ t ti 1 J Movement .. •.EBL EBT EBR .11(BL WBT WBR NEL. NUT. NBR; : $BL . SST, Safi Lane Configurations 4 r ' ft t rr Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 0 10 5 285 10 1281 0 0 213 722 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 11 5 310 11 1392 0 0 232 785 Pedestrians Lane Width(ft) Walking Speed (f ls) Percent Blockage Right turn flare (veh) 16 Median type None None Median storage veh) Upstream signal(ft) 434 pX, platoon unblocked 0.63 0.63 0.63 0.63 0.63 0.63 vC, conflicting volume 952 1646 232 1646 1646 696 232 1392 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 343 1440 232 1440 1440 0 232 1039 tC, single(s) 7.5 _6.5 6.9 7:5 6:5 6.9 4.1 4.1 tC, 2 stage (s) • tF(s) 3.5 4.0 3.3 3:5 4.0 3.3 2.2 2.2 p0 queue free % 100 100 100 81 93 55 99 100 cM capacity(veh/h) 192 83 771 59 83 686 1333 420 Volume Total 326 11 696 696 232 392 392 Volume Left 11 11 0 0 0 0 0 Volume Right 310 0 0 0 0 392 392 cSH 722 1333 1700 1700 1700 1700 1700 Volume to Capacity 0.45 0.01 0.41 0.41 0.14 0.23 023 Queue Length 95th (ft) 59 1 0 0 0 0 0 Control Delay(s) 17.6 7.7 0.0 0.0, 0.0 0.0 0.0 Lane LOS C A Approach Delay(s) 17.6 0.1 0.0 Approach LOS C tnterflorr, mt (artt. ,v .. Average Delay 2.1 Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15 • Alam 2020 PM Total Pioneer(LSC#061100) Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2020 PM Total 104: I-76 EB Ramps & WCR 49 4/24/2007 Moverpent E$i EB..T EBR Mt_ WBT WBR: . BBL NST- NBR; BBL` SBT. .SO Lane Configurations WI '1 T Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Utii. Factor 0.97 1.00 1.00 1.00 1.00 Frt 1.00 0.90 0.98 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 3433 1671 1834 1770 1863 Flt Permitted 0.95 1.00 1.00 0.73 1.00 Satd. Flow(perm) 3433 1671 1834 1358 1863 Volume(vph) 1251 5 10 0 0 0 0 35 5 183 40 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 1360 5 11 0 0 0 0 38 5 199 43 0 RTOR Reduction (vph) 0 6 0 0 0 0 0 3 0 0 0 0 Lane Group Flow(vph) 1360 10 0 0 0 0 0 40 0 199 43 0 Turn Type Perm Perm Protected Phases 4 2 6 Permitted Phases 4 6 Actuated Green,G (s) 45.5 45.5 46.5 46.5 46.5 Effective Green, g (s) 45.5 45.5 46.5 46.5 46.5 Actuated g/C Ratio 0.46 0.46 0:46 0.46 0.46 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 1562 760 853 631 866 v/s Ratio Prot 0.01 0.02 D.02 v/s Ratio Perm c0.40 c0.15 v/c Ratio 0:87 0.01 0.05 0.32 0.05 Uniform Delay, dl 24.6 14.9 14.6 16.8 14.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.6 0.0 0.1 1.3 0.1 Delays) 30.2 14.9 14.7 18.1 14.8 Level of Service C B B B B Approach Delay(s) 30.0 0.0 147 17.5 Approach LOS C A B B IptBrsao en Itnpnn .. _ H HCM Average Control Delay 27.8 HCM Level of Service C HCM Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 63.4% ICU Level of Service B" Analysis Period (min) 15 c Critical Lane Group • Alam 2020 PM Total Pioneer(LSC#061100) Page 4 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 PM Total 105: 176 WB Ramps & WCR 53 4/24/2007 • 7 1< .— t t `► 1 d Movement ESL EST EBR ' WBL WBT WBR NBL .DEBT NBR 484 aST, ISBR Lane Configurations 1' 1 r Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 0 0 0 149 0 671 0 0 86 385 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 0 0 162 0 729 0 0 93 418 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal(ft) 520 pX, platoon unblocked vC, conflicting volume 823 823 93 823 1241 729 512 729 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 823 823 93 823 1241 729 512 729 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 - 4.1 tC, 2 stage(s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free% 100 100 100 100 100 62 100 100 cM capacity(veh/h) 180 309 964 293 175 423 1053 875 €1 re fF .. NBi $61 a:.S6t Volume Total 162 729 93 418 Volume Left 0 0 0 0 Volume Right 162 0 0 418 cSH 423 1700 1700 1700 Volume to Capacity 0,38 0.43 0.05 0.25 Queue Length 95th (ft) 44 0 0 0 Control Delay(s); 18.7 0.0 0.0 0.0 Lane LOS C Approach Delay(s) 18.7 0.0 0.0 Approach LOS C IntersectionSttrnma Average Delay 2.2 Intersection Capacity Utilization 51.2% ICU Level of Service A Analysis Period (min) 15 • Alam 2020 PM Total Pioneer(LSC#061100) Page 5 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2020 PM Total 106: 1-76 WB Ramps & WCR 53 4/24/2007 • t -0 I t t l ► 1 J movement, EEL EBT EBR WBL .WBT Walk ,.Net Nat NBR'! BBL SBT $BR Lane Configurations 4:, 1' 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Fri 1.00 1.00 Fit Protected 0.95 0.95 Satd. Flow(prot) 1770 1770 Flt Permitted 0.95 0.76 Satd. Flow(perm) 1770 1410 Volume(vph)- 671 0 0 0 0 0 0 0 0 86 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 729 0 0 0 0 0 0 0 0 93 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 729 0 0 0 0 0 0 0 0 93 0 Turn Type Perm Perm Protected Phases 4 2 6 Permitted Phases 4 6 Actuated Green,G(s) 67.0 25.0 Effective Green, g (s) 67.0 25.0 Actuated g/C Ratio 0.67 0.25 Clearance Time(s) 4.0 4.0 • Lane Grp Cap (vph) 1186 353 v/s Ratio Prot v/s Ratio Perm 0.41 c0.07 v/c Ratio 0.61 0.26 Uniform Delay, dl 9.3 30.1 Progression Factor 1.00 0.72 Incremental Delay, d2 2.4 1.8 Delay(s) 11.6 23.4 Level of Service B C Approach Delay(s) 11.6 0.0 0.0 23.4 Approach LOS B A A C HCM Average Control Delay 13.0 HCM Level of Service B HCM Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 48.6% ICU Level of Service A Analysis Period,(min) 15 c Critical Lane Group • Alam 2020 PM Total Pioneer(LSC#061100) Page 6 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2020 PM Total 107: WCR 22 & WCR 49 4/24/2007 • 4\ t P l d Mczvvsmgrtt; Ei3l. Far.' EBR .V1/BL ;INBT. WBR - >NBL NBT ° NBR , $Bt. ::SBT. ,SBR Lane Configurations 44+ E Ijl ++ r ' r ft r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 FIt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3539 1583 3433 3539 1583 1770 3539 1583 1770 3539 1583 FIt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.44 1.00 1.00 0.18 1.00 1.00 Satd. Flow(perm) 1770 3539 1583 3433 3539 1583 814 3539 1583 341 3539 1583 Volume(vph) 67 483 76 223 275 163 52 790 394 285 526 54 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 73 525 83 242 299 177 57 859 428 310 572 59 RTOR Reduction (vph) 0 0 0 0 0 68 0 0 0 0 0 25 Lane Group Flow(vph) 73 525 83 242 299 109 57 859 428 310 572 34 Turn Type Prot Free Prot pm+ov pm+pt Free pm+pt pm+ov Protected Phases 7 4 3 8 1 5 2 1 6 7 Permitted Phases Free 8 2 Free 6 6 Actuated Green, G(s) 7.0 19.3 100.0 9.8 22.1 36.3 44.4 40.7 100.0 58.9 51.2 58.2 Effective Green, g (s) 7.0 19.3 100.0 9.8 22.1 36.3 44.4 40.7 100.0 58.9 51.2 58.2 Actuated g/C Ratio 0.07 0.19 1.00 0.10 0.22 0.36 0.44 0.41 1.00 0.59 0.51 0.58 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap(vph) 124 683 1583 336 782 638 397 1440 1583 404 1812 985 v/s Ratio Prot 0.04 c0.15 c0.07 0.08 0.02 0.01 0.24 c0.11 0.16 0.00 v/s Ratio Perm 0.05 0.04 0.06 c0.27 c0.34 0.02 v/c Ratio 0.59 0.77 0.05 0.72 0.38 0.17 0.14 0.60 0.27 0.77 0.32 0.03 Uniform Delay, dl 45.1 38.2 0.0 43.8 33.1 21.6 16.0 23.2 0.0 14.2 14.2 8.9 Progression Factor 1.00 1.00 1.00 0.78 0.72 1.30 1.00 1.00 1.00 1.21 0.65 0.29 Incremental Delay, d2 7.0 5.2 0.1 7.1 0.3 0.1 0.2 1.8 0.4 8.1 0.4 0.0 Delay(s) 52.1 43.4 0.1 41.4 24.3 28.3 16.1 25.0 0.4 25.3 9.6 2.6 Level of Service DD A D CC BC AC A A Approach Delay(s) 39.1 31.0 16.8 14.3 Approach LOS* D C B B Iht4 :101�... `.;AWay. .-.n '4z4 �x m,:XP nv. n w ; _, _ } HCM Average Control Delay 23.1 HCM Level of Service C HCM Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 70.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • Alam 2020 PM Total Pioneer(LSC#061100) Page 7 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2020 PM Total 108: Road C & WCR 49 4/24/2007 • I t f P �► 1 Movement )NBL Weft NBT, NEIR , SQL SBT• Lane Configurations ►j r ff r 'S ++ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1583 3539 1583 1770 3539 Flt Permitted 0.95 1.00 1.00 1.00 0.13 1.00 Satd. Flow(perm) 1770 1583 3539 1583 236 3539 Volume(vph) 241 88 1198 432 157 699 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 262 96 1302 470 171 760 RTOR Reduction (vph) 0 78 0 193 0 0 Lane Group Flow(vph) 262 18 1302 277 171 760 Turn Type custom Perm pm+pt Protected Phases 3 2 1 6 Permitted Phases 8 8 2 6 Actuated Green„G(s) 18.7 18.7 57.7 57.7 71.3 713 Effective Green, g (s) 18.7 18.7 57.7 57.7 71.3 71.3 Actuated g/C Ratio 0,19 0.19 0.59 0:59 0.73 0.73 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) - 3.0 3.0 3.0 3.0 3.0 3 • .0 Lane Grp Cap (vph) 338 302 2084 932 322 2575 v/s Ratio Prot c0.15 c0.37 c0.05 0.21 v/s Ratio Perm 0.01 0.17 0.33 v/c Ratio 0.78 0.06 0.62 0.30 0.53 0.30 Uniform Delay, dl 37.7 32.5 13.1 10.0 9.6 4.6 Progression Factor 1:00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.6 0.1 1.4 0.8 1.7 0.3 Delay(s) 48.3 32.5 14:5 10.9 11.2 4.9 Level of Service DCBBB A Approach Delay(s) 44.0 13.6 6.1 Approach LOS D B A HCM Average Control Delay 14.8 HCM Level of Service B HCM Volume to Capacity ratio 0:65 Actuated Cycle Length (s) 98.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 65.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group • Alam 2020 PM Total Pioneer(LSC#061100) Page 8 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2020 PM Total 109: Road A& WCR 49 4/24/2007 t �► l Movement WBL=.1 BR NOT :NBR . _SBL _,SBT Lane Configurations r ++ r ft, Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1583 3539 1583 1770 3539 Flt Permitted 0.95 1.00 1.00 1.00 0.41 1.00 Satd. Flow(perm) 1770 1583 3539 1583 771 3539 Volume(vph) 186 48 495 323 84 623 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 202 52 538 351 91 677 RTOR Reduction (vph) 0 44 0 62 0 0 Lane Group Flow(vph) 202 8 538 289 91 677 Turn Type Perm pm+ov pm+pt Protected Phases 8 2 8 1 6 Permitted Phases 8 2 6 Actuated Green, G(s) 14.6 14.6 67.7 82.3 77.4 77.4 Effective Green, g (s) 14.6 14.6 67.7 82.3 77.4 77.4 Actuated g/C Ratio 0.15 0.15 0.68 0.82 0.77 0.77 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 4. Lane Grp Cap (vph) 258 231 2396 1366 654 2739 v/s Ratio Prot c0.11 0.15 0.03 0.01 c0.19 v/s Ratio Perm 0.00 0.15 0.10 v/c Ratio 0.78 0.03 0.22 0.21 0.14 0.25 Uniform Delay, dl 41.2 36.6 6.2 1.9 2.9 3.2 Progression Factor 1.00 1.00 0.22 0.00 1.00 1.00 Incremental Delay, d2 14.3 0.1 0.2 0.1 0.1 0.2 Delay(s) 55.5 36.7 1.5 0.1 3.0 3.4 Level of Service E D A A A A Approach Delay(s) 51.6 1.0 3.3 Approach LOS D A A HCM Average Control Delay 8.6 HCM Level of Service A HCM Volume to Capacity ratio 0.33 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 38.6% ICU Level of Service A : Analysis Period (min) 15 c Critical Lane Group • Alam 2020 PM Total Pioneer(LSC#061100) Page 9 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2020 PM Total 111: Road B & WCR 49 4/24/2007 • t P Movement WBL WBR NBT NBR SBL SBT Lane Configurations V Sit T 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 Frt 0.97 1.00 0.85 1.00 1,00 Flt Protected 0.96 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1735 3539 1583 1770 3539 Flt Permitted 0.96 1.00 1.00 0.29 1.00 Satd. Flow(perm) 1735 3539 1583 538 3539 Volume(vph) 138 46 772 248 82 727 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 150 50 839 270 89 790 RTOR Reduction(vph) 15 0 0 47 0 0 Lane Group Flow(vph) 185 0 839 223 89 790 Turn Type pm+ov pm+pt Protected Phases 3 2 3 1 6 Permitted Phases 8 2 6 Actuated Green, G (s) 14.2 68.5 82.7 77.8 77.8 Effective Green, g (s) 14.2 68.5 82.7 77.8 77.8 Actuated g/C Ratio 0.14 0.68 0.83 0.78 0.78 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 ill Lane Grp Cap (vph) 246 2424 1372 484 2753 v/s Ratio Prot c0.11 c0.24 0.02 0.01 c0.22 v/s Ratio Perm 0.12 0.13 v/c Ratio 0.75 0.35 0.16 0.18 0.29 Uniform Delay, dl 41.2 6.5 1.7 3.2 3.2 Progression Factor 0.95 0.37 0.01 0.82 0.71 Incremental Delay, d2 12.3 0.3 0.0 0.2 0.2 Delay(s) 51.4 2.7 0.1 2.8 2.5 Level of Service D A A A A Approach Delay(s) 51.4 2.1 2.5 Approach LOS D A A IMerslctlm ► .. r. HCM Average Control Delay 6.8 HCM Level of Service A HCM Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 46.3% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Alam 2020 PM Total Pioneer(LSC#061100) Page 10 LSC, Inc. HCM Signalized intersection Capacity Analysis 2020 PM Total 112: WCR 22 & Site Access 4/24/2007 • t c ~ t / 1 d Movement:.. .;_,;_, EBL EBT EBR WAL :.WBT WBR NBL NB7"i;:NE3R ;SBL SBT SBR Lane Configurations Iii tt r IS +T4 ) T 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.87 0.88 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1770 1624 1635 Flt Permitted 0.35 1.00 1.00 0.24 1.00 0.68 1.00 1.00 Satd. Flow(perm) 651 3539 1583 456 3539 1259 1624 1635 Volume (vph) 157 806 200 64 461 0 114 16 92 0 9 87 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 171 876 217 70 501 0 124 17 100 0 10 95 RTOR Reduction (vph) 0 0 122 0 0 0 0 73 0 0 69 0 Lane Group Flow(vph) 171 876 95 70 501 0 124 44 0 0 36 0 Turn Type pm+pt Perm pm+pt Perm Perm Protected Phases 7 4 3 8 2 , 6.. . . Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 65.0 44.0 44.0 55.0 38.0 27.0 27.0 :27:0 Effective Green, g (s) 65.0 44.0 44.0 55.0 38.0 27.0 27.0 27.0 Actuated g/C Ratio 0.65 0.44 0.44 0.55 0.38 0.27 0.27 . . . . . :027 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 681 1557 697 474 1345 340 438 441 • v/s Ratio Prot c0.06 c0 25 0 03 0.14 0.03 0.02 v/s Ratio Perm 0.11 0.06 0.06 c0.10 v/c Ratio 0.25 0.56 0.14 0.15 0.37 0.36 0.10 0.08 Uniform Delay, dl 7.5 20.8 16.7 11.0 22.4 29.6 27.4 27.2 Progression Factor 0.49 0.58 0.06 0.86 0.57 1.00 0.99 1.00 Incremental Delay, d2 0.7 1.1 0.3 0.6 0.8 3.0 0.5 0.4 Delay(s) 4.4 13.2 1.3 10.1 13.5 32.5 27.6 27.6 Level of Service AB A BB C C C Approach Delay(s) 10.0 13.1 30.1 27.6 Approach LOS A B C C Intersectlon_Summary :;, ,..., .} K` HCM Average Control Delay 13.9 HCM Level of Service B HCM Volume to Capacity ratio 0.45 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 48.8% iCU Level of Service A Analysis Period (min) 15 c Critical Lane Group III Alam 2020 PM Total Pioneer(LSC #061100) Page 11 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 PM Total 113: WCR 22 & Road B 4/24/2007 • -I -• C 4- k- 4\ t /.. ti d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT .SBR Lane Configurations ►( tt r 4t r v t. itiis Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 24 782 92 0 446 24 55 11 0 13 19 25 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 26 850 100 0 485 26 60 12 0 14 21 27 Pedestrians Lane Width (ft) Walking Speed (f 15) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 511 950 1182 1413 425 968 1487 242 vC1, stage 1 conf vol 902 902 485 485 vC2, stage 2 conf vol 280 511 483 1002 vCu, unblocked vol 511 950 1182 1413 425 968 1487 242 tC,single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5- 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free% 98 100 74 95 100 96 91 96 cM capacity(veh/h) 1051 719 229 246 578 326 230 758 Diniotiom Lire* Eel 832 :EB3 EB4 WB1 WB2 .,WB 13 NBA NB2 S& ,.3B2 Volume Total 26 425 425 100 162 323 26 60 12 14 48 Volume Left 26 0 0 0 0 0 0 60 0 14 0 Volume Right 0 0 0 100 0 0 26 0 0 0 27 cSH 1051 1700 1700 1700 719 1700 1700 229 246 326 381 Volume to Capacity 0.02 0.25 0.25 0.06 0.00 0.19 0.02 0.26 0.05 0.04 0.13 Queue Length 95th (ft) 2 0 0 0 0 0 0 25 4 3 11 Control Delay(s) 8.5 0.0 0.0 0.0 0.0 0.0 0.0 26.2 20.4 16.6 15.8 Lane LOS A DCCC Approach Delay(s) 0.2 0.0 25.2 16.0 Approach LOS D C lntection Summary ... . ; Average Delay 1.9 Intersection Capacity Utilization 38.3% ICU Level of Service A Analysis Period (min) 15 • Alam 2020 PM Total Pioneer(LSC#061100) Page 12 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2020 PM Total 114: WCR 22 & Road A 4/24/2007 • J --I' c I— k 4\ t P 1 d Movement EBL EBT EBR WBL WBT WBR NBL NBT`: NBR SBL SBT SBR Lane Configurations itt r 41 ) + r 1 t r Ideal Flow (vphpi) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 3539 1770 1863 1863 1583 Flt Permitted 0.46 1.00 1.00 1.00 0.73 1.00 1.00 1.00 Satd. Flow(perm) 863 3539 1583 3539 1351 1863 1863 1583 Volume (vph) 67 583 145 0 334 0 81 25 0 0 45 55 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 73 634 158 0 363 0 88 27 0 0 49 60 RTOR Reduction (vph) 0 0 95 0 0 0 0 0 0 0 0 43 Lane Group Flow(vph) 73 634 63 0 363 0 88 27 0 0 49 17 Turn Type pm+pt Perm pm+pt Perm Perm Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 2 2 6 6 Actuated Green, G (s) 61.0 40.0 40.0 38.0 29.0 29.0 29.0 29.0 Effective Green, g (s) 61.0 40.0 40.0 38.0 29.0 29.0 29.0 29.0 Actuated g/C Ratio 0.61 0.40 0.40 0.38 0.29 0.29 0.29 0.29 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 717 1416 633 1345 392 540 540 459 • v/s Ratio Prot c0.02 c0.18 0.10 0.01 0.03 v/s Ratio Perm 0.04 0.04 c0.07 0.01 v/c Ratio 0.10 0.45 0.10 0.27 0.22 0.05 0.09 0.04 Uniform Delay, dl 8.1 21.9 18.7 21.4 27.0 25.6 25.9 25.5 Progression Factor 0.25 0.19 0.03 0.86 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.9 0.3 0.5 1.3 0.2 0.3 0.2 Delay (s) 2.3 5.0 0.8 19.0 28.3 25.8 26.2 25.6 Level of Service A A A B C C C C Approach Delay (s) 4.0 19.0 27.7 25.9 Approach LOS A B .. C : . . C Intersection Summary :e'41a .. '.. .. . .:.::...<. ....,.. _ ._ : '.. ._... ..., : ,:.:; —t.: , :.i, HCM Average Control Delay • 11.3 HCM Level.of Service B HCM Volume to Capacity ratio 0.30 Actuated Cycle Length (s) 100.0 Sum of lost time(s) .12:0::.•..... .: Intersection Capacity Utilization 46.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Aram 2020 PM Total Pioneer(LSC#061100) Page 13 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 PM Total 115: WCR 22 & Road E 4/24/2007 • l l t 1 T � ► J Movement EBL EBT EBR WBL WBT WBR ` NBL NBT NBR; SBL SBT SBR Lane Configurations r 4t r 4 4+ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 40 452 90 18 260 22 50 0 10 13 0 24 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 43 491 98 20 283 24 54 0 11 14 0 26 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 307 589 785 924 246 665 998 141 vC1, stage 1 conf vol 578 578 322 322 vC2, stage 2 conf vol 207 346 343 676 vCu, unblocked vol 307 589 785 924 246 665 998 141 tC, single(s) 4.1 4.1 7.5 6.5 6.9, 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF(s), 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free% 97 98 85 100 99 97 100 97 cM capacity(veh/h) 1251 982 360 354 755 432 326 881 DftedfcincSne# : EB.1 EBz EB3. .EB4 ,WB1s.WB2..11VB3 NB1 ... SB1 ; . Volume Total 43 246 246 98 114 188 24 65 40 Volume Left 43 0 0 0 20 0 0 54 14 Volume Right 0 0 0 98 0 0 24 11 26 cSH 1251 1700 1700 1700 982 1700 1700 395 645 Volume to Capacity 0.03 0.14 0.14 0.06 0.02 0.11 0.01 0.17 0.06 Queue Length 95th (ft) 3 0 0 0 2 0 0 15 5 Control Delay(s) 8.0 0.0 0.0 0.0 1.7 0.0 0.0 15.9 11.0 Lane LOS A A C B Approach Delay(s) 0.5 0.6 15.9 11.0 Approach LOS C B Lntersection;Summary . Average Delay 1.9 Intersection Capacity Utilization 37.3% ICU Level of Service A Analysis Period (min) 15 • Alam 2020 PM Total Pioneer(LSC#061100) Page 14 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 PM Total 116: WCR 22 & Site Access 4/24/2007 • f l j ~ t 4\ t t \t' Movemebt EBL EBT EBR UVBL :War, 1MBR, NBL NBT MDR'; SBL ,-DDT SBR Lane Configurations 4 r ►) 4,44 r 4 4+ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 57 402 15 18 260 25 9 0 10 14 0 32 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 62 437 16 20 283 27 10 0 11 15 0 35 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 310 453 776 910 218 675 899 141 vC1, stage 1 conf vol 561 561 322 322 vC2, stage 2 conf vol 215 349 353 -`577 vCu, unblocked vol 310 453 776 910 218 675 899 141 tC, single (s) 4:1 4.1 7.5 6.5 6.9 7.5 ` 6.5 6.9 tC, 2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3:3 3.5 4.0 3:3 • p0 queue free % 95 98 97 100 99 96 100 96 c,.yM. capacity(veh/h) 1248 - 1104 358;y ,jaa 352 786 424 354" 881 . B 3..C.6*G4 � ,x..' l8"' w4.... Y Y Volume Total 62 218 218 16 20 141 141 27 21 50 Volume Left 62 0 0 0 20 0 0 0 10 15 Volume Right 0 0 0 16 0 0 0 27 11 35 cSH 1248 1700 1700 1700 1104 1700 1700 1700 502 663 Volume to Capacity 0.05 0.13 0.13 0.01 0.02 0.08 0.08 0.02 0.04 0.08 Queue Length 95th (ft) 4 0 0 0 1 0 0 0 3 6 Control Delay(s) 8.0 0.0 0,0 0.0 8.3 0,0 0:0 0.0 12.5 10.9 Lane LOS A A B B Approach Delay(s) 1.0 0.5 12.5 10:9 Approach LOS B B knt rnr4lary . .. Average Delay 1.6 Intersection Capacity Utilization 27.8% ICU Level of Service A Analysis Period (min) 15 • Alam 2020 PM Total Pioneer(LSC#061100) Page 15 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 PM Total 117: WCR 22 & Road C 4/24/2007 * Mowirisa'st ESL ,EBT EBR Wel WU WBR NBI . f BT NPR °SBL SAT .SBR Lane Configurations 'i tt r Ittr li f r vi le r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 95 326 6 15 245 49 3 4 8 27 8 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 103 354 7 16 266 53 3 4 9 29 9 60 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) 12 12 Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 320 361 731 913 177 689 866 133 vC1, stage 1 conf vol 561 561 299 299 vC2,stage 2 conf vol 170 352 390 567 vCu, unblocked vol 320 361 731 913 177 689 866 133 tC, single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 33 3.5 - 4.0 3.3 • p0 queue free % 92 99 99 99 99 93 98 93 cM capacity(veh/h) 1237 1194 349 335 835 404 354 891 ;S; .,i-:E 4 WB t ,W0' l51B 4 Na 3 Volume Total 103 177 177 7 16 133 133 53 3 13 29 68 Volume Left 103 0 0 0 16 0 0 0 3 0 29 0 Volume Right 0 0 0 7 0 0 0 53 0 9 0 60 cSH 1237 1700 1700 1700 1194 1700 1700 1700 349 1006 404 1021 Volume to Capacity 0.08 0.10 0.10 0.00 0.01 0.08 0.08 0.03 0.01 0.01 0.07 0.07 Queue Length 95th (ft) 7 0 0 0 1 0 0 0 1 1 6 5 Control Delay(s) 8.2 0.0 0.0 0.0 8.1 0:0 0.0 0.0 15.4 11.5 14.6 10.1 Lane LOS A A C BBB Approach Delay(s) 1.8 0.4 12:3 11.5 Approach LOS B B tnferafgumt11ar3t. ..,, Average Delay 2.5 Intersection Capacity Utilization 30.5% ICU Level of Service A Analysis Period (min) 15 Alam 2020 PM Total Pioneer(LSC#061100) Page 16 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2020 PM Total 118: WCR 22 & WCR 53 4/24/2007 Movement EBL EBT EBF . WBL. WBF WBR NEIL NBT. NBR,. SRL- .SOT _..SBR Lane Configurations I 4 p 11 A ►j 4t P ►j 11 P Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Satd. Flow(prot) 1770 1863 1583 1770 1863 1770 3539 1583 3539 1583 Flt Permitted 0.68 1.00 1.00 0.43 1.00 0.46 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1263 1863 1583 803 1863 854 3539 1583 3539 1583 Volume(vph) 86 188 86 139 113 0 146 408 230 0 234 49 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 93 204 93 151 123 0 159 443 250 0 254 53 RTOR Reduction (vph) 0 0 69 0 0 0 0 0 175 0 0 41 Lane Group Flow(vph) 93 204 24 151 123 0 159 443 75 0 254 12 Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Actuated Green,G (s) 39.0 26.0 26.0 47.0 30.0 45.0 -30.0 30.0- 23.0 23:0 Effective Green, g (s) 39.0 26.0 26.0 47.0 30.0 45.0 30.0 30.0 23.0 23.0 Actuated g/C Ratio 0.39 0.26 0.26 0.47 0.30 0.45 0.30 0.30 0.23 0.23 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 • Lane Grp Cap(vph) 558 484 412 542 559 549 1062 475 814 364 v/s Ratio Prot 0.02 c0.11 c0.05 0.07 c0 05 c0.13 0 07 v/s Ratio Perm 0.04 0.02 0.08 0.08 0.05 0:01 v/c Ratio 0.17 0.42 0.06 0.28 0.22 0.29 0.42 0.16 0.31 0.03 Uniform Delay, dl 19.6 30.7 27.8 15.9 26.2 16:8 28.0 257 31.9 29:9 Progression Factor 0.47 0.40 0.17 1.00 1.00 0.57 0.72 1.08 1.00 1.00 Incremental Delay, d2 0.6 2.5 0.3 1:3 0.9 12 1.1 0:6 1.0 0.2 Delay(s) 9.7 14.9 5.0 17.1 27.1 10.8 21.2 28.5 32.9 30.0 Level of Service A B A BC BCC C _ C Approach Delay(s) 11.3 21.6 21.4 32.4 Approach LOS B C C C Irtkare lain eti 4, . ±,_ n a,I:1 ,31 _4,,,z HCM Average Control Delay 21.1 HCM Level of Service C HCM Volume to Capacity ratio 0.38 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 16.0 Intersection Capacity Utilization 45.5% ICU Level of Service A Analysis Period(mm) 15 c Critical Lane Group • Alam 2020 PM Total Pioneer (LSC#061100) Page 17 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 PM Total 119: WCR 22 & Road H 4/24/2007 • t ti d Movement EBL EBT WBT WVBR SBL SBR Lane Configurations 4 A V Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 211 207 122 0 0 130 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 229 225 133 0 0 141 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) 847 pX, platoon unblocked 0.94 vC, conflicting volume 133 816 133 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 133 805 133 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 p0 queue free % 84 100 85 cM capacity(veh/h) 1452 279 917 Volume Total 454 133 141 Volume Left 229 0 0 Volume Right 0 0 141 cSH 1452 1700 917 Volume to Capacity 0.16 0.08 0.15 Queue Length 95th (ft) 14 0 14 Control Delay(s) 4.7 0.0 9.6 Lane LOS A A Approach Delay(s) 4.7 0.0 9.6 Approach LOS A Intersection Sumaary Average Delay 4.8 Intersection Capacity Utilization 47.0% ICU,Level of Service A Analysis Period (min) 15 • Alam 2020 PM Total Pioneer(LSC#061100) Page 18 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 PM Total 120: WCR 22 & Road I 4/24/2007 • t ti J Movement . EBL EBT WBT WBR SBL SBR Lane Configurations 4 1) V Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 207 0 0 0 0 122 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 225 0 0 0 0 133 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 450 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 450 0 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 p0 queue free % 86 100 88 cM capacity(veh/h) 1623 488 1085 Diriot6MAtilit;_(%.:,:-Zakt.St1t8 i_._SB# xf Volume Total : 225 " 0 ' 133 Volume Left 225 0 0 Volume Right 0 0 133 cSH 1623 1700 1085 Volume to Capacity 0.14 0.00 0.12 Queue Length 95th (ft) 12 0 10 Control Delay(s) 7.6 0.0 8.8 Lane LOS A A Approach Delay(s) 7.6 0.0 8.8 Approach LOS A I44,1+ ofi`4n, Average Delay 8.0 Intersection Capacity Utilization 25.7% ICU Level of Service A Analysis Period (min) 15 • Alam 2020 PM Total Pioneer(LSC#061100) Page 19 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 PM Total 121: Road C & WCR 53 4/24/2007 • C t t t `- 1 d Movement EBL EBT EBR. 1WSL . War WBR NBL NOT NBR SBL . SBT .SBR Lane Configurations 1 1+ ►f A '1 4T i" ►f ft P Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 16 61 51 74 52 0 92 277 125 0 158 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 17 66 55 80 57 0 100 301 136 0 172 10 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 551 809 86 676 683 151 182 437 vC1, stage 1 conf vol 172 172 501 501 vC2, stage 2 conf vol 379 637 174 182 vCu, unblocked vol 551 809 86 676 683 151 182 437 tC, single(s) 7.5 - 6.5 6.9 7:5 6.5 6:9 4.1 41 tC, 2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 3.5 4.0 3:3 3.5 4.0 3.3 2.2 2:2 • p0 queue free % 96 82 94 78 86 100 93 100 cM capacity(veh/h) 427 366 956 360 409 869 1391 1119 bags to ene# EE1: � , 3 O*JWB : NB vt A .3B2 - BL .SBR Volume Total 17 122 80 57 100 151 151 136 0 ' 86 86 10 Volume Left 17 0 80 0 100 0 0 0 0 0 0 0 Volume Right 0 55 0 0 0 0 0 136 0 0 0 10 cSH 427 509 360 409 1391 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.04 0.24 0.22 0.14 0.07 0.09 0.09 0:08 0:00 0.05 0.05 0.01 Queue Length 95th (ft) 3 23 21 12 6 0 0 0 0 0 0 0 Control Delay(s) 13.8 14.3 17:9 15.2 7.8 0.0 0.0 0.0 0.0 0:0 0.0 0.0 Lane LOS BBCC A Approach Delay(s) 14.2 16.8 1.5 0.0 Approach LOS B C Intergeo01tary Average Delay 5.1 Intersection Capacity Utilization 31.8%' ICU Level of Service A Analysis Period (min) 15 • Alam 2020 PM Total Pioneer(LSC#061100) Page 20 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 PM Total 122: Site Access & WCR 53 4/24/2007 • l r< ~ t 4\ t P ► r Movement EEL Ef3T ; EBR WBL WBT. 'WBR NBL NBT NBR': SBL SBT,, .,SBR Lane Configurations 'I tt P 'i it r Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 22 84 83 39 0 152 0 141 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 24 91 90 42 0 165 0 153 0 0 0 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 352 484 0 434 330 0 0 153 vC1, stage 1 conf vol 0 0 330 330 vC2, stage 2 conf vol 352 484 103 0 vCu, unblocked vol 352 484 0 434 330 0 0 153 tC, single(s) 7.5 6.5 6.9 7.5 - 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free% 100 95 92 81 92 100 90 100 cM capacity(veh/h) 483 445 1084 464 519 1084 1622 1425 DneqtriXt,Lane-#. ` EB 1 EB .WBf1;t:)(U 2 ;;NB,t.. NB2'. )NB,3 NB 4 .SRI< ,St33: :,S11,44 Volume Total 0 115 90 42 165 0 0 153 0 0 0 0 Volume Left 0 0 90 0 165 0 0 0 0 0 0 0 Volume Right 0 91 0 0 0 0 0 153 0 0 0 0 cSH 1700 835 464 519 1622 1700 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.00 0.14 0.19 0.08 0.10 0.00 0.00 0.09 0.00 0.00 0.00 0.00 Queue Length 95th (ft) 0 12 18 7 8 0 0 0 0 0 0 0 Control Delay(s) 0.0 10.0 14.6 12.6 7.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS A B B B A Approach Delay(s) 10.0 14.0 3.9 0.0 Approach LOS B B Intersection... ,, Average Delay 7.5 Intersection Capacity Utilization 26.4% ICU Level of Service A Analysis Period (min) 15 • Alam 2020 PM Total Pioneer(LSC#061100) Page 21 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 PM Total 128: Road C & Site Access 4/24/2007 • l -0 7 ~ t 4\ t P ti r Movement EBL EBT EBR . WBL . WBT WBR .NBL NBT .NBR SBL S BT SBR Lane Configurations t 11 Ts ►( Ts 9 Ts Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 35 140 314 5 87 10 173 9 3 18 17 21 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 38 152 341 5 95 11 188 10 3 20 18 23 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 105 493 366 345 152 347 680 100 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 105 493 366 345 152 347 680 100 tC, single(s) 4.1 4.1 7.1 6.5 6.2 7.1 : '6.5 6.2 tC, 2 stage (s) tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 97 99 65 98 100 97 95 98 cM capacity(veh/h) 1486 1070 541 561 894 583 362 956 blot WMf1e := EB' nEft2 -gB 3H.V1al.. WB2;, NBA:= B2 ..SB1 , SB2 ' T , t., Volume Total 38 152 341 5 105 188 13 20 41 Volume Left 38 0 0 5 0 188 0 20 0 Volume'Right 0 0 341 0 11 0 3 0 23 cSH 1486 1700 1700 1070 1700 541 618 583 551 Volume to Capacity 0.03 0.09 0.20 0.01 0.06 0.35 0.02 0.03 0.07 Queue Length 95th (ft) 2 0 0 0 0 39 2 3 6 Control Delay(s) 7.5 0.0 0.0 8.4 0.0 15.2 10.9 11.4 12.1 Lane LOS A A CB BB Approach Delay(s) 0:5 0.4 14.9 11.8 Approach LOS B B Intersection'Siummary_ Average Delay 4.5 Intersection Capacity Utilization- 36.1% ' ICU Level of Service A Analysis Period (min) 15 • Alam 2020 PM Total Pioneer(LSC#061100) Page 22 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 PM Total 129: Road C & WCR 51 4/24/2007 • -• r ~ t 4\ t t �► l Movement EBL EBT EBR W-BL WBT WBR , ?NBL NBT 'NBR SBL SBt SBR Lane Configurations 4+ 4+ 4+ 4+ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 65 68 24 0 38 0 13 32 0 0 57 37 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow,rate(vph) 71 74 26 0 41 0 14 35 0 0 62 40 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 41 100 341 270 87 287 283 41 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 41 100 341 270 87 287 283 41 tC, single(s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6:2 tC, 2 stage (s) tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 33 • p0 queue free % 95 100 97 94 100 100 90 96 cM capacity(veh/h) 1568 1493 524 608 972 614 598 1030 KAt . . _.. BB Volume Total 171 41 49 102 Volume Left 71 0 14 0 Volume Right 26 0 0 40 cSH 1568 1493 581 716 Volume to Capacity 0.05 0.00 0.08 0.14 Queue Length 95th (ft) 4 0 7 12 Control Delay(s) 3.3 0.0 11.8 10.9 Lane LOS A B B Approach Delay(s) 3.3 0.0 11.8 10.9 Approach LOS B B tntelsec►lt�tt mm ty . , . Average Delay 6.2 "77;"-:,:-c:77,17 Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period (min) 15 • Alam 2020 PM Total Pioneer(LSC#061100) Page 23 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2020 PM Total 130: Road E & Road A 4/24/2007 • —• s- k t t ti 4 d Movement EBL EBT EBR WEL WBTi WBR NBL NBT NBR SBL Set .SBR Lane Configurations ?+ '1 Sign Control Stop Stop Stop Stop Volume (vph) 83 37 54 46 37 152 42 0 50 259 0 147 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 90 40 59 50 40 165 46 0 54 282 0 160 Directiont.t,ane# - EB 1 ES 2,1403-1- WB 2 ` NB 1'; NB 2 u SS,2_ Volume Total (vph) 90 99 50 205 46 54 282 160 Volume Left(vph) 90 0 50 0 46 0 282 0 Volume Right(vph) 0 59 0 165 0 54 0 160 Hadj(s) 0.53 -0.38 0.53 -0.53 0.53 -0.67 0.53 -0.67 Departure Headway(s) 6.8 5.9 6.8 5.7 6.9 5.7 6.4 5.2 Degree Utilization,x 0.17 0.16 0.09 0.33 0.09 0.09 0.50 0.23 Capacity(veh/h) 494 567 500 596 489 585 542 660 Control Delay(s) 10.1 8.9 9.3 10.2 9.3 8.0 14.5 8.6 Approach Delay(s) 9.4 10.1 8.6 12.3 Approach LOS A B A B Intersection Sl lra y Delay 10.8 HCM Level of Service B Intersection Capacity Utilization 46.9% ICU Level of Service, A . Analysis Period (min) 15 • Alam 2020 PM Total Pioneer(LSC#061100) Page 24 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 101: WCR 22 & US 85 4/24/2007 • t j & 4\ t ti Movement EBL ,EBT EBR YWBL WBT I/MR' Nat_ NBT NOR; SBL PAT `$BR Lane Configurations r at¢ r ff r Sign Control, Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 20 0 0 520 0 1590 187 0 1350 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 22 0 0 565 0 1728 203 0 1467 22 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal (ft), pX, platoon unblocked vC, conflicting volume 2332 3399 734 2462 ` 3217 864 1489 1932 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 2332 3399 734 2462 3217 864 1489 1932 tC, single(s) 7.5 6.5 6:9 7.5 6.5 6.9 4.1, 4.1 _tC, 2 stage (s) tF(s) r 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free % 0 100 94 100 100 0 100 100 cM capacity(veh/h) 0 7 363 15 10 297 447 301 Dtrectiup.tatte#., F f.1rWB :tN� .,., EB2 , 3 t4`ISE4 Volume Total 22 565 864 864 203 734 734 22 Volume Left 0 0 0 0 0 0 0 0 Volume Right 22 565 0 0 203 0 0 22 cSH 363 297 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.06 1,90 0.51 0.51 0.12 0.43 0.43 0.01 Queue Length 95th (ft) 5 973 0 0 0 0 0 0 Control Delay(s) 15.6 446.5 0.0 0.0 0.0 0.0 0:0 0.0 Lane LOS C F Approach Delay(s) 15.6 446.5 0.0 0.0 Approach LOS C F IntersechonA ry : . , Average Delay 63.1 Intersection Capacity Utilization 82.8% ICU Level of Service E Analysis Period (min) 15 • Alam 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 102: US 34 & WCR 49 4/24/2007 f t 4\ / d Movement EBL_ EBT EBR WBL WBT WBR N8L NBT NBR SBL .SBT _ SBR Lane Configurations r 1 4t 1 t i Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.96 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 3539 1583 1770 3539 1583 3433 1863 1583 1770 1796 Flt Permitted 0.46 1.00 1.00 0.18 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(perm) 864 3539 1583 335 3539 1583 3433 1863 1583 1770 1796 Volume(vph) 20 550 284 229 470 20 614 128 293 20 64 20 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 22 598 309 249 511 22 667 139 318 22 70 22 RTOR Reduction (vph) 0 0 236 0 0 14 0 0 181 0 11 0 Lane Group Flow(vph) 22 598 73 249 511 8 667 139 137 22 81 0 Turn Type pm+pt Perm pm+pt Perm Prot Perm Prot Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 Actuated Green, G (s) 23.6 22.2 22..2 39.6 34.2 34.2 21,4 40.3 40.3 1.8 20-7 Effective Green, g(s) 23.6 22.2 22.2 39.6 34.2 34.2 21.4 40.3 40.3 1.8 20.7 Actuated g/C Ratio 0.25 0.24 0.24 0.42 0.36 0.36 0.23 0.43 0.43 0.02 0.22 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap(vph) 231 838 375 347 1292 578 784 801 681 34 397 v/s Ratio Prot 0.00 0.17 c0.10 0.14 c0.19 0.07 0.01 0.05 v/s Ratio Perm 0.02 0.05 c0.20 0.01 c0.09 v/c Ratio 0.10 0.71 0.20 0.72 0.40 0.01 0.85 0.17 0.20 0.65 0.20 Uniform Delay, dl 26.6 32.8 28.6 20.0 22.1 19.0 34.6 16.4 16.7 45.6 29.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 2.9 0.3 6.9 0.2 0.0 8.8 0.5 0.7 35.3 1.2 Delay(s) 26.7 35.7 28.9 26.9 22.3 19.0 43.4 16.9 17.3 80.9 30.9 Level of Service C D CC C B D B B F C Approach Delay(s) 33.2 23.7 32.8 40.6 Approach LOS C C C D y,r��.i.fi.t�tiy�: .4,:....t...,i!_:i....3-:.._..,.:..t...r_,..._...,.w..lk:._!$]^!..1...t._X..1:..t'um.k':tts.... Y;z•• n!.,t:.::-:^u..'It p.. .! ..4. ' �nt�Fwa4?110I1 7 ./lF}i� HCM Average Control Delay 30.8 HCM Level of Service C HCM Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 93.7 Sum of lost time(s) 8.0 Intersection Capacity Utilization 62.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • Alam 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 2 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 103: 1-76 WB Ramps & WCR 49 4/24/2007 • k• 4\ t P \IP ir Movement EBL EBT -EBR WBL WBT WBR NBL NBT NBR _ SBL SBT . SBR Lane Configurations a' r $4 + rr Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 0 5 5 175 15 577 0 0 395 1587 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 5 5 190 16 627 0 0 429 1725 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) 16 Median type None None Median storage veh) Upstream signal(ft) 434 pX, platoon unblocked 0.84 0.84 0.84 0.84 0.84 0.84 vC, conflicting volume 778 1089 429 1089 1089 314 429 627 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 542 913 429 913 913 0 429 362 tC, single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage(s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 . p0 queue free% 100 100 100 97 98 79 99 100 cM capacity(veh/h) 272 225 574 189 225 909 1127 1000 D ce. tforj J ane ..t`, WB I ,.NB I N ; x 'S�'i, .$B g Volume Total 201 16 314 314 429 862 862 Volume Left 5 16 0 0 0 0 0 Volume Right 190 0 0 0 0 862 862 cSH 961 1127 1700 1700 1700 1700 1700 Volume to Capacity 0.21 0.01 0.18 0.18 0.25 0.51 0.51 Queue Length 95th (ft) 20 1 0 0 0 0 0 Control Delay(s) 10.7 8.2 0.0 0.0 0.0 0.0 0.0 Lane LOS B A Approach Delay(s) 10.7 0.2 0.0 Approach LOS B Intersection Summary` . . Average Delay 0.8 Intersection Capacity Utilization 49.6% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 AM Total_Builout (2030) Pioneer(LSC#061100) Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 104: 1-76 EB Ramps & WCR 49 4/24/2007 • f - . ' f 4- k- 4\ t P 1 4/ Movement EBL . EBT EBR WBt_ WBT, -WBR NBL: NBT NBR SBL SOT_ _ SBR Lane Configurations in if T, li Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 Frt 1.00 0.87 0.98 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 3433 1620 1816 1770 1863 Flt Permitted 0.95 1.00 1.00 0.74 1.00 Satd. Flow(perm) 3433 1620 1816 1378 1863 Volume(vph) 572 5 30 0 0 0 0 20 5 360 35 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 622 5 33 0 0 0 0 22 5 391 38 0 RTOR Reduction (vph) 0 26 0 0 0 0 0 2 0 0 0 0 Lane Group Flow(vph) 622 12 0 0 0 0 0 25 0 391 38 0 Turn Type Perm Perm Protected Phases 4 2 6 Permitted Phases 4 6 Actuated Green, G(s) 22.5 22.5 69.5 69.5 69.5 Effective Green, g (s) 22.5 22.5 69.5 69.5 69.5 Actuated g/C Ratio 0.22 0.22 0.70 0.70 0.70 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 772 365 1262 958 1295 v/s Ratio Prot 0.01 0.01 0.02 v/s Ratio Perm c0.18 c0.28 v/c Ratio 0.81 0.03 0.02 0.41 0.03 Uniform Delay, dl 36.7 30.3 4.7 6.5 4.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.1 0.0 0.0 1.3 0.0 Delay(s) 42.8 30.3 4.7 7.8 4.8 Level of Service D C A A A Approach Delay(s) 42.1 0.0 4.7 7.5 Approach LOS D A A A ... .-.:.�. vf:•w: :•.;�••.�..•i'•�'Y ls<•_i�S!'it .... .. r%'._:ter ___ _ _ .��y.,y,:� �3 h 3.. �..z'.�.5'F . ;-:.. i ?.r..:ri:. ..�i-si.::,ci:r. :.?'.c i�i. r l.L.-":a ^. '.!i;. Intets kE ySu if r .,..� +MfAn��Illt� . �;:...: ... ...:. .:.::...:• �... ... .. ... . v�itt n.�.`.� ri ... ... ..................t.. ...3..t..x.... ... a`�'4'i.. -..y'$,'.•S•... .g..:.. ....:7., a .. �. -, s•:...t;."r.:"' �'a� fit•�L'Lff HCM Average Control Delay 27.9 HCM Level of Service C HCM Volume to Capacity ratio 0.51 - Actuated Cycle Length (s) 100.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 49.6% ICU Level of Service iA ' Analysis Period (min) 15 c Critical Lane Group • Alam 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 4 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 105: 176 WB Ramps & WCR 53 1I4/24/2007 4- 4\ t PMovement EBL. EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT - SBR Lane Configurations P P 4 P Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 0 0 0 105 0 470 0 0 234 1053 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 0 0 114 0 511 0 0 254 1145 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal (ft) 520 pX, platoon unblocked vC,conflicting volume 765 765 254 765 1910 511 1399 511 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 765 765 254 765 1910 511 1399 511 tC, single(s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage(s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free% 100 100 100 100 100 80 100 100 cM capacity(veh/h) 255 333 784 320 68 563 488 1054 Volume Total 114 511 254 1145 Volume Left 0 0 0 0 Volume Right 114 0 0 1145 cSH 563 1700 1700 1700 Volume to Capacity 0.20 0.30 0.15 0.67 Queue Length 95th (ft) 19 0 0 0 Control Delay(s) 13.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 13.0 0.0 0.0 Approach LOS B Inter �'Sufnmary, Average Delay 0.7 Intersection Capacity Utilization 68.5% ICU Level of Service C Analysis Period (min) 15 • Aram 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 5 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 106: 1-76 WB Ramps & WCR 53 4/24/2007 • f C k• 4\ t 1 \, 1 4/ Movement EBL EST -EBR WBL :_WBT WBR NBL NBT NBR SBL SBT .SBR Lane Configurations 4 I► 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 1.00 1.00 Flt Protected 0.95 0.95 Satd. Flow(prot) 1770 1770 Flt Permitted 0.95 0.76 Satd. Flow(perm) 1770 1410 Volume(vph) 470 0 0 0 0 0 0 0 0 234 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 511 0 0 0 0 0 0 0 0 254 0 0 RTOR Reduction(vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 511 0 0 0 0 0 0 0 0 254 0 Turn Type Perm Perm Protected Phases 4 2 6 Permitted Phases 4 6 Actuated Green, G (s) 53.0 39.0 Effective Green, g (s) 53.0 39.0 Actuated g/C Ratio 0.53 0.39 Clearance Time(s) 4.0 4.0 Lane Grp Cap(vph) 938 550 • v/s Ratio Prot v/s Ratio Perm 0.29 c0.18 v/c Ratio 0.54 0.46 Uniform Delay,d1 15.5 22.7 Progression Factor 1.00 0.64 Incremental Delay, d2 2.3 2.2 Delay(s) 17.8 16.8 Level of Service B B Approach Delay(s) 17.8 0.0 0.0 16.8 Approach LOS B A A , .. B .. ., x•xxaee..ex.-x ....-.: ....__._. a,:�l.::.:::.s<x:ax,::.•.._t<•x_.e::.::...:.,. .Y Mtr1,'+:::} a-:r.:a_�........._..�.�::t:-e�x `.......r r<:::,.":,,S__�ne -i'ii:•.: .�.— ``�, }rC.xre.'.f:_! ... ., ..�.x......51 S..._.y.:a..-:":�n_.'::..�..,x...x �.:r,_.-.. r�3.iE�}'.}£fi::P ,.� F .t..:_I;tEei!x'I�Pj �'67:F.u:�! - �E�e� Z4:.�7s,::c i;i3`n:n .r.' I ,.Yz�[3c, .lEr;,�.• •z=E•'�illit t5`•p ;:�yr%s' ��i._.i r E !�'. ,,i_} E ..t.; a .,. -- IrMt4�l;#i,�f�lV�.`•�S�.-i.�.' -::�{..�-... u,`t`.`:��...-.........+�.�nG�;[k;k.,_.....':?�".:':L!nNf!!ie�N�i�i�i�.ti�t�.v,_fr7�(yleift�iGe.�rx.�u�`c"�..�..r?.�:.: ...:�,t�:f* ..:�'Y'�i,i.:HrF.riii�r�l:��: r '.Hi�:"Sr ,".�r.:� HCM Average Control Delay 17.5 • HCM Level of Service : B ' . ... .. . ... HCM Volume to Capacity ratio 0.51 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 45.7% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group • Alam 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 6 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 107: WCR 22 & WCR 49 4/24/2007 • t �. 4— z -, t t ' 4 1 Movement EBL EBT EBR VVBL WBT WBR ,! NEIL NBT NBR ..Set, SBT SBR Lane Configurations ►j 14 r }R j ►( it+ P ►t 14 P Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util.Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3539 1583 3433 3539 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.19 1.00 1.00 0.37 1.00 1.00 Satd. Flow(perm) 1770 3539 1583 3433 3539 1583 359 3539 1583 698 3539 1583 Volume(vph) 98 252 119 398 540 228 94 520 168 104 877 139 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 107 274 129 433 587 248 102 565 183 113 953 151 RTOR Reduction (vph) 0 0 0 0 0 158 0 0 0 0 0 65 Lane Group Flow(vph) 107 274 129 433 587 90 102 565 183 113 953 86 Turn Type Prot Free Prot pm+ov pm+pt Free pm+pt pm+ov Protected Phases'- 7 4 3 8 1 5 2 1 6 7 Permitted Phases Free 8 2 Free 6 6 Actuated Green,G (s) 10.3 14.1 100.0 16:9 20/ 27.6 52.8 46.1 100.0' 53.2 46.3 56:6 Effective Green, g (s) 10.3 14.1 100.0 16.9 20.7 27.6 52.8 46.1 100.0 53.2 46.3 56.6 Actuated g/C Ratio 0.10 0.14 1.00 0.17 O21 0.28 0.53 0:46 1:00' 0.53 0.46 0.57 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle'Extension (s) 3:0 : 3.0 3:0 3:0 30 3.0 3.0 3.0 3.0 3:0 • Lane Grp Cap (vph) 182 499 1583 580 733 500 284 1631 1583 445 1639 959 v/s Ratio Prot 0,06 0.08 c0.13 c0.17 0:01 c0.02 0.16 0.02 c0.27 0.01 v/s Ratio Perm 0.08 0.04 0.17 c0.12 0.12 0.05 v/c Ratio 0.59 0,55 0.08 0.75 0.80 0.18 0.36 0.35 0.12 0.25 0.58 0:09 Uniform Delay, dl 42.8 40.0 0.0 39.5 37.7 27.6 13.5 17.3 0.0 12.0 19.7 9.9 Progression Factor 1.00 1.00 1.00 0.65 0.79 1.63 1.00 1.00 1.00 0.61 0.58 0.54 Incremental Delay, d2 4.8 1.2 0.1 4.3 5.2 0.1 0.8 0.6 0.1 0.3 1.3 0.0 Delay,(s) 47.6 41.2 0.1 29.8 35.1 45.2 14.3 17.9 0:1 7:5 12.8 5.4 Level of Service DDACDDB B A A B A Approach Delay(s) 32.2 35.3 13.6 11.4 Approach LOS C D B B tntett ; tumlaoi. „ HCM Average Control Delay 22.5 HCM Level of Service C HCM Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • Alam 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 7 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 108: Road C & WCR 49 4/24/2007 • t I- t 4\ t t ti 1 Movement i BL EBT EBR WBL WBT WBR ;NBL NBT NBR BBL Sat . SBR Lane Configurations T r t r 44 r 'i tt r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1863 1583 1770 1863 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.75 1.00 1.00 0.46 1.00 1.00 0.07 1.00 1.00 0.36 1.00 1.00 Satd. Flow(perm) 1400 1863 1583 861 1863 1583 139 3539 1583 672 3539 1583 Volume(vph) 38 38 208 411 8 151 45 593 169 64 1322 8 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 41 41 226 447 9 164 49 645 184 70 1437 9 RTOR Reduction (vph) 0 0 55 0 0 130 0 0 0 0 0 5 Lane Group Flow(vph) 41 41 171 447 9 34 49 645 184 70 1437 4 Turn Type pm+pt pm+ov pm+pt pm+ov pm+pt Free pm+pt Perm Protected Phases 7 4 5 3 8 1 5 2 1 6 Permitted Phases 4 4 8 8 2 Free 6 6 Actuated Green,'G (s)" 23.0 6.9 15.8 36:3 162 22.2 62.6 537 108:0 56.8 50.8 50:8 Effective Green, g (s) 23.0 6.9 15.8 36.3 16.2 22.2 62.6 53.7 108.0 56.8 50.8 50.8 Actuated g/C Ratio 0.21 0.06 0.15 0.34 0.15' 0.21 0.58 0:50 1.00 r 0.53 0.47 0:47 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle'Extension (s) 3.0 3.0 3.0 3.0 3.0 3:0 3:0 3.0 3.0 3A 3:0 • Lane Grp Cap(vph) 353 119 290 503 279 384 215 1760 1583 414 1665 745 v/s Ratio Prot 0.02 0.02 c0:05 c0.21 0.00 0.00 0.02 0.18 0.01 c0.41 v/s Ratio Perm 0.01 0.06 c0.09 0.02 0.11 c0.12 0.08 0.00 v/cRatio 0.12 0.34 0.59 0.89 0.03 0.09 0.23 0.37 0.12 0.17 0.86 0.01 Uniform Delay, dl 34.2 48.4 43.1 32.0 39.2 34.7 18.1 16.7 0.0 12.8 25.5 15.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1:00 1:00 1.00 1.00 Incremental Delay, d2 0.1 1.7 3.2 17.2 0.0 0.1 0.5 0.6 0.1 0.2 6.2 0.0 Delay(s) 34.4 50.1 46:3 49.1 39.3 34.8 18.6 17.3 0.1 13:0 31.7 15.2 Level of Service CDDD DCB B A BC B Approach Delay(s) 45.2 45.2 13:8 307 Approach LOS D D B C It1te tlof: U tt#tar"S+ HCM Average Control Delay 30.3 HCM Level of Service C HCM Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 108.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 82.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group • Alam 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 8 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 109: Road A & WCR 49 4/24/2007 • t p \ Movement WBL WBR NBT NBR . ;SBL SBT " ` '' Lane Configurations r r 4� Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Fit Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1583 3539 1583 1770 3539 Flt Permitted 0.95 1.00 1.00 1.00 0.29 1.00 • Satd. Flow(perm) 1770 1583 3539 1583 550 3539 Volume (vph) 300 77 712 135 33 515 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 326 84 774 147 36 560 RTOR Reduction (vph) 0 65 0 24 0 0 Lane Group Flow(vph) 326 19 774 123 36 560 • Turn Type Perm pm+ov pm+pt Protected Phases 8 2 8 1 6 Permitted Phases 8 2 6 Actuated Green,G'.(s) 23.2 23.2 60.8 : 84.0 68.8 68.8 • • • .. Effective Green, g (s) 23.2 23.2 60.8 84.0 68.8 68.8 Actuated g/C Ratio 0.23 0.23 0.61 0.84 0.69 0.69 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 411 367 2152 1393 427 2435 v/s Ratio Prot • c0.18 c0.22 0.02 0.00 c0.16 v/s Ratio Perm 0.01 0.06 0.05 v/c Ratio 0.79 0.05 0.36 0.09 0.08 0.23 Uniform Delay, dl 36.1 29.9 9.8 1.4 5.7 5.8 Progression Factor 1.00 1.00 0.19 0.01 1.00 1.00 Incremental Delay, d2 10.1 0.1 0.4 0.0 0.1 0.2 Delay(s) 46.2 29.9 2.3 0.0 5.7 6.0 Level of Service DCA A A A Approach Delay(s) 42.9 2.0 6.0 Approach LOS D A A Intersection Summary, ' HCM Average Control Delay 11.9 HCM Level of Service B HCM Volume to Capacityrat o 0.47 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 49.6% ICU Level of Service :A Analysis Period (min) 15 c Critical Lane Group • Alam 2030 AM Total_Builout(2030) Pioneer(LSC # 061100) Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 110: WCR 28 & WCR 49 4/24/2007 c T \ Movement WBL WBR NBT NBR. SBL SBT Lane Configurations r 44 r '� 44 Sign Control Stop Free Free Grade 15% 0% 0% Volume(veh/h) 68 176 753 36 77 480 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 74 191 818 39 84 522 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Median storage veh) 1 Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 1247 409 858 vC1, stage 1 conf vol 818 vC2, stage 2 conf vol 428 vCu, unblocked vol 1247 409 858 tC, single(s) 6.9 7.0 4.1 tC, 2 stage (s) 5.9 tF(s) 3.5 3.3 2.2 p0 queue free% 73 68 89 cM capacity(veh/h) 273 590 ��/��} J3 779 3a11��f:1..2 talli Y'� Volume Total 74 191 409 409 39 84 261 261 Volume Left 74 0 0 0 0 84 0 0 Volume Right 0 191 0 0 39 0 0 0 cSH 273 590 1700 1700 1700 779 1700 1700 Volume to Capacity 0.27 0.32 0.24 0.24 0.02 0.11 0.15 0.15 Queue Length 95th (ft) 27 35 0 0 0 9 0 0 Control Delay(s) 23.0 14.0 0.0 0.0 0.0 10.2 0.0 0.0 Lane LOS C B B Approach Delay(s) 16.5 0.0 1.4 Approach LOS C Average Delay 3.0 Intersection Capacity Utilization 38.8% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 AM Total_Builout (2030) Pioneer(LSC#061100) Page 10 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 111: Road B & WCR 49 4/24/2007 I J _ c 4- 4L 4\ T P \s. 1 4/ Movement .EBL . EBT EBR WRL WBT WEIR NBL KIT,'MGR SBL SBT .-.SBR Lane Configurations 'I I 1 II ft r h 44 r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.89 1.00 0.87 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1658 1770 1614 1770 3539 1583 1770 3539 1583 Flt Permitted 0.69 1.00 0.31 1.00 0.27 1.00 1.00 0.29 1.00 1.00 Satd. Flow(perm) 1290 1658 569 1614 498 3539 1583 540 3539 1583 Volume(vph) 42 36 98 247 10 82 28 722 95 30 774 12 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 46 39 107 268 11 89 30 785 103 33 841 13 RTOR Reduction (vph) 0 97 0 0 62 0 0 0 30 0 0 6 Lane Group Flow(vph) 46 49 0 268 38 0 30 785 73 33 841 7 Turn Type Perm pm+pt pm+pt pm+ov pm+pt Perm Protected Phases 4 3 8 5 2 3 1 6 Permitted Phases 4 8 2 2 6 6 Actuated Green, G(s) 9.1 9.1 30.3 30.3 57.6 53.8 71.0 57.8 53.9 53.9 Effective Green, g (s) 9.1 9.1 30.3 30.3 57.6 53.8 71.0 57.8 53.9 53.9 Actuated g/C Ratio 0.09 0.09 0.30 0.30 0.58 0.54 0.71 0.58 0.54 0.54 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 0 Lane Grp Cap(vph) 117 151 379 489 335 1904 1187 360 1908 853 v/s Ratio Prot 0.03 c0.12 0.02 0.00 0.22 0.01 c0.00 c0.24 v/s Ratio Perm 0.04 c0.09 0.05 0.04 0.05 0.00 v/c Ratio 0.39 0.32 0.71 0.08 0.09 0.41 0.06 0.09 0.44 0.01 Uniform Delay, dl 42.8 42.6 29.0 24.9 9.8 13.7 4.4 9.6 13.9 10.7 Progression Factor 1.00 1.00 0.96 0.86 0.84 0.79 0.54 0.67 0.77 0.60 Incremental Delay, d2 2.2 1.2 5.9 0.1 0.1 0.6 0.0 0.1 0.7 0.0 Delay(s) 45.0 43.8 33.7 21.4 8.3 11.5 2.4 6.5 11.5 6.4 Level of Service D D C C A B A A B A Approach Delay(s) 44.1 30.3 10.3 11.2 Approach LOS D C B B Intersection Summary - - HCM Average Control Delay 16.5 HCM Level of Service B HCM Volume to Capacity ratio 0.49 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 56.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • Alam 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 11 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 112: WCR 22 & Site Access 4/24/2007 • l 14- t 4\ t P ti 1 1 Movement ESL EBT EBR WBL ,WBT WBR NM. NBT NBR SBL SBT SBR Lane Configurations 1ft r I ins 11 f+ 4'+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.86 0.88 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3539 1583 1770 3539 1770 1599 1634 Flt Permitted 0.20 1.00 1.00 0.43 1.00 0.59 1.00 1.00 Satd. Flow(perm) 369 3539 1583 803 3539 1108 1599 1634 Volume(vph) 50 335 139 129 767 0 239 5 75 0 16 159 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 54 364 151 140 834 0 260 5 82 0 17 173 RTOR Reduction (vph) 0 0 101 0 0 0 0 48 0 0 100 0 Lane Group Flow(vph) 54 364 50 140 834 0 260 39 0 0 90 0 Turn Type pm+pt Perm pm+pt Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 2 6 Actuated Green, G(s) 43.0 ` 33.0 33.0 49.0 36.0 42.0 42.0 42.0 Effective Green, g (s) 43.0 33.0 33.0 49.0 36.0 42.0 42.0 42.0 Actuated g/C Ratio 0:43 0.33 0.33 0.49 0.36 0.42 0.42 0.42 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 299 1168 522 519 1274 465 672 686 • v/s Ratio Prot 0.02 0.10 c0.04 c0.24 0.02 0.05 v/s Ratio Perm 0.06 0.03 0.10 c0.23 v/c Ratio 0.18 0.31 0.10 0.27 0.65 0.56 0.06 0.13 Uniform Delay, d1 17.8 25.0 23.2' 14.4 26.8 22.0 17.2 17.8 Progression Factor 0.85 0.69 0.50 0.59 0.68 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.7 0.3 1.2 2.5 4.8 0:2 0.4 Delay(s) 16.4 17.9 12.0 9.7 20.8 26.8 17.5 18.2 Level of Service B B B A C CB B Approach Delay(s) 16.2 19.2 24.5 18.2 Approach LOS y B B C B triter ect,ohS arj . is :,. ... . '.J „c„19741!, 1,,,_ .. a ..i..P.i. .4, . ...... . { .,....t . 5 5 , ..,i..:a'.:1�:. HCM Average Control Delay ` 19.2 HCM Level of Service B HCM Volume to Capacity ratio 0.57 Actuated Cycle Length(s) 100.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 61.8% ICU Level of Service B Analysis,Period (min) ` 15 c Critical Lane Group • Alam 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 12 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 113: WCR 22 & Road B 4/24/2007 • 4\ t Movement EBL EBT EBR WBL Wet -WBR NBL NBT . NBR SBL SET SBR Lane Configurations I ¢¢ P 4t P it '1 Ti Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 46 327 36 0 782 13 83 17 0 42 7 32 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 50 355 39 0 850 14 90 18 0 46 8 35 Pedestrians Lane Width(ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 864 395 919 1320 178 1137 1345 425 vC1, stage 1 conf vol 455 455 850 850 vC2, stage 2 conf vol 464 864 287 ''495 vCu, unblocked vol 864 395 919 1320 178 1137 1345 425 tC, single(s) 4.1 4.1 7.5 6.5 6.9; 7.5 ` 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3:3 3.5 4.0 3.3 • p0 queue free % 94 100 71 92 100 82 97 94 cM capacity(veh/h) 774 1161 311 242 835 249 259 578 EB`L::a2 ;1EB3; wEB4 'WB 1 WittrVal Imes; r, i TSB Volume Total 50 178 178 39 283 567 14 90 18 46 ' 42 Volume Left 50 0 0 0 0 0 0 90 0 46 0 Volume Right 0 0 0 39 0 0 14 0 0 0 35 cSH 774 1700 1700 1700 1161 1700 1700 311 242 249 473 Volume to Capacity 0.06 0.10 0.10 0.02 0.00 0:33 0.01 0.29 0.08 0.18 0.09 Queue Length 95th (ft) 5 0 0 0 0 0 0 29 6 16 7 Control Delay(s) 10.0 0.0 0.0 0.0 0.0 0.0 0.0 21.3 21.1 22:7 13:4 Lane LOS A CCCB Approach Delay(s) 1.1 0.0 21.2 18.2 Approach LOS C C Inrer`s h umm Average Delay 2.9 Intersection Capacity Utilization 51.9% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 13 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 114: WCR 22 & Road A 4/24/2007 • f I ~ k- 4\ t P `► Id Movement ESL EBT EBR WBL WBT VV/BR NBL NBT NBR!. Stitt. BEST :SSR Lane Configurations ) tt r 4"B ►( t r ) t it Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 3539 1583 3539 1770 1863 1863 1583 Flt Permitted 0.28 1.00 1.00 1.00 0.75 1.00 1.00 1.00 Satd. Flow(perm) 519 3539 1583 3539 1394 1863 1863 1583 Volume(vph) 63 261 45 0 606 0 125 38 0 0 13 63 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 68 284 49 0 659 0 136 41 0 0 14 68 RTOR Reduction (vph) 0 0 29 0 0 0 0 0 0 0 0 48 Lane Group Flow(vph) 68 284 20 0 659 0 136 41 0 0 14 20 Turn Type pm+pt Perm pm+pt Perm Perm Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 2 2 6 6 Actuated Green, G(s) 60:0 41.0 41.0 39.0 30.0 30.0 30.0 30:0 Effective Green, g (s) 60.0 41.0 41.0 39.0 30.0 30.0 30.0 30.0 Actuated g/C Ratio- 0.60 0.41 0141 0.39 0.30 0.30 0.30 0.30 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 549 1451 649 1380 418 559 559 475 • v/s Ratio Prot c0.02 0.08 c0.19 0.02 0 01 v/s Ratio Perm 0.05 0.01 c0.10 0.01 v/c Ratio 0.12 0.20 0.03 0.48 0.33 0.07 0.03 0.04 Uniform Delay,dl 9.2 18.9 17.6 22.9 27.2 25.1 24.7 24:8 Progression Factor 0.41 0.29 0.01 0.84 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.3 0.1 1.2 2.1 0.3 0.1 0.2 Delay(s) 4.3 5.7 0.3 20.3 29.2 25.3 24.8 25.0 Level of Service A A A C CC CC Approach Delay(s) 4.8 20.3 28.3 25.0 Approach LOS A C C C HCM Average Control Delay 17.0 HCM Level of Service B HCM Volume to Capacity ratio 0.37 Actuated Cycle Length (s) 100:0 Sum of lost time(s) 16:0 Intersection Capacity Utilization 47.6% ICU Level of Service A Analysis Period (mm) 15 c Critical Lane Group • Alam 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 14 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 115: WCR 22 & Road E 4/24/2007 Movement , EBt. EDT EBR. WBL WBT 1NBR .,INBL ..NBT NBR SBL SBT SBR Lane Configurations ►j 'Pt if 4t if 4. 4. Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 15 220 26 5 493 8 77 0 15 20 0 36 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 16 239 28 5 536 9 84 0 16 22 0 39 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 545 267 590 827 120 715 847 268 vC1, stage 1 conf vol 272 272 547 547 vC2, stage 2 conf vol 318 555 168 300 vCu, unblocked vol 545 267 590 827 120 715 847 268 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 '' 4.0 3.3 • p0 queue free %° 98 100 82 100 98 95 100 95 cM capacity(veh/h) 1021 1293 463 389 909 400 391 730 , Lane =. .._ EB I EB 2..;t 8 3 4 WB 3 Volume Total 16 120 120 28 184 357 9 100 61 Volume Left 16 0 0 0 5 0 0 84 22 Volume Right 0 0 0 28 0 0 9 16 39 cSH 1021 1700 1700 1700 1293 1700 1700 503 564 Volume to Capacity 0.02 0.07 0.07 0.02 0.00 0.21 0.01 0.20 0.11 Queue Length 95th (ft) 1 0 0 0 0 0 0 18 9 Control Delay(s) 8.6 0.0 0.0 0.0 0.3 0.0 0.0 13.9 12.2 Lane LOS A A B B Approach Delay(s) 0.5 0.1 13.9 12.2 Approach LOS B B Intersection Summary. ,. . + .. .,. Average Delay 2.3 Intersection Capacity Utilization 34.6% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 AM Total_Builout(2030) Pioneer(LSC# 061100) Page 15 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 116: WCR 22 & Site Access 4/24/2007 • f z C t- t t l J Movement ESL EBT EBR i/VBL WBT WBR. NBL NBT NBR: SBt, ..SBT .:S13R Lane Configurations �� r ►) ft i 4 4' Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 17 233 5 5 444 7 13 0 15 20 0 49 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 18 253 5 5 483 8 14 0 16 22 : 0 53 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 490 259 596 ' 791 127 673 789 241 vC1, stage 1 conf vol 290 290 493 493 vC2, stage 2 conf vol 305 501 180 296 vCu, unblocked vol 490 259 596 791 127 673 789 241 tC, single(s) 4.1 4.1 7;5 6.5 6.9 7.5 ,_ 6.5 6.9 tC, 2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free % 98 100 97 100 98 95 100 93 cM capacity(veh/h) 1069 1303 455 404 900 424 411 760 DirioniiiiktaMea $ ac27031 : + ifltl3 2 ;3: WB4, NB , SWI v4 t . Volume Total 18 127 127 5 5 241 ` 241 8 30 75 Volume Left 18 0 0 0 5 0 0 0 14 22 Volume Right 0 0 0 5 0 0 0 8 16 53 cSH 1069 1700 1700 1700 1303 1700 1700 1700 619 618 Volume to Capacity 0.02 0.07 0.07 0.00 0.00 0.14 0,14 0.00 0.05 0.12 Queue Length 95th (ft) 1 0 0 0 0 0 0 0 4 10 Control belay(s) 8.4 0.0 0.0 0.0 7.8 0.0 0.0 0.0 11.1 11.6 Lane LOS A A B B Approach Delay(s)' 0.6 0.1 11.1 11.6 Approach LOS B B IntersecnISufrrtrary _ n.. .,_,,, Average Delay 1.6 Intersection Capacity Utilization 25.4% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 16 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 117: WCR 22 & Road C 4/24/2007 4\ t t ti 1 Movement. EBL EBT 'EBR WSL WBT WBR NBL .NBT NBR':: Sat_ . SBR Lane Configurations '1 ff r ►� tt r + r t r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 40 227 2 4 364 30 5 7 13 79 2 87 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 43 247 2 4 396 33 5 8 14 86 2 95 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 12 12 Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 428 249 541 771 123 626 740 198 vC1, stage 1 conf vol 334 334 404 404 vC2, stage 2 conf vol 208 437 221 336 vCu, unblocked vol 428 249 541 771 123 626 740 198 tC, single(s) 4.1 4.1 7.5 6.5 6,9 7.5 6.5 6.9 tC, 2 stage(s) 6.5 5.5 6.5 5.5 tF(s) ' 2.2 2:2 3.5 40 3:3 3.5 4.0 33 • p0 queue free °/ci 96 100 99 98 98 81 99 88 cM capacity(veh/h) 1128 1314 453 403 904 450 425 810 pke, ..:S f .E82,.= 3E -4Av/SI vvBk t NB ' at 6 _fin t Volume Total 43 123 123 2 4 198 198 33 5 22 86 97 Volume Left 43 0 0 0 4 0 0 0 5 0 86 0 Volume Right 0 0 0 2 0 0 0 33 0 14 0 95 cSH 1128 1700 1700 1700 1314 1700 1700 1700 453 1152 450 829 Volume to Capacity 0.04 0.07 0.07 0.00 0.00 0.12 0.12 0.02 0.01 0.02 0.19 0:12 Queue Length 95th (ft) 3 0 0 0 0 0 0 0 1 1 17 10 Control Delay(s) 8.3 0.0 0.0 0.0 7.7 0.0 0.0 0:0 13.0 10.8 14.9 10.1 Lane LOS A A BB B B Approach Delay(s) 1.2 0.1 11.3 12.4 Approach LOS B B M eltlonSummary:. ,. Average Delay 3.2 Intersection Capacity Utilization 34.4% ICU Level of Service A Analysis Period (min) 15 I Alam 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 17 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 118: WCR 22 & WCR 53 4/24/2007 • - Nt I4- A 4\ t P ti 1 d Moyetne0t , . ESL EBT EBR WBL WBT WEIR NBL NBT 5tBR . SBt - BT ' Saft Lane Configurations 11 t r 'I t, li tf r ) it r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Satd. Flow(prot) 1770 1863 1583 1770 1863 1770 3539 1583 3539 1583 Flt Permitted 0.63 1.00 1.00 0.53 1.00 0.14 1.00 1.00 1.00 1.00 Satd Flow(perm) 1172 1863 1583 989 1863 254 3539 1583 3539 1583 Volume(vph) 58 100 161 217 189 0 64 393 115 0 875 145 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj.,Flow(vph) 63 109 175 236 205 0 70 427 125 0 951 158 RTOR Reduction (vph) 0 0 142 0 0 0 0 0 75 0 0 98 Lane Group Flow(vph) 63 109 33 236 205 0 70 427 50 0 951 60 Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Actuated Green, G(s) 27.0 19.0 19.0 41.0 29.0 49.0 40.0 40:0 38.0 38:0 Effective Green, g (s) 27.0 19.0 19.0 41.0 29.0 49.0 40.0 40.0 38.0 38.0 Actuated g/C Ratio 0.27 0.19 0.19 0.41 0.29 0.49 040 0.40 0.38 0,38 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 364 354 301 546 540 261 1416 633 1345 602 • v/s Ratio Prot 0.01 0.06 c0.08 0.11 c0.02 0.12 c0 27 v/s Ratio Perm 0.03 0.02 c0.10 0.11 0.03 0.04 v/c Ratio 0.17 0.31 0.11 0.43 0.38 0.27 0.30 0.08 0.71 0.10 Uniform Delay, dl 27.6 34.8 33.5 20.3 28.3 16.3 20.5 18.6 26.3 20.0 Progression Factor 0.62 0.59 0.08 1.00 1.00 0.35 0.37 0.35 0.58 0.65 Incremental Delay, d2 1.0 2.2 0.7 2.5 2.0 2.3 0:5 0.2 2.6 0.3 Delay(s) 18.2 23.0 3.3 22.7 30.3 8.0 8.1 6.8 17.9 13.3 Level of Service BC ACC AAA BB Approach Delay(s) 12.2 26.3 7.8 17.3 Approach LOS BC A B HCM Average Control Delay 15.8 HCM Level of Service B HCM Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 100:0 Sum of lost time(s) 16.0 Intersection Capacity Utilization 58.4% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group • Alam 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 18 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 119: WCR 22 & Road H 4/24/2007 • 4 t ti Movement EBL EBT WBT WBR ,SBL sBR , Lane Configurations 4 1+ V Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 111 104 202 0 0 204 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 121 113 220 0 0 222 Pedestrians Lane Width(ft) Walking Speed (f/a) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 847 pX, platoon unblocked vC, conflicting volume 220 574 220 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 220 574 220 tC, single (s) 4.1 6.4 6.2 tC, 2 stage(s) tF (s) 2.2 3.5 3.3 • p0 queue free% 91 100 73 cM capacity(veh/h) 1350 437 820 D WW . ..EB B 1 ; Sal Volume Total 234 220 222 Volume Left 121 0 0 Volume Right 0 0 222 cSH 1350 1700 820 Volume to Capacity 0.09 0.13 0.27 Queue Length 95th (ft) 7 0 27 Control Delay(s) 4.5 0.0 11.0 Lane LOS A B Approach Delay(s) 4.5 0.0 11.0 Approach LOS B In Average Delay 5.2 Intersection Capacity Utilization 44:9% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 19 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 120: WCR 22 & Road I 4/24/2007 • 4- 4.. ti 4/ Movement. ESL EST WBT WEIR SSE SBR Lane Configurations 4 j, V Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 104 0 0 0 0 202 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 113 0 0 0 0 220 Pedestrians Lane Width (ft) Walking Speed (fl/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 226 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 226 0 tC, single(s) 4.1 6.4 6.2 tC, 2 stage(s) tF(s) 2.2 3.5 3.3 • p0 queue free% 93 100 80 cM capacity(veh/h) 1623 709 1085 D 1 .3EEI 1„ 1 Volume Total 113 0 220 Volume Left 113 0 0 Volume Right 0 0 220 cSH 1623 1700 1085 Volume to Capacity 0.07 0.00 0.20 Queue Length 95th (ft) 6 0 19 Control Delay(s) 7.4 0.0 9.2 Lane LOS A A Approach Delay(s) 7.4 0.0 9.2 Approach LOS A Intersection_._ mmary Average Delay 8.6 Intersection Capacity Utilization 24.9% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 20 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 121: Road C & WCR 53 4/24/2007 • -� l c t 4 t f b j r Movoment ;ESL EBT EBR UVB1L WBT WRR NBL NBt ' NBR', SBL S$T SBR Lane Configurations ►) t+ 11 if '1 14 if Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.91 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1690 1770 1842 1770 3539 1583 1770 3539 1583 Flt Permitted 0.71 1.00 0.50 1.00 0.19 1.00 1.00 0.49 1.00 1.00 Satd. Flow(perm) 1328 1690 936 1842 355 3539 1583 913 3539 1583 Volume(vph) 19 47 75 194 58 5 25 325 100 3 751 14 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 21 51 82 211 63 5 27 353 109 3 ,816 15 RTOR Reduction (vph) 0 58 0 0 3 0 0 0 70 0 0 10 Lane Group Flow(vph) 21 75 0 211 65 0 27 353 39 3 816 5 Turn Type pm+pt pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Actuated Green, G(s) 30:0 21.0 43.0 30.0 45:0 36.0 36:0 45.0 :36.0 36:0 Effective Green, g (s) 30.0 21.0 43.0 30.0 45.0 36.0 36.0 45.0 36.0 36.0 Actuated g/C Ratio- 0:30 0.21 0.43 0.30 0.45 0.36 0.36 0.45 0.36 0.36 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 • Lane Grp Cap (vph) 438 355 553 553 287 1274 570 488 1274 570 v/s Ratio Prot 0.00 0.04 c0.07 0.04 c0.01 0.10 0.00 c0.23 Ws Ratio Perm 0.01 c0.10 0.03 0.02 0.00 0:00 v/c Ratio 0.05 0.21 0.38 0.12 0.09 0.28 0.07 0.01 0.64 0.01 Uniform Delay,'dl 24.8 32.7 18:7 25.4 16.7 22.7 21:0 15.2 :26.6 20.6 Progression Factor 1.00 1.09 1.00 1.00 0.48 0.86 2.33 1.00 1.00 1.00 Incremental Delay,d2 0.2 1.4 2.0 0.4 0.6 0.5 0.2'- 0.0 2.5 0:0 Delay(s) 25.0 36.8 20.7 25.8 8.6 20.1 49.1 15.2 29.1 20.6 Level of Service CD CC A CD BCC Approach Delay(s) 35.2 21.9 25.9 28.9 Approach LOS D C C C trttliCricX ..,>.,. 2: HCM Average Control Delay 27.5 HCM Level of Service C HCM Volume to Capacity ratio 0.46 Actuated Cycle Length(s), 100.0 Sum of lost time,(s) 12:0 Intersection Capacity Utilization 48.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2030 AM Total_Builout (2030) Pioneer (LSC#061100) Page 21 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 122: Site Access & WCR 53 4/24/2007 Movement EBL EBT EBR WBL WBT WBR INBL NBT NBR L ,SBT SBR Lane Configurations ►( A ►1 T+ T4 P '1 ft P Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 14 34 108 31 11 32 36 297 16 62 629 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 15 37 117 34 12 35 39 323 17 67 684 5 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1099 1237 342 1014 1225 161 689 340 r" vC1, stage 1 conf vol 818 818 401 401 vC2, stage 2 conf vol 280 418 612 824 vCu, unblocked vol 1099 1237 342 1014 1225 161 689 340 tC, single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free % 94 86 82 84 95 96 96 94 cM capacity(veh/h) 243 262 654 217 254 855 901 1216 Dlre. , a „ ..u.i E i,I „` Volume Total 15 154 34 47 39 161 161 17 67 342 342 5 Volume Left 15 0 34 0 39 0 0 0 67 0 0 0 Volume Right 0 117 0 35 0 0 0 17 0 0 0 5 cSH 243 481 217 532 901 1700 1700 1700 1216 1700 1700 1700 Volume to Capacity 0.06 0.32 0.16 0.09 0.04 0.09 0.09 0.01 0.06 . 0.20 0.20 0.00 Queue Length 95th (ft) 5 34 13 7 3 0 0 0 4 0 0 0 Control Delay(s) 20.8 16.0 24.6 12.4 9.2 0.0 0.0 0.0 8.1 0.0 0.0 0.0 Lane LOS CCCB A A Approach Delay(s) 16.4 17.5 0.9 0.7 Approach LOS C C Intersection SS mma€y .. . a< .. Average Delay 3.7 Intersection Capacity Utilization 45.8% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 22 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 128: Road C & Site Access 4/24/2007 • 4\ t ti 1 d Movement EBL EBT EBR WBL WB2 WBR NBL NBT NBR 8BL ' EST SBR Lane Configurations 1' jr 11 j. 11 1. 11 1+ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 14 82 92 1 130 15 270 15 4 5 5 31 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 15 89 100 1 141 16 293 16 4 5 5 34 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 158 189 299 279 89 284 371 149 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 158 189 299 279 89 284 371 149 tC,single(s) 4.1 4.1 7.1 6.5 6:2 7.1 6.5 6:2 tC, 2 stage (s) tF (s) 2.2 2:2 3.5 4.0 3.3 3.5 - 40 - 3.3 • p0 queue free % 99 100 53 97 100 99 99 96 cM capacity(veh/h) 1422 1385 618 622 969 647 552 897 Dk o ote# & ••EB,t EB2 . 8 W81 WB 2., NBA ,NB 2 ;.$B4 j �D Volume Total 15 89 100 1 158 293 21 5 39 Volume Left 15 0 0 1 0 293 0 5 0 Volume Right 0 0 100 0 16 0 4 0 34 cSH 1422 1700 1700 1385 1700 618 672 647 826 Volume to Capacity 0.01 0.05 0.06 0.00 0.09 0.47 0.03 0.01 0:05 Queue Length 95th (ft) 1 0 0 0 0 64 2 1 4 Control Delay(s) 7:6 0.0 0.0 7.6 0.0 16.0 10.5 10.6 9.6 Lane LOS A A C B B A Approach Delays) 0.6 0.1 15.6 9.7 Approach LOS C A lntersebtjoa:Summary, Average Delay 7.6 Intersection Capacity Utilization 39.9% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 23 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 129: Road C & WCR 51 4/24/2007 Movement EBL EBT EBR WBL WBT WBR NBL -NBR SBL SBT SBR Lane Configurations 4, 4) 4) 4, Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 21 20 7 0 59 0 21 49 0 0 17 57 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 23 22 8 0 64 0 23 53 0 0 18 62 Pedestrians Lane Width(ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 64 29 207 135 26 162 139 64 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 64 29 207 135 26 162 139 64 tC, single(s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage(s) tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free % 99 100 97 93 100 100 98 94 cM capacity(veh/h) 1538 1584 683 744 1050 751 741 1000 Di .',Eerie l# EB 1 WB t NB 1 ' SB f N Volume Total 52 64 76 80 Volume Left 23 0 23 0 Volume Right 8 0 0 62 cSH 1538 1584 725 926 Volume to Capacity 0.01 0.00 0.10 0.09 Queue Length 95th (ft) 1 0 9 7 Control Delay(s) 3.3 0.0 10.5 9.3 Lane LOS A B A Approach Delay(s) 3.3 0.0 10.5 9.3 Approach LOS B A Intersection Summary Average Delay 6.3 intersection Capacity Utilization 26.4% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 AM Total_Builout (2030) Pioneer(LSC#061100) Page 24 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 130: Road E & Road A 4/24/2007 • l C 4— • 4\ f P i d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL ';SBT SBR Lane Configurations If T. 'I A Sign Control Stop Stop Stop Stop Volume (vph) 146 31 30 46 32 231 46 0 56 96 0 72 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 159 34 33 50 35 251 50 0 61 104 0 78 Direction, Lane*, ..: .EB 1 EB 2 !Wei. WB 2 .NB 1 NB 2. BB 1 S132 . Volume Total (vph) 159 66 50 286 50 61 104 78 Volume Left(vph) 159 0 50 0 50 0 104 0 Volume Right(vph) 0 33 0 251 0 61 0 78 Hadj (s) 0.53 -0.31 0.53 -0.58 0.53 -0.67 0.53 -0.67 Departure Headway(s) 6.2 5.4 6.2 5.0 6.7 5.5 6.6 5.4 Degree Utilizationx 0.27 0.10 0.09 0.40 0.09 0.09 0.19 0.12 Capacity(veh/h) 550 633 558 687 498 598 510 617 Control Delay(s) 10.4 7.8 8.5 10.2 9.2 7.9 9.9 7.9 Approach Delay(s) 9.6 9.9 8.5 9.1 Approach LOS A A A A Intersection St ar r Delay ` 9.5 HCM Level of Service A Intersection Capacity Utilization 46.0% ICU Level of Service A Analysis Period (min) 15 41 Alam 2030 AM Total_Builout (2030) Pioneer(LSC#061100) Page 25 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 AM Total_Builout (2030) 131: WCR 22 & Site Access 4/24/2007 • C k t ‘1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44+ r Ij $4 r I tk t Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 13 354 12 8 742 22 57 0 38 77 0 45 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 14 385 13 9 807 24 62 0 41 84 0 49 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) 1276 pX, platoon unblocked 0.88 0.88 0.88 0.88 0.88 0.88 vC,conflicting volume 830 398 883 1261 192 1086 1250 403 vC1, stage 1 conf vol 413 413 824 824 vC2, stage 2 conf vol 470 848 262 426 vCu, unblocked vol 671 398 730 1160 192 961 1148 185 tC, single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 . p0 queue free% 98 99 84 100 95 70 100 93 cM capacity(veh/h) 806 1157 376 278 817 283 287 726 Du ec ion,Latta . EB 1_ -EB 2 •DEB 3 'EB 4 WB 1 WB ...WB. WB 4 NB Ii._ IB 2 ',.$B 2 Volume Total 14 192 192 13 9 403 403 24 62 41 84 49 Volume Left 14 0 0 0 9 0 0 0 62 0 84 0 Volume Right 0 0 0 13 0 0 0 24 0 41 0 49 cSH 806 1700 1700 1700 1157 1700 1700 1700 376 817 283 726 Volume to Capacity 0.02 0.11 0.11 0.01 0.01 0.24 0.24 0.01 0.16 0.05 0.30 0.07 Queue Length 95th (ft) 1 0 0 0 1 0 0 0 15 4 30 5 Control Delay(s) 9.5 0.0 0.0 0.0 8.1 0.0 0.0 0.0 16.4 9.6 23.0 10.3 Lane LOS A A C A C B Approach Delay(s) 0.3 0.1 13.7 18.3 Approach LOS B C Intersection Siirntrgity Average Delay 2.7 Intersection Capacity Utilization 38.1% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 AM Total_Builout(2030) Pioneer(LSC#061100) Page 26 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 101: WCR 22 & US 85 4/24/2007 • f f ~ & 4\ t ► J Movement EBL EBT ERR WBL WBT WBR NBL NBT NBR SBL :'SBT SBR Lane Configurations r t r Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 0 0 20 0 0 365 0 1590 399 0 935 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 22 0 0 397 0 1728 434 0 1016 22 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1880 3178 508 2236 2766 864 1038 2162 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1880 3178 508 2236 2766 864 1038 2162 tC, single(s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage(s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free % 0 100 96 100 100 0 100 100 cM capacity(veh/h) 0 10 510 22 19 297 665 244 Direct, lane#..1.--27„7:V ESA-Oat .,a% Volume'Total 22 397 864 864 434 508 508 22 Volume Left 0 0 0 0 0 0 0 0 Volume Right 22 397 0 0 434 0 0 22 cSH 510 297 1700 1700 1700 1700 1700 1700 Volume to Capacity 0.04 1.33 0.51 0.51 0.26 0.30 0.30 0.01 Queue Length 95th (ft) 3 497 0 0 0 0 0 0 Control Delay(s) 12.4 205.9 0.0 0.0 0.0 0.0 0.0 0.0 Lane LOS B F Approach Delay(s) 12.4 205.9 0.0 0.0 Approach LOS B F Inter on Busty. Average Delay 22.7 Intersection Capacity Utilization 73.2% ICU Level of Service D Analysis Period (min) 15 • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 102: US 34 & WCR 49 4/24/2007 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL .SBT SBR Lane Configurations ►( ft P '1 tt P ►( t r t, Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.98 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prof) 1770 3539 1583 1770 3539 1583 3433 1863 1583 1770 1828 Flt Permitted 0:37 1.00 1.00 0.15 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(perm) 682 3539 1583 274 3539 1583 3433 1863 1583 1770 1828 Volume(vph) 20 790 796 173 605 20 572 93 148 20 143 20 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 22 859 865 188 658 22 622 101 161 22 155 22 RTOR Reduction (vph) 0 0 428 0 0 13 0 0 99 0 5 0 Lane Group Flow(vph) 22 859 437 188 - 658 9 622 101 62 22 172 0 Turn Type pm+pt Perm pm+pt Perm Prot Perm Prot Protected Phases; 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 Actuated Green, G;(s) 35.9 34.4 34.4 46.4 40.9 40.9 19:5 37.4 37:4 1.9 ; 19.8 Effective Green, g (s) 35.9 34.4 34.4 46.4 40.9 40.9 19.5 37.4 37.4 1.9 19.8 Actuated g/C Ratio O,37 0.35 0.35 0.47 0:42 0.42 0.20 0.38 0.38 0.02 O.20 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle'Extension (s) 3.0 3.0 3.0 3:0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 267 1246 557 253 1482 663 685 713 606 34 370 Ws Ratio Prot 0.00 0.24 c0.06 0.19 c0:18 0.05 0:01 c0.09 v/s Ratio Perm 0.03 0.28 c0.29 0.01 0.04 v/c Ratio 0.08 0.69 0.78 0.74 0.44 0.01 0.91 0.14 0.10 0.65 0.47 Uniform Delay, dl 19.8 27.1 28.3 18.4 20.3 16.6 38.2 19.7 19.4 47.6 34.3 Progression Factor 1:00 1.00 1.00 1.00 1.00 1.00 1.00 1:00 1.00 1.00 1:00 Incremental Delay, d2 0.1 1.6 7.1 11.2 0.2 0.0 15.8 0.4 0.3 35.3 4.2 Delay(s) 20.0 28.7 35.5 29.6 20.5 16.6 54.0 20.1 19.7 82.8 !38.5 Level of Service BCDCCBDCBFD Approach Delays) 31.9 22.4 43.9 43.4 Approach LOS C C D D fnteraor#, (11t11 ?`, - tta HCM Average Control Delay 33.2 HCM Level of Service C HCM Volume to Capacity ratio 0,71` Actuated Cycle Length (s) 97.7 Sum of lost time (s) 12.0 Intersection Capacity Utilization 77.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group • Alam 2030 PM Total_Builout (2030) Pioneer (LSC#061100) Page 2 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 103: 1-76 WB Ramps & WCR 49 4/24/2007 • t f— k• 4\ t \° 1 J Movement ESL . Ear EBR WBL WET WBR NBL MDT NBR'; .SQL SBT SBR Lane Configurations 4 if '1 ft 4 PP Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume,(veh/h) 0 0 0 10 5 404 10 1837 0 0 308 1108 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 11 5 439 11 1997 0 0 335 1204 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 16 Median type None None Median storage veh) Upstream signal (ft) 434 pX, platoon unblocked 0.43 0.43 0.43 0.43 0.43 0.43 vC, conflicting volume 1358 2353 335 2353 2353 998 335 : 1997 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 500 2825 335 2825 2825 0 335 1992 tC, single(s) 7.5 6.5 6:9 7.5 6.5 6.9 4:1 4.1 tC, 2 stage(s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free% 100 100 100 0 27 5 99 100 cM capacity(veh/h) 4 7 661 3 7 465 1221 122 Dj q � x `tom~ '; 1 NB 1 c$02 :.NB:3 Volume Total 455 11 998 998 335 602 602 Volume Left 11 11 0 0 0 0 0 Volume Right 439 0 0 0 0 602 602 cSH 133 1221 1700 1700 1700 1700 1700 Volume to Capacity 3.42 0.01 a59 0.59 0.20 0.35 0.35 Queue Length 95th (ft) Err 1 0 0 0 0 0 Control,Delay'(s) Err 8.0 0.0 0.0 0.0 0.0 0.0 Lane LOS F A Approach Delay(s) Err 0.0 0.0 Approach LOS F In itrtarY Average Delay 1137.9 Intersection Capacity Utilization 81.0% ICU Level of Service Analysis Period (min) 15 • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 104: I-76 EB Ramps & WCR 49 4/24/2007 • l —• l I ~ k- 4\ t P \ d Mavenietrt :, - EBL EBT EMI WBL WBT WBR NBL NBT NBR SBL SBT :_Mgt Lane Configurations 11) r• I 111 if Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 Frt 1.00 0.90 0.99 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prat) 3433 1671 1839 1770 1863 Flt Permitted 0.95 1.00 1.00 0.72 1.00 Satd. Flow(perm) 3433 1671 1839 1345 1863 Volume(vph) 1802 5 10 0 0 0 0 45 5 273 45 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 1959 5 11 0 0 0 0 49 5 297- 49 0 RTOR Reduction (vph) 0 4 0 0 0 0 0 3 0 0 0 0 Lane Group Flow(vph) 1959 12 0 0 0 0 0 51 0 297 49 0 Turn Type Perm Perm Protected Phases 4 2 6 Permitted Phases 4 6 Actuated Green,'G(s) 602 60.2 31.8 31.8 31.8 Effective Green, g (s) 60.2 60.2 31.8 31.8 31.8 Actuated g/C Ratio 0.60 0.60 0.32 0.32 `-0.32 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s)' 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 2067 1006 585 428 592 v/s Ratio Prot 0.01 0.03 0.03 v/s Ratio Perm c0.57 c0.22 v/c Ratio 0.95 0.01 0.09 0.69 0:08 Uniform Delay, dl 18.4 8.0 23.9 29.8 23.9 Progression Factor 1.00 1.00 1.00 0.90 0.84 Incremental Delay, d2 10.0 0.0 0.3 7.3 0.2 Delay(s) 28.5 8.0 24.2 34.0 20.2 Level of Service C A C C C Approach Delay(s) 28.3 0.0 24.2 32.1 Approach LOS C A C C HCM Average Control Delay 28.8 HCM Level of Service C HCM Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 84.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group • Alam 2030 PM Total_Builout (2030) Pioneer(LSC#061100) Page 4 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 105: 176 WB Ramps & WCR 53 4/24/2007 • 1 C ~ k` 1 t P j r Movement EBL EBT EBR WBL - WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations } + P Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 0 0 0 0 0 256 0 1154 0 0 148 668 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 0 0 0 0 278 0 1254 0 0 161 726 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal(ft) 520 pX, platoon unblocked vC, conflicting volume 1415 1415 161 1415 2141 1254 887 1254 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1415 1415 161 1415 2141 1254 887 1254 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage(s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free % 0 100 100 100 100 0 100 100 cM capacity(veh/h) 0 137 884 115 49 210 763 555 Direct ,Lane.a9€; i. ....,WB I NBy . 1 ..•:S6 2 . . .. Volume Total ' 278 1254 161 726 Volume Left 0 0 0 0 Volume Right 278 0 0 726 cSH 210 1700 1700 1700 Volume to Capacity 1.33 0.74 0.09 0.43 Queue Length 95th (ft) 384 0 0 0 Control Delay(s) 221.2 0.0 0.0 0.0 Lane LOS F Approach Delay(s) 221.2 0.0 0.0 Approach LOS F Inters on Summary. . ..; ., . . . ,. Average Delay 25.4 Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period (min) 15 • Alam 2030 PM Total_Builout (2030) Pioneer(LSC#061100) Page 5 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 106: I-76 WB Ramps & WCR 53 / ■ 4/24/2007 Movement ESL, EB't EBR WBL WBT WBR NBL NBT $BR" SIX SBT SBR Lane Configurations 4+ 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Util. Factor 1.00 1.00 Frt 1.00 1.00 Fit Protected 0.95 0.95 Satd. Flow(prot) 1770 1770 Flt Permitted - 0.95 0.76 Satd. Flow(perm) 1770 1410 Volume(vph) 1154 0 0 0 0 0 0 0 0 148 0 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 1254 0 0 0 0 0 0 0 0 161 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 0 Lane Group Flow(vph) 0 1254 0 0 0 0 0 0 0 0 161 0 Turn Type Perm Perm Protected Phases 4 2 6 Permitted Phases 4 6 Actuated Green, G(s) 75:0 17.0 Effective Green, g (s) 75.0 17.0 Actuated g/C Ratio 0.75 0.17 Clearance Time (s) 4.0 4.0 Lane Grp Cap (vph) 1328 240 . v/s Ratio Prot v/s Ratio Perm 0/1 c0.11 v/c Ratio 0.94 0.67 Uniform Delay,d1 10.7 38:9 Progression Factor 1.00 0.56 Incremental Delay, d2 14.5 12.5 Delay(s) 25.2 34.2 Level of Service C C Approach Delay(s) 25.2 0.0 0.0 34.2 Approach LOS C A A C , 4 HCM Average Control Delay 26.3 HCM Level of Service C HCM Volume to Capacity ratio 0.89 Actuated Cycle Length (s) 100.0 Sum of,lost time(s) 8.0 Intersection Capacity Utilization 78.8% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group • Alam 2030 PM Total_Builout (2030) Pioneer(LSC#061100) Page 6 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 107: WCR 22 & WCR 49 4/24/2007 • c ~ t t P 1 Moyetrfent .:.,.:: : :;EBL EBT EBR WBL WBT NBL NBT NBR SBL SST ssBR Lane Configurations $4 Vi ft r ft r ' tt r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3539 1583 3433 3539 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.32 1.00 1.00 0.10 1.00 1.00 Satd. Flow(perm) 1770 3539 1583 3433 3539 1583 588 3539 1583 186 3539 1583 Volume(vph) 155 637 138 345 403 168 139 1007 523 270 681 123 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 168 692 150 375 438 183 151 1095 568 293 740 134 RTOR Reduction (vph) 0 0 0 0 0 41 0 0 0 0 0 60 Lane Group Flow(vph) 168 692 150 375 438 142 151 1095 568 293 740 74 Turn Type Prot Free Prot pm+ov pm+pt Free pm+pt pm+ov Protected Phases 7 4 3 8 1 5 2 1 6 7 Permitted Phases Free 8 2 Free 6 6 Actuated Green, G(s) 12.3 21.5 100.0 12.0 21.2 35.6 44.0 36.1 100,0 54.5 42.6 54.9 Effective Green, g(s) 12.3 21.5 100.0 12.0 21.2 35.6 44.0 36.1 100.0 54.5 42.6 54.9 Actuated g/C Ratio 0.12 0.22 1.00 0.12 0.21 0.36 0.44 0.36 1.00 0.55 0.43 0.55 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 218 761 1583 412 750 627 352 1278 1583 329 1508 932 v/s Ratio Prot 0.09 c0.20 c0.11 0.12 0.03 0.03 0.31 c0.13 0.21 0.01 v/s Ratio Perm 0.09 0.06 0.15 c0.36 c0.36 0.04 v/c Ratio 0.77 0.91 0.09 0.91 0.58 0.23 0.43 0.86 0.36 0.89 0.49 0.08 Uniform Delay, dl 42.5 38.3 0.0 43.5 35.4 22.6 17.3 29.6 0.0 27.4 20.8 10.6 Progression Factor 1.00 1.00 1.00 0.83 0.83 0.87 0.95 0.69 1.00 1.67 0.72 0.22 Incremental Delay, d2 15.4 14.7 0.1 21.8 1.0 0.2 0.4 3.5 0.3 22.8 1.0 0.0 Delay(s) 57.9 53.0 0.1 57.7 30.5 19.7 16.9 23.8 0.3 68.6 16.1 2.4 Level of Service ED A ECBBC A E B A Approach Delay(s) 45.9 38.7 15.9 27.7 Approach LOS D D B C Into ' n Su 'iii■ :.: f '.z ..............................................'. ... . .,7: .......:=. -i HCM Average Control Delay 29.3 HCM Level of Service C HCM Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 8.0 Intersection Capacity Utilization 83.6% ICU Level of Service i= Analysis Period (min) 15 c Critical Lane Group • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 7 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 108: Road C & WCR 49 4/24/2007 • -� -� C '- t 4\ t ti 1 Movement EBL EST EBR WBL ifS/BT WBR NBL NBT NBR . Sat '.SBT SBR Lane Configurations I 4 r t i ►i 4T p ►� ft iv Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1863 1583 1770 1863 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 1.00 1.00 1.00 0.56 1.00 1.00 0.20 1.00 1.00 0.08 1.00 1.00 Satd. Flow(perm) 1863 1863 1583 1049 1863 1583 371 3539 1583 151 3539 1583 Volume(vph) 19 19 103 355 37 135 201 1516 545 204 923 36 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 21 21 112 386 40 147 218 1648 592 222 1003 39 RTOR Reduction (vph) 0 0 75 0 0 54 0 0 0 0 0 20 Lane Group Flow(vph) 21 21 37 386 40 93 218 1648 592 222 1003 19 Turn Type pm+pt pm+ov pm+pt pm+ov pm+pt Free pm+pt Perm Protected Phases 7 4 5 3 8 1 5 2 1 6 Permitted Phases 4 4 8 8 2 Free 6 6 Actuated Green, G (s) 4.7 3.1 14.3 27.5 21.9 36.1 57.5 46.3 100:0 63.5 49.3 49:3 Effective Green, g (s) 4.7 3.1 14.3 27.5 21.9 36.1 57.5 46.3 100.0 63.5 49.3 49.3 Actuated g/C Ratio 0,05 0.03 0.14 0.28 0.22 0:36 0.57 0.46 1.00 0.64 0.49 0.49 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension(s) 3:0 3:0 3.0 3.0 3.0 3.0_ 3.0 3:0 3M 3.0 '3.0 • Lane Grp Cap(vph) 86 58 290 436 408 635 370 1639 1583 326 1745 780 v/s Ratio Prot 0.00 0.01 0:01 c0.18 0.02 0.02 0.07 c0.47 c0.10 0.28 v/s Ratio Perm 0.01 0.01 c0.06 0.04 0.27 c0.37 0.34 0.01 v/c Ratio 0.24 0.36 0.13 0.89 0.10 0.15 0.59 1.01 0.37 0.68 0:57 0.02 Uniform Delay, dl 46.0 47.5 37.4 33.7 31.2 21.6 12.0 26.8 0.0 26.5 17.9 13.0 Progression Factor` 1.00 1.00 1.00 1.01 1.01 1.01 1.74 0.67 1.00 1.65 0:96 1.23 Incremental Delay, d2 1.5 3.8 0.2 18.9 0.1 0.1 1.5 19.1 0.4 4.8 1.1 0.0 Delay(s) 47.4 51.3 37:6 52.7 31.5 22.0 22.4 37.2 0.4 48:4 18.4 16.0 Level of Service DDDDCCCD AD BB Approach Delay(s) 40.8 43.4 27.0 23.6 Approach LOS D D C C l HCM Average Control Delay 28.6 HCM Level of Service C HCM Volume to Capacity ratio 0:91 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 89.5% ICU Level of Service E Analysis Period (min) 15 c Critical,Lane Group • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 8 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 109: Road A & WCR 49 4/24/2007 • t P �► l Movement WEIL NBT NBR SBL SST Lane Configurations ►) r to r '1 ft Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1583 3539 1583 1770 3539 Flt Permitted 0.95 1.00 1.00 1.00 0.31 1.00 Satd. Flow(perm) 1770 1583 3539 1583 579 3539 Volume(vph) 192 48 709 326 84 812 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 209 52 771 354 91 883 RTOR Reduction (vph) 0 44 0 63 0 0 Lane Group Flow(vph) 209 8 771 , 291 91 883 Turn Type Perm pm+ov pm+pt Protected Phases 8 2 8 1 6 Permitted Phases 8 2 6 Actuated Green,-G (s) 15.4 15.4 66.9 82.3 76:6 76.6 Effective Green, g (s) 15.4 15.4 66.9 82.3 76.6 76.6 Actuated g/C Ratio 0.15 0.15 0.67 0.82 0.77 0.77 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 • Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 273 244 2368 1366 511 2711 v/s Ratio Prot c0.12 0.22 0.03 0.01 c0.25 v/s Ratio Perm 0.01 0.15 0.13 v/c Ratio 0.77 0.03 0.33 021 0.18 0.33 Uniform Delay, dl 40.6 36.0 7.0 1.9 3.4 3.6 Progression Factor 1.00 1.00 0.13 0.00 1.00 1.00 Incremental Delay, d2 12.1 0.1 0.3 0.1 0.2 0.3 Delay(s) 52.6 36.0 1.3 0.1 3.6 4.0 Level of Service D D A A A A Approach Delay(s) 49.3 0.9 3.9 Approach LOS D A A Intersecyan' t+r*y . HCM Average Control Delay 7.5 HCM Level of Service A HCM Volume to Capacity ratio 0.40' Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 44.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 110: WCR 28 & WCR 49 4/24/2007 • c f t ti j Movement WBL WBR NBT NBR SBL SBT Lane Configurations r ff r '1 tt Sign Control Stop Free Free Grade 15% 0% 0% Volume(veh/h) 43 113 686 72 194 853 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 47 123 746 78 211 927 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Median storage veh) 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume r 1631 373 824 vC1, stage 1 conf vol 746 vC2, stage 2 conf vol 885 vCu, unblocked vol 1631 373 824 tC, single(s) 6.9 7.0 4.1 tC, 2 stage(s) 5.9 tF(s) 3.5 3.3 2.2 • p0 queue free % 74 80 74 cM capacity(veh/h) 178 624 802 Eirec > 1e : s.. 1i8 , ,WB2:°°. NE,1 „ept8 .NB3, SB ,. :5B2r="SO 3 Volume Total 47 123 373 373 78 211 464 464 Volume Left 47 0 0 0 0 211 0 0 Volume Right 0 123 0 0 78 0 0 0 cSH 178 624 1700 1700 1700 802 1700 1700 Volume to Capacity 0.26 0.20 0.22 0.22 0.05 0.26 0.27 0.27 Queue Length 95th (ft) 25 18 0 0 0 26 0 0 Control Delay(s) 32.2 12.2 0.0 0.0 0.0 11.1 0.0 0.0 Lane LOS D B B Approach Delay(s) 17.7 0.0 2.1 Approach LOS C tntersedthsn, fanlary . - Average Delay 2.5 Intersection Capacity Utilization 43:0% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 PM Total_Builout (2030) Pioneer(LSC#061100) Page 10 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 111: Road B & WCR 49 4/24/2007 • —* C ~ ks 4\ T t \ 4/ Movement , _ ,EBL EBT EBR WBL WBT. WEIR. _;MBL ' NBT,- NBR BBL. SB.T >_SBR Lane Configurations lS t 11 t ft r vi ft r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.89 1.00 0.91 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1659 1770 1704 1770 3539 1583 1770 3539 1583 Flt Permitted 0.70 1.00 0.40 1.00 0.24 1.00 1.00 0.21 1.00 1.00 Satd. Flow(perm) 1295 1659 736 1704 455 3539 1583 398 3539 1583 Volume(vph) 24 21 57 147 38 50 104 961 265 90 870 44 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 26 23 62 160 41 54 113 1045 288 98 946 48 RTOR Reduction (vph) 0 58 0 0 42 0 0 0 82 0 0 19 Lane Group Flow(vph) 26 27 0 160 53 0 113 1045 206 98 946 29 Turn Type Perm pm+pt pm+pt pm+ov pm+pt Perm Protected Phases 4 3 8 5 2 3 1 6 Permitted Phases 4 8 2 2 6 6 Actuated Green, G(s) 6.6 6.6 21.8 21.8 66.5 60.3 71.5 65.9 60.0 60.0 Effective Green, g (s) 6.6 6.6 21.8 21.8 66.5 60.3 71.5 65.9 60.0 60.0 Actuated g/C Ratio 0.07 0.07 0.22 0.22 0.66 0.60 0.72 0.66 0.60 0.60 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap(vph) 85 109 276 371 384 2134 1195 343 2123 950 v/s Ratio Prot 0.02 c0.06 0.03 c0.02 c0.30 0.02 0.02 0.27 v/s Ratio Perm 0.02 c0.06 0.18 0.11 0.17 0.02 v/c Ratio 0.31 0.25 0.58 0.14 0.29 0.49 0.17 0.29 0.45 0.03 Uniform Delay, dl 44.5 44.3 33.7 31.6 6.8 11.2 4.6 7.2 10.9 8.1 Progression Factor 1.00 1.00 0.95 0.92 0.88 0.26 0.00 1.09 0.77 0.55 Incremental Delay, d2 2.0 1.2 2.9 0.2 0.3 0.5 0.0 0.4 0.6 0.1 Delay(s) 46.6 45.5 35.0 29.3 6.3 3.4 0.0 . 8.3 9.0 4.5 Level of Service D D D C A A A A A A Approach Delay(s) 45.8 32.9 2.9 8.8 Approach LOS D C A A : .. Fc...if ilt............ ,U..e.................,..;:..c-........ ..r..;u.:.- ::u.r:i !.L?:!• _ ?.Ili!:` - -- HCM Average Control Delay 9.4 HCM Level of Service A HCM Volume to Capacity ratio 0.47 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 56.4% ICU Level of Service Analysis Period (min) 15 c Critical Lane Group • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 11 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 112: WCR 22 & Site Access 4/24/2007 e i i 1 c ~ t 1 t p ti t r Movement ESL EST 'EBR \Va. WBT WfAt SS Nat_ ;NOT NBR SBL .S.BT SBR Lane Configurations ii �t P 1 ft" li A 4. Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.87 0.88 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3539 1583 1770 3539 1770 1612 1635 Flt Permitted 0.31 1.00 1.00 0.14 1.00 0.68 1.00 1.00 Satd. Flow(perm) 576 3539 1583 252 3539 1269 1612 1635 Volume(vph) 179 859 391 114 504 0 313 18 160 0 10 98 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph)` 195 934 425 124 548 0 340 20 174 0 11 107 RTOR Reduction (vph) 0 0 276 0 0 0 0 99 0 0 61 0 Lane Group Flow(vph) 195 934 149 124 548 0 340 95 0 0 57 0 Turn Type pm+pt Perm pm+pt Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 2 6 Actuated Green,G(s) 47.0 35.0 35.0 43.0 33.0 43.0 43.0 43.0 Effective Green, g (s) 47.0 35.0 35.0 43.0 33.0 43.0 43.0 43.0 Actuated g/C Ratio 0.47 0.35 0.35 0.43' 0.33 0.43 0:43 0A3 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 414 1239 554 260 1168 546 693 703 • 0.03v/s Ratio Prot c0.06 c0.26 0.05 0.15 0.06 v/s Ratio Perm 0.16 0.09 0.16 c0.27 v/c Ratio 0.47 0.75 0.27 0.48 0.47 0.62 0.14 0.08 Uniform Delay, d1 16.5 28.7 23.3 19.6 26.6 22.2 17.3 16.8 Progression Factor 0.69 0.77 0.32 1.50 0.75 1.01 1.04 1.00 Incremental Delay, d2 2.7 3.0 0.8 6.1 1:3 5.3 0.4 0.2 Delay(s) 14.1 25.1 8.4 35.5 21.3 27.8 18.4 17.1 Level of Service B C A D C CB B Approach Delay(s) 19.2 23.9 24.4 17.1 Approach LOS B C C B t _aticeOlika‘,4., :, .. ._ .La .spy,ld.o:, ., .. iee,,..-S.J.; n i e e ., .... , HCM Average Control Delay 21.2 HCM Level of Service C HCM Volume to Capacity ratio 0.67 Actuated Cycle Length(s) 100,0 Sum of lost time(s) 12:0 Intersection Capacity Utilization 64.1% ICU Level of Service C Analysis Period (min)' 15 c Critical Lane Group • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 12 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 113: WCR 22 & Road B 4/24/2007 Movement EBL EBT EBR WBL WBT WBR ;;.NBL NBT NOR Sal. SST SBR Lane Configurations 19 r 4t r ►) to Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 58 870 92 0 498 46 55 11 5 25 19 66 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 63 946 100 0 541 50 60 12 5 27 21 72 Pedestrians Lane Width(ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft)_ pX, platoon unblocked vC, conflicting volume 591 1046 1424 1663 473 1152 1713 271 vC1, stage 1 conf vol 1072 1072 541 541 vC2, stage 2 conf vol 353 591 610 1172 vCu, unblocked vol 591 1046 1424 1663 473 1152 1713 271 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6,9 tC, 2 stage(s) 6.5 5.5 6.5 5.5 tF(s) r, 2.2 2.2 3:5 4.0 3.3 3.5 4.0 3.3 • p0 queue free% 94 100 64 94 99 90 89 90 cM capacity(veh/h) 980 661 167 192 538 262 185 727 E ,� t. < cssii_# m B:,d , t vWB . SiNrtiafrg°a,r ..,a .. ,. Volume Total 63 473 473 100 180 361 50 60 17 27 92 Volume Left 63 0 0 0 0 0 0 60 0 27 0 Volume'Right 0 0 0 100 0 0 50 0 5 0 72 cSH 980 1700 1700 1700 661 1700 1700 167 240 262 439 Volume to Capacity 0.06 0.28 0.28 0.06 0.00 0.21 0.03 0,36 0.07 0.10 0.21 Queue Length 95th (ft) 5 0 0 0 0 0 0 38 6 9 20 Control Delay(s) 8.9 0.0 0.0 0.0 0.0 0.0 0.0 38.2 21.2 203 15:4 Lane LOS A EC CC Approach Delay(s) 0.5 0.0 34.4 16.5 Approach LOS D C Intemect14ft�`IfFmrnaty- Average Delay 2.7 Intersection Capacity Utilization 57.5% ICU Level of Service B Analysis Period (min) 15 • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 114: WCR 22 & Road A 4/24/2007 Movement EBL EST EBR 111/13L WBT WBR Nat NBT MM. apt_ . SBT sprt Lane Configurations ►) 14 r 41. 1 t P '1 4. P Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util.Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prat) 1770 3539 1583 3539 1770 1863 1863 1583 Flt Permitted 0.43 1.00 1.00 1.00 0.73 1.00 1.00 1.00 Satd. Flow(perm) 802 3539 1583 3539 1351 1863 1863 1583 Volume(vph) 79 671 145 0 385 0 81 25 0 0 45 77 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 86 729 158 0 418 0 88 27 0 0 49 84 RTOR Reduction (vph) 0 0 92 0 0 0 0 0 0 0 0 60 Lane Group Flow(vph) 86 729 66 0 418 0 88 27 0 0 49 24 Turn Type pm+pt Perm pm+pt Perm Perm Perm Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 2 2 6 6 Actuated Green, G(s) 62.0 42.0 42.0 40.0 28.0 28.0 28.0 28:0 Effective Green, g (s) 62.0 42.0 42.0 40.0 28.0 28.0 28.0 28.0 Actuated g/C Ratio 0:62 0.42 0:42 0.40 0.28 0.28 0.28 0.28 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap(vph) 691 1486 665 1416 378 522 522 443 • v/s Ratio Prot c0.02 c0.21 0.12 0.01 0 03 v/s Ratio Perm 0.05 0.04 c0.07 0:01 v/c Ratio 0.12 0.49 0.10 0.30 0.23 0.05 0.09 0.05 Uniform Delay, d1 7.8 212 17.6 20.4 27.7 26.3 26.6 26.3 Progression Factor 0.18 0.64 1.23 0.77 0.96 0.97 1.00 1.00 Incremental Delay, d2 0.3 0.9 0.2 0.5 1:4 0.2 0:4 0.2 Delay(s) 1.7 14.5 21.9 16.1 28.2 25.7 27.0 26.5 Level of Service ABC B CC C C Approach Delay(s) 14.6 16.1 27.6 26.7 Approach LOS B B C C feNitagijtifWt%Tfi,,' ,,,i',; HCM Average Control Delay 16.9 HCM Level of Service B HCM Volume to Capacity ratio 0.34 Actuated Cycle Length (s) 100.0 - Sum of lost time(s) 12.0' Intersection Capacity Utilization 50.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2030 PM Total_Builout (2030) Pioneer(LSC#061100) Page 14 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 115: WCR 22 & Road E 4/24/2007 Movement EBL EBT EBR .WNBL WBT WBk NBL NBT NBR SBL SST SBR Lane Configurations 15 tat P 5 44 P 4, Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 40 540 90 18 312 22 50 0 10 13 0 24 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 43 587 98 20 339 24 54 0 11 14 0 26 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare(veh) Median type ` Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 363 685 909 1076 293 770 1150 170 vC1, stage 1 conf vol 674 674 378 378 vC2, stage 2 conf vol 235 402 391 : '772 vCu, unblocked vol 363 685 909 1076 293 770 1150 170 tC, single(s) 4.1 4.1 7:5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage(s) 6.5 5.5 6.5 5.5 tF(s) 22 2.2 3.5 4.0 3.3 3.5 s 4.0 3:3 • p0 queue free% 96 98 83 100 98 96 100 97 cM capacity(veh/h) 1192 905 313 312 703 388 287 845 Volume Total 43 293 293 98 20 170 170 24 65 40 Volume Left 43 0 0 0 20 0 0 0 54 14 Volume Right 0 0 0 98 0 0 0 24 11 26 cSH 1192 1700 1700 1700 905 1700 1700 1700 345 597 Volume to Capacity 0.04 0.17 0.17 0.06 0.02 0:10 0.10 0.01 0.19 0.07_ Queue Length 95th (ft) 3 0 0 0 2 0 0 0 17 5 Control Delay(s) 8.1 0.0 0.0 0:0 9.1 0:0 0:0 0.0 17.8 11.5 Lane LOS A A C B Approach Delay(s) 0.5 0.5 17.8 11.5 Approach LOS C B lntarse �t mmarY . ;v p .,. .,.i =4, Average Delay 1.8 Intersection Capacity Utilization 35.4% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 15 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 116: WCR 22 & Site Access 4/24/2007 Movement ESL EBT EBR WBL WBT WBR NBL NBT, NBR SBL SBT SBR Lane Configurations r ►( Tf r 4+ 4+ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 57 491 15 18 312 23 9 0 10 13 0 31 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 62 534 16 20 339 25 10 0 11 14 0 34 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 364 550 900 1061 267 780 1052 170 vC1, stage 1 conf vol 658 658 378 378 vC2, stage 2 conf vol 242 403 402 674 vCu, unblocked vol 364 550 900 1061 267 780 1052 170 tC, single(s) 4.1 4.1 7.5 6.5 ` 6.9 7.5 - 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3:3 • p0 queue free% 95 98 97 100 99 96 100 96 cM capacity(veh/h) 1191 1016 311 310 731 380 312 845 Dtriketktittiltina � 1. . = a1 ;1 W8 , . Volume Total 62 267 267 16 20 170 170 25 21 48 Volume Left 62 0 0 0 20 0 0 0 10 14 Volume Right 0 0 0 16 0 0 0 25 11 34 cSH 1191 1700 1700 1700 1016 1700 1700 1700 446 621 Volume to Capacity 0.05 0.16 0.16 0.01 0.02 0.10 0.10 0.01 0.05 0.08 Queue Length 95th (ft) 4 0 0 0 1 0 0 0 4 6 Control Delay(s) 8.2 0.0 0.0 0.0 8.6 0.0 0.0 0.0 13.5 11.3 Lane LOS A A B B Approach Delay(s) 0.8 0.4 13.5 113 Approach LOS B B Inferstal rtSr l r Average Delay 1.4 v. p Intersection Capacity Utilization 30.2% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 PM Total_Builout(2030) Pioneer (LSC#061100) Page 16 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 117: WCR 22 & Road C 4/24/2007 • --0 4\ t ti 1 r Movement Eat EBT EBR WBi WBT WBR .NBL .NBT MBR SRL SBT -SBR Lane Configurations tier 'i tt tr I t r r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 95 413 6 15 295 91 3 4 8 52 8 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 103 449 7 16 321 99 3 4 9 57 9 60 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) 12 12 Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 420 455 853 1108 224 791 1015 160 vC1, stage 1 conf vol 655 655 353 353 vC2, stage 2 conf vol 197 452 438 662 vCu, unblocked vol 420 455 853 1108 224 791 1015 160 tC, single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4M 3.3 3.5 4.0 3:3 • p0 queue free% 91 99 99 98 99 84 97 93 cM capacity(veh/h) 1136 1102 302 284 779 363 311 856 C EBB EB1 nE86 ''Etl+t W 2 d B B ..$B :: Volume Total 103 224 224 7 16 160 160 99 3 13 57 68 Volume Left 103 0 0 0 16 0 0 0 3 0 57 0 Volume Right 0 0 0 7 0 0 0 99 0 9 0 60 cSH 1136 1700 1700 1700 1102 1700 1700 1700 302 853 363 981 Volume to Capacity 0.09 0.13 0.13 0.00 0.01 0.09 0.09 0.06 0.01 0.02 0.16 0:07 Queue Length 95th (ft) 7 0 0 0 1 0 0 0 1 1 14 6 Control Delay(s) 8.5 0.0 0.0 0.0 8.3 0.0 0:0 0.0 17.0 12.4 ' 16.8 10.5 Lane LOS A A CBCB Approach Delay(s) 1.6 0.3 13.3 133 Approach LOS B B Average Delay 2.5 Intersection Capacity Utilization 34.3% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 17 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 118: WCR 22 & WCR 53 4/24/2007 Movement EBL EBT EBR WBL- WBT WBR NBL NBT NBR SBL SBT SEIR Lane Configurations ►j t r ►t 1* 'I ft r f4 r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Satd. Flow(prot) 1770 1863 1583 1770 1863 1770 3539 1583 3539 1583 Flt Permitted 0.62 1.00 1.00 0.45 1.00 0.24 1.00 1.00 1.00 1.00 Satd. Flow(perm) 1146 1863 1583 829 1863 440 3539 1583 3539 1583 Volume(vph) 163 200 109 139 120 0 186 958 230 0 556 94 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 177 217 118 151 130 0 202 1041 250 0 604 102 RTOR Reduction (vph) 0 0 91 0 0 0 0 0 148 0 0 71 Lane Group Flow(vph) 177 217 27 151 130 0 202 1041 103 0 604 31 Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 6 Actuated Green, G'(s) 36.0 23.0 23.0 36.0 23.0 52.0 41.0 41.0 30.0 30.0 Effective Green, g (s) 36.0 23.0 23.0 36.0 23.0 52.0 41.0 41.0 30.0 30.0 Actuated g/C Ratio_ 0.36 0.23 0.23 0.36 0.23 0.52 0.41 0.41 0.30 0.30 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 494 428 364 421 428 " 468 1451 649 1062 475 v/s Ratio Prot 0.05 c0.12 c0.05 0.07 c0.08 c0.29 0.17 v/s Ratio Perm 0.08 0.02 0.08 0.15 0.06 0.02 v/c Ratio 0.36 0.51 0.07 0.36 0.30 0.43 0.72 0.16 0.57 0.06 Uniform Delay, dl 22.8 33.6 30.2 22.6 31.9 14.5 24.7 18.6 29.5 25.0 Progression Factor 0.60 0.50 0.45 1.00 1.00 0.47 0.66 0.95 1.05 2.84 Incremental Delay, d2 1.9 40 0.4 2.4 1.8 1.8 1.9 0.3 2.1 0.2 Delay(s) 15.5 20.7 14.0 25.0 33.7 8.6 18.1 18.0 33.1 71.2 Level of Service BC BCC A B B £ E Approach Delay(s) 17.3 29.0 16.8 38.6 Approach LOS B C B D ,.... • HCM Average Control Delay 23.2 HCM Level of Service C HCM Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 16.0 Intersection Capacity Utilization 61.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 18 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 119: WCR 22 & Road H 4/24/2007 • s t ti Movement EBL EBT WBT UVBR SBL SBR Lane Configurations 4 A ►,f► Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 217 213 125 0 0 133 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 236 232 136 0 0 145 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 847 pX, platoon unblocked 0.92 vC, conflicting volume 136 839 136 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 136 826 136 tC, single (s) 4.1 6.4 6.2 tC, 2 stage(s) tF(s) 2.2 3.5 3.3 • p0 queue free% 84 100 84 cM capacity(veh/h) 1448 265 913 Direction, #. :; =EBI WBi SB1 Volume Total 467 136 145 Volume Left 236 0 0 Volume Right 0 0 145 cSH 1448 1700 913 Volume to Capacity 0.16 0.08 0.16 Queue Length 95th (ft) 15 0 14 Control Delay(s) 4.8 0.0 9.7 Lane LOS A A Approach Delay(s) 4.8 0.0 9.7 Approach LOS A IntersectionaSummary. Average Delay 4.9 Intersection Capacity Utilization 48.0% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 19 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 120: WCR 22 & Road I 4/24/2007 • .4 t- t ti Movement EBL EBT WBT VNBR SBL SBR Lane Configurations 4 A V Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 213 0 0 0 0 125 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 232 0 0 0 0 136 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 0 463 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 463 0 tC, single(s) 4.1 6.4 6.2 tC, 2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 86 100 87 cM capacity(veh/h) 1623 478 1085 NBA .!SB I Volume'Total 232 0 136 Volume Left 232 0 0 Volume Right 0 0 136 cSH 1623 1700 1085 Volume to Capacity 0.14 0.00 0.13 Queue Length 95th (ft) 12 0 11 Control Delay(s) 7.6 0.0 8.8 Lane LOS A A Approach Delay(s) 7.6 0.0 8.8 Approach LOS A Intersection Summary - .. - Average Delay 8.0 Intersection Capacity Utilization 26.2% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 20 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 121: Road C & WCR 53 4/24/2007 • lai l C ~ t 4\ T P V 1 d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR' Slit ` SBT SBR Lane Configurations if 1a 'I Ts 'I ?? P 11 ft r ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.94 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 1747 1770 1850 1770 3539 1583 1770 3539 1583 Flt Permitted 0.72 1.00 0:52 1.00 0.35 1.00 1.00 0.19 1.00 1.00 Satd. Flow(perm) 1332 1747 963 1850 657 3539 1583 348 3539 1583 Volume(vph) 18 67 48 121 56 3 87 830 204 6 481 22 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 20 73 52 132 61 3 95 902 222 7 523 24 RTOR Reduction (vph) 0 25 0 0 1 0 0 0 133 0 0 15 Lane Group Flow(vph) 20 100 0 132 63 0 95 902 89 7 : 523 9 Turn Type pm+pt pm+pt pm+pt Perm pm+pt Perm Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Actuated Green, G(s) _ 30.0 21.0 39.0 26.0 51.0 40.0 40.0 47.0 38.0 38.0 Effective Green, g (s) 30.0 21.0 39.0 26.0 51.0 40.0 40.0 47.0 38.0 38.0 Actuated g/C Ratio 0,30 0.21 0,39 0.26 0.51 0:40 040 047 ;0.38 0:38 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 439 367 489 481 458 1416 633 292 1345 602 • v/s Ratio Prot 0.00 0.06 c0.04 0.03 c0.02 c0.25 0.00 0.15 Ws Ratio Perm 0.01 c0.07 0.08 0.06 001 0.01 v/c Ratio 0.05 0.27 0.27 0.13 0.21 0.64 0.14 0.02 0.39 0.02 Uniform Delay, d1 24.8 33.1 20.3 28.3 13.2 24:2 19.1 15.3 ;22.6 19:3 Progression Factor 0.50 0.71 1.00 1.00 0.28 0.26 0.01 1.00 1.00 1.00 Incremental Delay,d2 0.2 1.7 1:4 0.6 0.8 1.6 0.3 02 0.8 OA Delay(s) 12.5 25.4 21.7 28.9 4.4 8.0 0.6 15.5 23.4 19.4 Level of Service B C CC A A A B C B Approach Delay(s) 23.6 24.0 6.4 23.1 Approach WS C C A C hnfe tton'Su ry r- :-.. -,. a. ._- 4 _. .. HCM Average Control Delay 13.6 HCM Level of Service B HCM Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 100.0 Sum of lost time(s) 12.0 Intersection Capacity Utilization 49.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 21 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 122: Site Access & WCR 53 4/24/2007 • is 7 f 4 � f P �► 1 J Movement EBL EBT EBR WBL WBT WBR NBL NET NBR SBL SBT SBR Lane Configurations '1 14 1j r 'i ff r Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume(veh/h) 9 22 69 19 39 68 125 694 32 43 421 16 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 10 24 75 21 42 74 136 754 35 47 458 17 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1295 1612 229 1435 1595 377 475 789 vC1, stage 1 conf vol 551 551 1026 1026 vC2,stage 2 conf vol 744 1061 409 568 vCu, unblocked vol 1295 1612 229 1435 1595 377 475 789 tC,single(s) 7:5 6.5 6.9 7.5 6.5 6:9 4.1 41 tC, 2 stage(s) 6.5 5.5 6.5 5.5 tF(s) , 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 • p0 queue free% 94 86 90 86 76 88 87 94 cM capacity(veh/h) 152 167 774 150 177 620 1083 826 Dir@ction, Lane# - EB f :"EB ; WB 1 W8.2 ., NB 1 NB2 ,N83 N 4 .SB°f , SB. _ SR3 ,584 Volume Total 10 99 21 116 136 377 377 35 47 229 229 17 Volume Left 10 0 21 0 136 0 0 0 47 0 0 0 Volume Right 0 75 0 74 0 0 0 35 0 0 0 17 cSH 152 412 150 324 1083 1700 1700 1700 826 1700 1700 1700 Volume to Capacity 0.06 0.24 0.14 0.36 0.13 0.22 0.22 0.02 0.06 0.13 0.13 0.01 Queue Length 95th (ft) 5 23 12 40 11 0 0 0 4 0 0 0 Control Delay(s) 30.3 16.5 32.7 22.2 8.8 0.0 0.0 0.0 9.6 - 0.0 0.0 0.0 Lane LOS DCDC A A Approach Delay(s) 17.7 23.8 1.3 0.9 Approach LOS C C Intersection Summary Average Delay 4.0 Intersection Capacity Utilization 40.2% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 22 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 128: Road C & Site Access 4/24/2007 • f 4— t 4\ t P ti 1 d Movement ESL EBT EBR Vi/BL WBT WBR NBL . NBT NBR SBL SBT SBR Lane Configurations t (► y, rST4 ►tsti Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 35 169 314 5 128 10 173 9 3 18 17 21 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 38 184 341 5 139 11 188 10 3 20 18 23 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal(ft) pX, platoon unblocked vC, conflicting volume 150 525 442 421 184 423 757 145 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 150 525 442 421 184 423 757 145 tC, single(s) 4.1 4.1 7:1 6.5 6:2 7.1 6.5 6.2 tC, 2 stage (s) tF(s) 2.2 2.2 3.5 -4.0 3.3 3.5 4.0' '3.3 • p0 queue free % 97 99 61 98 100 96 94 97 cM capacity(veh/h) 1431 1042 479 507 859 518 326 903 Dlrectton1tane# es 4. ES. =:EB.B;sWH I WB 2 (1fl 1,fia$0,2` 'SBA: 'at . : . , Volume Total 38 184 341 5 150 188 13 20 41 Volume Left 38 0 0 5 0 188 0 20 0 Volume Right 0 0 341 0 11 0 3 0 23 cSH 1431 1700 1700 1042 1700 479 565 518 504 Volume to Capacity 0.03 0.11 0.20 0.01 0.09 0.39 0.02 0.04 0.08 Queue Length 95th (ft) 2 0 0 0 0 46 2 3 7 Control Delay(s) 7.6 0.0 0.0 8.5 0.0 173 11.5 122 12.8 Lane LOS A A CBBB Approach Delay(s) 0.5 0.3 16.9 12.6 Approach LOS C B Interne , Summary Average Delay 4.6 Intersection Capacity Utilization 38.5% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 23 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 129: Road C & WCR 51 4/24/2007 • r — ~ 4` 4\ t t 4' d Movement EBL EST EBR WBL WBT WBR NBL NET NBR! SBL SET SBR Lane Configurations 4+ 4+ 4, 4, Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 65 68 24 0 38 0 13 32 0 0 57 37 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 71 74 26 0 41 0 14 35 0 0 62 40 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 41 100 341 270 87 287 283 41 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 41 100 341 270 87 287 283 41 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free % 95 100 97 94 100 100 90 96 cM capacity(veh/h) 1568 1493 524 608 972 614 598 1030 kL ,'d . BB1 .WBI .' NB1 s. Volume Total 171 41 49 - 102 Volume Left 71 0 14 0 Volume Right 26 0 0 40 cSH 1568 1493 581 716 Volume to Capacity 0.05 0.00 0.08 0.14 Queue Length 95th (ft) 4 0 7 12 Control Delay(s) 3.3 0.0 11.8 10.9 Lane LOS A B B Approach Delay(s), 3.3 0.0 11.8 10.9 Approach LOS B B Intersection Summary Average Delay 6.2 Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period (min) 15 • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 24 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 130: Road E & Road A 4/24/2007 Movement ESL EBT EBR WBL WBT Vi/BR NBL NBT NBR SBL SBT SBR Lane Configurations ?+ ►j y, rt j, 14 Sign Control Stop Stop Stop Stop Volume (vph) 88 37 54 68 37 152 42 0 62 259 0 150 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 96 40 59 74 40 165 46 0 67 282 0 163 Direction, Lane'# EB;1 EB 2 WB 1 WB 2 .NB 1 NB 2 BB 1 SE 12 Volume Total (vph) 96 99 74 205 46 67 282 163 Volume Left(vph) 96 0 74 0 46 0 282 0 Volume Right (vph) 0 59 0 165 0 67 0 163 Hadj(s) 0.53 -0.38 0.53 -0.53 0.53 -0.67 0.53 -0.67 Departure Headway(s) 6.9 6.0 6.8 5.8 7.0 5.8 6.5 5.3 Degree Utilization, x 0.18 0.17 0.14 0.33 0.09 0.11 0.51 0.24 Capacity(veh/h) 487 558 496 589 481 574 533 646 Control Delay(s) 10.3 9.0 9.8 10.4 9.5 8.3 14.9 8.8 Approach Delay(s) 9.7 10.2 8.8 12.7 Approach LOS A B A B Intersection Stimi arty Delay 11.0 HCM Level of Service B Intersection Capacity Utilization 47.7% ICU Level of Service A Analysis Period (min) 15 • • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 25 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2030 PM Total_Builout (2030) 131: WCR 22 & Site Access 4/24/2007 Movement ESL EBT EBR WBL MIST WBR ;,NBL NBT NBR SBL SBT SBR Lane Configurations tt r ' 44 r ►i j, Ii 1 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 47 867 55 37 546 82 28 0 19 45 0 26 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 51 942 60 40 593 89 30 0 21 49 0 28 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) 1276 pX, platoon unblocked 0.99 0.99 0.99 0.99 0.99 0.99 vC, conflicting volume 683 1002 1450 1808 471 1268 1778 297 vC1, stage 1 conf vol 1045 1045 674 674 vC2, stage 2 conf vol 405 763 594 1104 vCu, unblocked vol 665 1002 1443 1805 471 1258 1775 274 tC, single(s) 4.1 4.1 7.5 6.5 6.9 ` 7.5 6.5 6:9 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 • p0 queue free % 94 94 83 100 96 78 100 96 cM capacity(veh/h) 908 687 174 173 539 225 165 714 Qirec ti,L r ;;EB1# ED 2 S2, `EB.4 WWI,-WS 2:1iti.B 3 'W-84 set C12 8.1 ; Sal Volume Total 51 471 471 60 40 297 297 89 30 21 49 28 Volume Left 51 0 0 0 40 0 0 0 30 0 49 0 Volume Right 0 0 0 60 0 0 0 89 0 21 0 28 cSH 908 1700 1700 1700 687 1700 1700 1700 174 539 225 714 Volume to Capacity 0.06 0.28 0.28 0.04 0.06 0.17 0.17 0.05 0.17 0.04 - 0.22 0.04 Queue Length 95th (ft) 4 0 0 0 5 0 0 0 15 3 20 3 Control Delay 9.2 0.0 0.0 0:0 10.6 0.0 0.0 0.0 30.0 11.9 25.4 10:2 Lane LOS A B D BD B Approach Delay(s) 0.4 0.6 22.7 19.8 Approach LOS C C l e ok*rotr ary .. Average Delay 1.9 Intersection Capacity Utilization 46.5% ICU Level of Service , A Analysis Period (min) 15 • Alam 2030 PM Total_Builout(2030) Pioneer(LSC#061100) Page 26 LSC, Inc. Hello