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Traffic Impact StudyT'Impact Stue"' Southern Highlands Subdivision Meran, Idaho Wrjr$� i' Thomps®n Engineers Traffic and Civil Inc. 181 East 50th St Garden City, ID 83714 (208) 484-4410 Traffic impact Study �ompson�' Southern ��mdmw,�n� Inc. Table EXECUTIVE of Contents SUMMARY .................................................................. ........................................................ l Introduction................................................... ........................................................................................... l yon/oocd Development ..................—...--.~..—.........—.......J StudyArea ................................................................................................................................................ l Findings --....—......—..~...~....~....~...............—.......—.....l Conclusions.................................... .......... ............................................................................................... 2 D9I}l(}l)UCll(IN..............~.............^...~...—..........—.........] PROPOSED DEVELOPMENT —.......~.....~--.......—.....----,.—.....,.../4 STUDY AREA CONDITIONS .................................................................. ................................................. 5 StudyArea ................................................................................................................................................ 5 LandUse ................................................................................................................................................... 5 STUDYPERIOD .......................................................................................................................................... 5 BuildOut Year .......................................................................................................................................... 5 HorizonYear ..........^...—..—..^....^.....^.~—.—..~.~~.~...~.~~~~..~..5 EKI8TDy(} CONDITIONS .—...............—,......—......--.--..----...5 TrafficVolumes ........................................................................................................................................ 5 RoadSystem ^.~..~~~.~.~—~~~.~.~.—..~~~.---~..~~~.~~~~~~~~~~~.~..5 System Improvements .............................~.....................7 DailyTiaffix.............................................................................................................................................. PROJECTED TRAFFIC ..................................... ......................... ................................................ .............. 7 Background?odfic................................................................................................................................... 7 OffSite Traffic ............... .................................................................................................................. ... _7 TripGeneration ......................................................................................................................................... y TripDistribution ..................................................................................................................................... l0 SiteTraffic .............................................................................................................................................. 0 TotalTraffic ...... ..................................................................................................................................... 10 TRAFFIC ANALYSIS ................................................................................................................................ l3 Capacity Analysis and Level of Service ................................................................................................. 1j Iuto,00ctkou Analysis ................~...........—..........~.........l4 Roadway Analysis ..........................................—....-~.......l4 SiteAccess .............................................................................................................................................. ]4 TurnLanes ........... .................................................................................................................................. )4 InternalCirculation ................................................................................................................................. 6 DISCUSSIONS................................................. .................................................. ...... ............................... 7 RoadwayImprovements .~.~.~~..~~.~~~~.........~~~~~~.~~~—..--.—.—...—l7 Required Due to Existing Traffic Conditions ..................................................................................... 7 Required Due ioBackground ItuffiuConditions ............................................................................... 7 Required Due to Total Traffic Conditions .......................................................................................... 17 Preservation of ^—.—~-------.^—..^...~~—.....................]7 On-site Traffic ............................................................................. .......................................................... l7 CONCLUSIONS.................................. ...................................................................................................... 7 Traffic Impact Study Thompson Engineers „ „, ^ridian. Idaho Tra c' and Civil�- List of Figures Figure1 Project Location.................................................................................................................3 Figure 2 Preliminary Site Plan.........................................................................................................4 Figure 3A, Existing AM Peak Hour Conditions..............................................................................6 Figure 313, Existing PM Peak Hour Conditions...............................................................................6 Table1 — Daily Traffic Counts.........................................................................................................7 Figure 4A, Background 2020 AM Peak Hour Conditions...............................................................8 Figure 4B, Background 2020 PM Peak Hour Conditions................................................................8 Tables 2A - 2C Daily Trip Generation Calculation..........................................................................9 Figure 5 Site Traffic Distribution...................................................................................................10 Figure 6A Site Traffic, AM Peak Hour..........................................................................................11 Figure 6B Site Traffic, PM Peak Hour...........................................................................................11 Figure 7A, Total Traffic, 2020, AM Peak Hour.............................................................................12 Figure 7B, Total Traffic, 2020, PM Peak Hour..............................................................................12 Table 3A and 3B —Peak Hour Intersection Analysis Summary....................................................13 Table 4 — Roadway Segment Analysis...........................................................................................14 Figure 8 — ACED Right Turn Lane Analysis for Two Lane Road...............................................15 Figure 9 —ACRD Left Turn Lane Analysis Two Lane Road, 45 mph..........................................15 Figure 10 — Internal Road Volumes...............................................................................................16 List of Tables Table1 — Daily Traffic Counts.........................................................................................................7 Tables 2A - 2C Daily Trip Generation Calculation..........................................................................9 Table 3A and 3B — Peak Hour Intersection Analysis Summary....................................................13 Table 4 — Roadway Segment Analysis...........................................................................................14 _Thompson Engineers Datflc Impact Stud, Southem Pffghlands Subdivision, Meridian, Idaho Trarfic and CNi! Inc. 'Li'Aj_!! N f lf� rt?Y1S"& is%%7f1 as U li WN AThompson Engineers, hie. has been retained to prepare a traffic impact study for the proposed Southern Highlands Subdivision in Meridian, Idaho, approximately as shown in Figure 1. The purpose of this study is to evaluate the potential traffic impacts resulting from the project and make recommendations for mitigation of the impacts. The study is prepared in accordance with the requirements of the Ada County Highway District. a .Jr The project is a residential development including approximately 160 Single Family dwellings. The site is expected to access the transportation system via Eagle Road via Taconic Drive. & kfdy Area The area of influence is anticipated to be southwest Ada County, Idaho, including the City of Meridian. The primary impacts will be along Eagle Road, with secondary impacts along Amity Road. The study area will include the intersections of Eagle Road and Taconic Drive, and Eagle Road and Amity Road. Fla I,f Ynrb'fry «` The intersections and roadways will operate at acceptable levels of service in the build out year with the addition of site generated traffic. The results of the capacity anlaysis is sumarized in the following tables: Table 3A - LOS Summary AM Peak Hour Conditions 2013 Background 2020 Off Site Site Existin Background Total Eagle Road Dela slv v/cI LOS Dela s/v vlc LOS Delay sly v/c I LOS Eagle and Amity Eagle and Taconic West Entrance East Entrance 10.2 11.6 0.06 B B 11.8 12.3 0.08 B B 15.6 14.3 8.5 8.8 0.27 0.00 0.00 C B A A Table 3B - LOS Summary PM Peak Hour Conditions 2011 2020 Existing Back round Total Dela s/v v/c LOS Dela s/v v/c LOS Dela s/v v/c LOS Eagle and Amity Eagle and Taconic West Entrance East Entrance 11.8 10.6 0.17 B B 16.2 11.1 0.21 C 21.9 B 13.9 8.6 9.0 0.21 0.00 0.00 C B A A Roadway Existing Background Lanes Off Site Site Total LO Eagle Road 345 480 2 0 70 550 D Taconic Dr 1 34 1 40 1 3 10 90 140 Better than D C.IUsersWanlDocnmentslTEAprojectsll3-11 BlackrockldocsWlackrockTlSdoc Page 1 of 18 Thompson Engineers T at€ic Impact .Study ? 9 Southern ffightarids Subdivision, IlWerkfian, Idaho Traffic and Civi! � Inc. Below are the findings of this report: i Based on the trip generation methods recommended in the Trip Generation Manual, the site will generate 1523 trips per day of which 120 trips will occur during the AM peak hour and 160 trips will occur during the PM peak hour. The site will access the transportation system via Taconic Drive, an existing residential collector road The intersection of Amity Road and Eagle Road will operate at acceptable levels of service under background and total traffic conditions in build out year. The critical peak hour is in the PM peak hour. i The intersection of Eagle Road and Taconic Drive will operate at acceptable levels of service under background and total traffic conditions in the build out year. The critical peak hour is in the PM peak hour. The site will be accessed by two approaches on Taconic Drive. Both of these access points are anticipated to operate at acceptable levels of service in the build out year. The proposed site plan provides good internal circulation. All roadways with S•ont on housing are anticipated to have less than 1000 vehicles per day. C:IUsers0anlDocamentsITEllprojectsll3-11 BlackrockldocsWackrockTlSdoc Page 2 of 18 Traffic impact Study Thompson Engineers Southern Highlands Subdivision. Meridian, Idaho Traffic and Civil Ok Inc. N� Thompson Engineers, Inc. has been retained to prepare a traffic impact ��t',_ ���i study for the proposed Southern Highlands Subdivision in Meridian Idaho, approximately as shown in Figure 1. The purpose of this study is to evaluate the potential traffic impacts resulting from the project and make recommendations for mitigation of the impacts. In particular, the scope of the study includes the following: Trip Generation of the proposed development ff Trip distribution and traffic assignment of the site generated traffic °" The capacity of the transportation system to support the development. R Intersection treatment of the site access points. Figure 1 Project Location C:IUserslDanlDocinnentslTEPpi�ojects113-11 BlackrockldocsWackrockTIS. doe Page 3 of 18 Traffic Impact Study ThompsonEngineers Southern Highlands ,Subdivision,. Meridian, Idaho 7ralricntl aCivil Inc. The project is residential development including approximately 160 °kid $fir single family dwelling units and a community park. The final site u plan was not finalized at the time of this report. A preliminary site V �� ' Ii f s 'Ifj �` il T plan is shown in Figure 2. The site is expected to access the transportation system via Eagle Road. The main access is proposed off of Taconic Drive, with future access to Amity Road through future subdivisions. Figure 2 Preliminary Site Plan 15 b, er �[ Y E. C, - I UserslDanlDocumentslTEPlprojectsll3-11 BlackrockldocsWackrockTlSdoc Page 4 of 18 Thompson Engineers Traffic, ftnpact Study vutf?err? HighTar ds Subdivision, 1 Meridian, fef sfhc 7re/fic antl Clvll — — lac. 7 A AA p 7 7j, i h4 The area of influence is anticipated to be Ada County, Idaho, '* including the City of Meridian. The primary impacts will be along Eagle Road, with secondary impacts along Amity Road. The study area will include the intersections of Eagle Road and Taconic Drive, and Eagle Road and Amity Road. L a r! I The site is within the Meridian area of impact and is currently vacant. Existing zoning and land uses are for rural transition. A zoning change is proposed to allow for higher density housing. -Jut fear The Build out Year for this project is assumed to be 2020 to correspond with COMPASS data. The actual build out of the site will depend on market conditions and project implementation. 2030 was selected as the horizon year, in accordance with the requirements of the Ada County Highway District. Til r,U3ti Y,")4Y,n(,-r 711!7) 7 ' AM and PM Traffic counts were obtained at the intersections in the study area the week of October 1, 2013. Existing AM Peak Hour traffic volumes are shown in Figure 3A. Existing PM Peak Hour traffic volumes are shown in Figure 3B. 1' 9#)ad :�, 4e Eagle Road is classified as a principal arterial road by COMPASS. In the vicinity of this project, it has two through lanes in each direction and two foot wide. Lanes are approximately 12 feet wide. It does not have curb and gutter on either side of the roadway. There are multiple driveways on both sides of the highway. It has a posted speed of 45 MPH in front of the project. Taconic Drive is classified as a residential collector by COMPASS. In the vicinity of this project, it has two through lanes in each direction and a separated pedestrian pathway on the Southside. It does not have curb and gutter. It has a posted speed of 25 MPH. C.IUsers0anlDocnmentslTEhprojects113-11 Blaclo-ockldocsWackrock TlSdoc Page 5 of 18 study Thompson Engineers hoTra/fic and Civil ._, Inc. Figure 3A, Existing AM Peak Hour Conditions 6 86 81 190 7 n�43 2 85 214 (� 18 III 8 318 12 Figure 3i3, Existing PM Peak Hour Conditions I � U6�iR�ii Ids r]l li , Mel� tlfa�iF hIAIe I rF r I, - _� J'33 ,296 US l 49 c 129 122 LJ 13 164 6 23 298 �g 6 181yg �v C.-IUsers0anlDocutnentslTE/Iprojectsll3-11 BlaclwockldocsWlackrockTlSdoc Page 6 of 18 Traffic Impact Study Thompson Engineers_ Southern highlands Subdivision, Meridian. Idaho Trak and Civil Sys re,w li-av!�"9f/43V; ,nment The ACED 5 year plan identifies a major improvement on Eagle Road between Victory and Amity Roads. This project will widen Eagle Road to five lanes. This project will not alter traffic patterns. ,0v Tr fffr Daily traffic courts were obtained by L2 Data Collection the week of October 1, 2013. The results are shown in Table 1. Copies of the count reports are included in the appendix. Tables 1 — Daily Traffic Counts Roadway Segment Location Count Date Eagle Road S. of Amity 5500 October 3, 2013 Taconic Dr W. of Eagle 552 October 3, 2013 ack!,i nFi93d Trxi kr F Future traffic is obtained by expanding the existing traffic volumes by a growth factor. Growth rates in Ada County have been very low, or even negative for the past five years. A growth factor of 2% per year is used. Background AM Peak Hour traffic for build out year is shown in Figure 4A. Background PM Peak Hour traffic for the build out year is shown in Figure 4B. Horizon year traffic projections should be viewed with caution. Due to the effects of a compounding growth rate over time, even low growth rates can have significant impacts. Review of horizon year analysis should be limited to future right-of-way preservation, and additional planning issues. Off Site Traffic The existing Blackrock subdivision is partially built out. At the time of this report, 10 lots were vacant and 10 were under construction. Traffic from these lots is added to the background traffic on Taconic Road. There is a proposed subdivision between this project and Amity Road. Traffic from that subdivision will not add to the traffic of this study. If anything, when the future subdivision is constructed, it will subtract traffic from the study traffic. There is also 44.6 acres north of Taconic Drive and 53.7 acres south of Taconic Drive that will be developed in the near future. These developments will be subject to traffic studies of their own, but we will review total traffic on Taconic Drive including potential traffic from these sites. C.IUserslDan0ocumentslTEPprojectsV3-11 BlackrockldocsWlackrockTlSdoc Page 7 of 18 Traef c Impact Study Thompson Engineers Age ztcherrt Highlands Subdivision, , fUlerldrarr, Idaho Trek—and Civil Inc. Figure 4A, Background 2020 AM Peak Hour Conditions it E D9��'Mn'��rlr I1 it '1` IC IIII 1[ C aid' ���Ij) = --� C t -L i) I� 'l 11 ` t�—�� �li iL 11 � 1L 18 ,i 38 93 218 2 53 �n 242 LJ N 21 C:�, 6 365 14 i it 15 114 34� � 8 397 Figure 4B, Background 2020 PM Peak Hour Conditions )) �� DeMI_l�� Me�Jdiuri� I[ 1 �rE FiB&7L 153 'I340 170 'I a 3 48 25 ) 15 188 7 i 26 342 26 16 Dr 13 11 7 196 rLr.- W =F C.IUserslDan0ocamentslTEhprojectsll3-11 BlackrockldocA lackrockTlSdoc Page 8 of 18 ?Iafflc Impact Study Thompson Engineers_ Southern Highlands Subdivisior, Meridian, Idaho Tra>fic antl Civil Inc. T 1"3 4 e1 ,ie f`affon Site trip generation is estimated using the procedures recommended in the latest edition of the Trip Generation Manual (9'h edition), published by the Institute of Transportation Engineers, in the absence of site-specific data. The site trip generation is obtained by applying the trips generation rates obtained from the Manual for each category of land use within the development. Table 2 shows the trip generation of the site. Pass by rates are estimated from data published by the Institute of Transportation Engineers. Tables 2A - 2C Daily Trip Generation Calculation Table 2A - Summary of Trip Generation Average Weekday Driveway Volumes ITE Land Use No. Units 24 hr 2-WEEPass By otalCode Capture Enter Exit Rale Total Rate Num Exit 210 Single Family 160 DU 9.52 1523 0% 0 Aate 523 RatINum DwellingsTotal Code DU Total cTotal 0.37 Single Family 0% 1523523 0% 0 Table 2B - Summary of Trip Generation Average Weekday PM Peak Hour Driveway Volumes ITE Land Use No. Units Enter Pass By Capture Enter Exit Pass B Capture Exit Num Rate Total Num Code Rate Num Rata Total Rate Num RatINum Total Code DU Total cTotal 0.37 Single Family 0% 0 0% 0 fNum 160 Dwellings 210 160 DU 0a 30 Total 0% 0 30 0.56 90 0% 0 0 90 -120: Dwellings Total 30 0 30 90 0 g0 120 Table 2C - Summary of Trip Generation Average Weekday AM Peak Hour Driveway Volumes ITE Lend Use No. Units Enter Pass By Capture Enter Exit Pass By Capture Exit Rate Total Rate Num Rate Num Code Rate Total Rate Num Rate Num Total Total Total 210 Single Family 160 DU 0.63 101 0% 0 0% 0 101 0.37 59 0% 0 0% 0 59 160 Dwellings Total 101 0 101 59 0 59 160 C.-(UserslDanlDocnntentslTEllprojectsll3-11 BlackrockldocABlaclwockTlSdoc Page 9 of 18 T raffrr, l,rtpact Study _Thompson Engineers Southern Highlands Subdivision, Meridian, Idaho Fn;iand Civfl Inc. Tri i,rlrl 3v' d _Hn In order to determine impacts, the trips generated by the site must be distributed to destinations throughout Ada County and assigned to the transportation system. Based on current travel patterns, the modal split is negligible, so all trips are assigned to vehicles, and the vehicles are assigned to the roadway system. The distribution for this development is based on information obtained from COMPASS and current travel patterns. The site traffic distribution for the development is shown in Figure 5. Site Traffic Site traffic is distributed at each intersection in accordance with this distribution and assignment. Figure 6A shows the distribution of site generated traffic for AM peak hour traffic condition. Figure 6B shows the distribution of site generated traffic for PM peak hour conditions. I ordi a''C The site traffic is then added to the background traffic as determined above. Figure 7A shows the total traffic at each intersection for AM peak hour conditions. Figure 7B shows the total traffic at each intersection for PM peak hour traffic conditions for the build out year of 2011. Fiqure 5 Site Traffic Distribution E , Bott-to ----- T r 1. C:IUsers0anWocatttentslTEBprojectsU3-11 BlackrockldocsWlacla•ock TLSdoc Page 10 of 18 Traffic Impact .Study ThompsonEngineers outhem Highlands Subdivision, Meridian, Idaho Traii and Civtl Inc. Figure 6A Site Traffic. AM Peak Hour 20 0� 0 ��b e I' r �:- A 5 55 10 > �L 25MA El Tib :X anio or 20 �;� IJr a 5 0 r� 0 20 0 70 [[ 1II !D 0 S 0 25 Figure 6B Site Traffic. PM Peak Hour L X11 �� « �) (� �� __ _li � �1 i !! 0 60 0 0 1 5 c: 3 06 10 =1 t �t IlliJ'H-1U 111�I1= - �I, L-1 rv>a J 48 ni 4� F Tabnnflip d 12 20 0 0 10 0 44 I� 0 '� 25 0 75 0 0 10 25 C:IUsers0anlDocumentslTEPprojects113-11 BlaekroekldocslBlaekrock Tl3doe Page I I of 18 Thompson Engineers r Traffic Impact Study Southern Highlands Subdivision, ttheridian, Idaho Trarflc and Civil _ Inc. Fiaure 7A, Total Traffic, 2020, AM Peak Hour di `\ X18 I` 118 S3 } 216 Ali � � 11 m�164 77 242 ' 29 94 428 24 Il.�l �I }J isr I 48 1114 Z TF 1Qd rely h k aconic or._- _ 26 I 13 397 0 b6 0 X25 109 L a 23 129 28 Fiaure 713, Total Traffic, 2020, PM Peak Hour tS 1U 89 33 400 170 a \,� 116 jD a��z01 30 � 18 224 17 106 342 14 E 2D� 27 196 C:IUsers0an0ocumentsITEIlprojectsU3-11 BiackrockldocsWackrockTlSdoc Page 12 of 18 49 \0 99 a"8 C:IUsers0an0ocumentsITEIlprojectsU3-11 BiackrockldocsWackrockTlSdoc Page 12 of 18 Traffic impact Study ThompsonEngineers Southern Highlands Subdivision, " rldian, Idaho Trac end Civil _ Inc. � § ill /„ tri§�.:wv a. l& 4uease`+.a3s"�.*za &'JF. v'e i444 ">d § 9tl L, TP'AR �i lc Capacity analysis was performed using the Highway Capacity Software (HCS2010), based on the 2010 edition of the Highway Capacity Manual. Level of service for both stop controlled intersections and roundabout controlled intersections are based on the average delay of vehicles traveling through the intersection. For stop -controlled intersections, the average delay incurred by the minor movements is used to determine the level of service. Copies of the calculations are included in the appendix of this report, Both AM and PM peak hour volumes are analyzed in the report. Table 3A shows the AM peak hour intersection, Table 3B shows the PM peak intersection analysis, Table 3A and 3B - Peak Hour Intersection Analysis Summary Table 3A - LOS Summary 2013 2020 AM Peak Hour Conditions Existing Background Total v/c Delay sly v/c I LOS Delay sty v/c LOS Dela s/v v/c LOS Eagle and Amity 10.2 B 11.8 9.3 B 15.6 B C Eastbound 7.9 0.37 A 9.2 0.4 B 9.6 0.45 A Westbound 12.8 0.51 B 17.2 0.6 C 20.4 0.68 C Northbound 12.0 0.50 B 15.8 0.6 C 20.6 0.72 C Southbound 5.9 0.21 A 6.4 0.3 A 6.8 0.27 A Eagle and Taconic 11.6 0.06 B 12.3 0.08 B 14.3 0.27 B West Entrance 8.5 0.00 A East Entrance 8.8 0.00 A Table 3B - LOS Summary 2011 2020 PM Peak Hour Conditions Existing Background Total Delay sty v/c LOS Dela s/v v/c LOS Delay s/v v/c I LOS Eagle and Amity 11.8 B 16.2 C 21.9 C Eastbound 9.3 0.32 A 11.2 0.39 B 12.9 0.43 B Westbound 8.1 0.35 A 9.4 0.42 A 10.4 0.45 B Northbound 7.4 0.25 A 8.5 0.31 A 9.7 0.38 A Southbound 15.8 0.69 C 23.7 0.82 C 34.6 0.91 D Eagle and Taconic 10.6 0.17 B 11.1 0.21 B 13.9 0.21 B West Entrance 8.6 0.00 A East Entrance 9.0 0.00 A C.IUsers0anlDocnrnentslTEPpi-ojects113-/1 BlackrockldocsWlackrock TLS.doc Page 13 of 18 Traffic Impact Study Thompson Engineers , Southern r/ighfarrds Subdivision, Meridian, Idaho Trafftc antl Civil , .��._...Inc. e All of the intersections under study are anticipated to function at an acceptable LOS through total AM and total PM peak hour traffic conditions in the build out year of 2020 The southbound approach on the Eagle/Amity roundabout will operate at LOS D. B aa.,r €%�e�'ivry ts�J a adiexx� �n& Roadway segments are analyzed under horizon year peak hour traffic in accordance with Table 2 of the ACHD Development Policy Manual. The results are shown in Table 4. Table 4 — Roadway Segment Analysis Roadway Existing ackground Lanes Off Site I Total LOS Eagle Road 1 345 480 2 0 1 70 1 550 1 D Taconic Dr 1 34 1 40 1 3 1 10 1 90 1 140 Better than D All roadway segments are expected to operate at LOS D or better. Taconic Drive will serve as the primary access roadway for the future 44.6 acres north of Taconic Drive and the 53.7 acres south of Taconic Drive. There are no plans for developing these parcels at this time, but if they are developed at a density of 4 units per acre, an additional 3,750 trips will be added to the roadway. With the existing 550 trips and the anticipated 1525 from this site, the total volume will be about 5,800 trips per day. However, additional access will be provided to Amity, which will provide relief to Taconic. If we assume 10% of the peak hour traffic will occur during the peak hour, and the directional split is 70%, there will be about 400 trips in the peak direction during the peak hour. This is below the LOS D threshold. The developer is proposing two access points on to Taconic Drive. Most of the traffic will use the easterly access points. Both access points will operate at an acceptable level of service. A right turn lane is warranted for southbound Eagle Rd at Taconic Dr during the PM peak hour based on the ACHD turn lane requirements. Analysis is shown in Figure 8 A left turn lane is not warranted for Eagle Road. Analysis is shown in Figure 9. Ca UsersWanlDoeamentslTEllprofeetsll3-11 BlackrockUacsWlaekrock TlSdoc Page 14 of 18 Traffic Ingpact Study Thompson Engineers Southern Highlands Subdivision, Meridian, Idaho TraTBc and Civil Inc. Figure 8 — ACHD Right Turn Lane Analysis for Two Lane Road 14' tze !C9 L mo ;go 4m acrs Goo 71:0 800 cog loco Ilea IM Major -Road Volume (one direofton), vahlh Figure 9 — ACHD Left Turn Lane Analysis Two Lane Road. 45 mph ";1 -him 3]C 721 GC[ Bic N a i lac 0C I V .ajor-Roa nlaeed 4L? mph l30 kmeh) 46 nigh 'PM 0 kmJh PM 12%; No Lel Turn Lane L_ 1 Add Right -Tu i �yy t Lane 50 nil •h (80 kn (h) S'a ntp 50 ka,1 ) _ 60 moh rico m�h; L mo ;go 4m acrs Goo 71:0 800 cog loco Ilea IM Major -Road Volume (one direofton), vahlh Figure 9 — ACHD Left Turn Lane Analysis Two Lane Road. 45 mph ";1 -him 3]C 721 GC[ Bic N a i lac 0C ICa 2:C NO 4CO 503 G]C TG Advancing Volume (V._I. YAM C.IUsersWanWomlmentslTEllprojectsV3-11 BlackrockldocsIBlackrockTlSdoc Page 15 of 18 L-- rid LeR-Tum Lane PM 12%; No Lel Turn Lane L_ 1 i �yy t ICa 2:C NO 4CO 503 G]C TG Advancing Volume (V._I. YAM C.IUsersWanWomlmentslTEllprojectsV3-11 BlackrockldocsIBlackrockTlSdoc Page 15 of 18 Thompson Engineers Traffic Impact Study Southern Highlands Sukdivisbn, Meridian, Idaho TraRICan CNH. Inc. - Anticipated daily traffic volumes are shown in Figure 10. Traffic on all of the local roads should not exceed 1,000 vpd. Figure 10 — Internal Road Volumes C:IUserslDanlDocantentslTE11projects113-I1 BlackrockldocslBlackrock TlSdoc Page 16 of 18 Traffic Impact Study ThompsonEngineers Southern Highlands Subdivision, Meridian, Idaho Traffic and Civil'44Inc. LO U Required flue to Existing Traffic Conditions All intersections and roadways function at an acceptable level of service under existing traffic conditions. No improvements are required. Required Due to Background Traffic Conditions All of the intersections and roadways function at an acceptable level of service under background traffic conditions. No improvements are required. Required flue to Total Traffic Conditions Under total AM and total PM peak hour traffic conditions in the build out year of 2017, all intersections under study will continue to operate at an acceptable level of service without capacity improvements. Hoirizon year traffic analysis should be reviewed for preservation of right-of-way. Additional ROW should not be required along Eagle Road or Taconic Drive due to traffic generated from this site. The internal roadway system of will allow good site circulation and all local roads will operate below 1,000 vpd. This study identifies transportation impacts associated with the C U EL, �1'L; t', 0 proposed Southern Highlands Subdivision in Meridian, Idaho. The development is a mixed use development. Below are the findings of this report: Based on the trip generation methods recommended in the Trip Generation Manual, the site will generate 1523 trips per day of which 120 trips will occur during the AM peak hour and 160 trips will occur during the PM peak hour. OF The site will access the transportation system via Taconic Drive, an existing residential collector road The intersection of Amity Road and Eagle Road will operate at acceptable levels of service under background and total traffic conditions in build out year. The critical peak hour is in the PM peak hour. C:IUsersWanlDocanienisITEllprojectsi13-11 BlacloockldoesOaclo•ockTlSdoe Page 17 of 18 ThompsonEngineers Traffic Impact Study irefl4c antl C1v71 4k, Inc. Southern Highlands Subdivision, Meridian, Idaho K The intersection of Eagle Road and Taconic Drive will operate at acceptable levels of service under background and total traffic conditions in the build out year. The critical peak hour is in the PM peak hour. The site will be accessed by two approaches on Taconic Drive. Both of these access points are anticipated to operate at acceptable levels of service in the build out year. OF The proposed site plan provides good internal. All roadways with front on housing are anticipated to have less than 1000 vehicles per day. C.kUsers0anlDocnnentslTEPprojectsU3-11 BlackrockkdocsOlackrock TlSdoc Page 18 of 18 Traffic impact Study Thompson Engineers Southern H- ghlands Subdivision, Meridian, Idaho Traffic and Civil Inc. The following summarizes the results of the area of influence model run for proposed development consisting of 158 single-family units in TAZ 1145. This proposal is located west of State Highway 55 and north of Hill Road with an estimated build out by 2018. See Figure 1 for location. Table 1 summarizes the existing demographics for TAZ 1145 as well as the demographics used for the area of influence model run. A small portion of this proposed development lies within TAZ 1146 however, for modeling purposes the entire development was included in TAZ 1145. The area of influence results are shown in figures 2 through 4. I _ _ Q, Table 1 summarizes the existing demographics for TAZ 1145 as well as the demographics used for the area of influence model run. A small portion of this proposed development lies within TAZ 1146 however, for modeling purposes the entire development was included in TAZ 1145. The area of influence results are shown in figures 2 through 4. I _ _ Table 1 summarizes the existing demographics for TAZ 1145 as well as the demographics used for the area of influence model run. A small portion of this proposed development lies within TAZ 1146 however, for modeling purposes the entire development was included in TAZ 1145. The area of influence results are shown in figures 2 through 4. 1' n I i3 .��.All .'d d,� 4 i r i 1 i I e i In Il I l' i �I[J _ ago Rd � Y111fl PPIBv1 31ovv Id it i 1 + � C 1 Y I I in � JOE oe =0 12111 E (ttt > _�.<.. :mo ia: , C I i ' y IV I Ij i 61� 1 -I: 1 dxs act I 1 IUPo 3 '4a IE°] KI 11 1'A.ifiW � T L ' I t I'1 m�Fl lsnrv» ulpLlYi 11' l lnc st V u- Fd lrty lll'I 1 - E i Ito- (11 ; f 2i !� 'n]A —__ — I I �LL- -._ CFI 142T .01 _ �_ • ., -- — ' i SH 09 i.. G(115 IIHS j I f i r s 0 0 0 o O o 0 0 0 U 4 ®4 4 9 al of0 NMI 0 2 0 o� o 0 0 a �0 �? o C7 (0 a LU o U O ® n U p w W 0. N d D coo d e U toC CM r O � a Lia a n co �¢o 000 0. a reNN000 0Q w�l fi >EE -) 0 0 w 0 o � r o n 0 n ® IX 6� %d 0 0 0 o O o 0 0 0 U 4 ®4 4 9 al of0 NMI 0 2 0 0 o� o a a �0 �? C7 (0 a LU o U O �z T U p w W N N b D coo d e U toC CM r O � a Lia a n co �¢o 000 0 o� o a a �0 �? C7 (0 LU L Ll CU �z , U U w W N N b D coo d e If O r O < Lia N ww��r co �¢o 000 0 o� o o a �0 �? 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(�✓ O r C1 CY O �UJ m LO N O o N N® QO � I�----------- ti D 0 b I® Cg M LD M M V cD N N I p' 47 o M V^t [F to IOD I— o o o o r N M N f7 I � i_ki C ml 7 IT M V N fO N Ol m N 0 M M rP N M 6L° � ®I co cq N r N O r oaa��aaa ®�olnolD ou'�n r M tel' O r M d' O C d' Ir It/ 0 u1 u7 CD 0 � 1 � I (i o u7 OBD OlDON ' 66i 66 Q (V I.() W O m imp MOM M �i.JMM V n TR El :biio 0ono � I t ono 0 0 h W -3 O O O o 0 �<rinLF) vw hZ 0N<D m 0 NN N N N U) d o o b o b { r r M (D M D m o 0 0 0 0 LU r r ® 0 0 0 0 0 0 aaaaa- Gjo a o lD o if] ItJ N t0 fD 0 ui LU m a Y �LLdd2n. (�✓ O r C1 CY O Study 4f: THOM0032 www.L2DataCollection.com TACONIC WEST OF EAGLE RD VOL Count Volume t Direction Idaho (208) 860-7554 Utah (801) 413-2993 Date Start: 02 -Oct -13 Tech: Judd Date End: 03 -Oct -13 Type: Vehicle Volume Taconic east of Eagle Road Nampa, Idaho Start 03 -Oct -13 _ Time Thu WB EB Total 12:00 AM 0 0 0 12:15 0 0 0 12:30 0 0 0 12:45 0 0 0 01:00 0 0 0 01:15 0 0 0 01:30 0 0 0 01:45 0 0 0 02:00 0 0 0 02:15 0 0 0 02:30 1 1 2 02:45 0 0 0 03:00 0 0 0 03:15 0 0 0 03:30 0 0 0 03:45 0 0 0 04:00 0 0 0 04:15 0 0 0 04:30 0 0 0 04:45 0 0 0 05:00 0 0 0 05:15 0 0 0 05:30 0 0 0 05:45 2 2 4 05:00 0 1 1 06:15 0 4 4 06:30 0 2 2 06:45 3 2 5 07:00 4 5 9 07:15 6 2 8 07:30 6 9 15 07:45 7 4 11 08:00 12 3 16 08:15 7 6 12 08:30 a 12 20 06:45 3 0 11 09:00 3 4 7 09:15 7 7 14 09:30 6 8 14 09:45 6 7 13 10:00 5 2 7 10:15 6 3 9 10:30 4 6 10 10:45 3 0 3 11:00 4 2 6 11:15 5 5 10 11:30 4 7 11 Total 115 120 235 Peak 07:45 08:30 07:45 Vol. 34 31 58 P.H.F. 0.708 0.646 0.725 Grand Total 282 270 552 Percent 51.1% 48.9% Page 3 Study #: THOM0032 www.L2DataCollection.com EAGLE RD B AMITY AND TACONIC VOL Count Volume/Direction Idaho (208) 860-7554 Utah (801) 413-2993 Date Start: 02 -Oct -13 Tech: Judd Date End: 03 -Oct -13 Type: Vehicle Volume Eagle Road between Amity Rd and Taconic Nampa, Idaho 02 -Oct -13 12:00 PM 38 32 70 12:15 24 49 73 12:30 31 26 57 12:45 32 40 72 01:00 29 25 54 01:15 37 25 62 01:30 31 20 51 01:45 24 31 55 02:00 31 30 61 02:15 22 27 49 02:30 39 24 63 02:45 33 25 58 03:00 43 23 66 03:15 64 22 86 03:30 49 44 93 03:45 52 34 86 04:00 47 42 89 04:15 55 48 103 04:30 59 26 85 04:45 59 33 92 05:00 77 40 117 05:15 84 47 131 05:30 85 59 144 05:45 77 40 117 06:00 59 29 88 06:15 86 26 112` 06:30 77 51 128 06:45 62 41 103 07:00 59 41 100 07:15 46 39 85 07:30 45 22 67 07:45 40 20 60 08:00 37 26 63 08:15 47 23 70 08:30 38 32 70 08:45 39 11 50 09:00 46 8 54 09:15 30 14 44 09:30 18 6 24 09:45 27 6 33 10:00 28 5 33 10:15 21 8 29 10:30 16 3 19 10:45 16 4 20 11:00 5 4 9 11:15 12 4 16 11:30 4 3 7 11:45 9 2 11 Total 1989 1240 3229 Peak 17:00 17:00 17:00 Vol. 323 186 509 P.H.F. 0.950 0.788 0.884 Page 2 Study #: THOM0032 www.L2DataCollection.com EAGLE RD B AMITY AND TACONIC VOL Count: Volume / Direction Idaho (208) 860-7554 Utah (801) 413-2993 Date Start: 02 -Oct -13 Tech: Judd Date End: 03 -Oct -13 Type: Vehicle Volume Eagle Road between Amity Rd and Taconic Nampa, Idaho Start 03 -Oct -13 Time Thu 12:00 AM 5 3 8 12:15 6 0 6 12:30 3 1 4 12:45 0 4 4 01:00 0 0 0 0115 4 3 7 01:30 3 0 3 01:45 6 2 8 02:00 1 0 1 02:15 2 0 2 02:30 4 2 6 02:45 0 1 1 03:00 1 0 1 03:15 0 1 03:30 0 0 0 03:45 0 2 2 04:00 2 0 2 04:15 0 1 1 04:30 0 5 5 04:45 0 3 3 05:00 0 4 4 05:15 2 8 10 05:30 4 9 '13 05:45 3 21 - 24 06:00 2 16 18 06:15 2 26 28 06:30 4 42 46 06:45 15 56 71 07:00 22 58 80 07:15 23 118 141 07:30 38 93 131 07:45 37 75 113 08:00 31 54 86 08:15 21 53 74 08:30 26 55 81 08:45 26 71 97 09:00 20 31 51 09:15 38 43 81 09:30 24 45 69 09:45 22 47 69 10:00 23 22 45 10:15 24 27 51 10:30 29 27 56 10:45 29 31 60 11:00 35 21 56 11:15 37 27 64 11:30 35 34 69 11:45 31 38 69 Total 640 1181 1821 Percent 35.1% 64.9% Peak 11:00 07:00 07:15 Vol. 138 345 470 P.H.P. 0.932 0.731 0.833 Grand Total 2629 2421 5050 Percent 52.1% 47.9% Page 3 Study #: THOM0032 www.L2DataCollection.com Count: Volume / Direction Idaho (208) 860-7554 Utah (801) 413-2993 Tech:Judd Type: Vehicle Volume TACONIC WEST OF EAGLE RD VOL Date Start: 02 -Oct -13 Date End: 03 -Oct -13 Taconic east of Eagle Road Nampa, Idaho Start 02 -Oct -13 Time Wed WB EB Total 12:00 AM 12:15 12:30 12:45 01:00 01:15 " 01:30 01:45 02:00 02:15 - 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 " 08:00 08:15 08:30 08:45 * " 09:00 09:15 09:30 09:45 10:00 10:15 * " 10:30 - 10:45 11:00 11:15 11:30 11:45 Total 0 0 0 Percent 0.0% 0.0% Peak Vol. P.H.F. Page 1 WHIMPTERMWIM Study M THOM0032 www.1 2 DataCollaction.com TACONIC WEST OF EAGLE RD V'01, Count Volume 7 Direction Idaho (208) 860-7554 Utah (801) 413-2993 Date Start: 02 -Oct -13 Tech: Judd Date End: 03 -Oct -13 Type: Vehide Volume Taconic east of Eagle Road Nampa, Idaho Total 12:00 PM 4 7 11 12:15 1 6 7 12:30 8 3 11 12:45 0 2 2 01:00 4 4 8 01:15 7 2 9 01:30 6 2 8 01:45 3 6 9 02:00 6 3 9 02:15 5 1 6 02:30 3 8 11 02145 4 4 8 03:00 6 5 11 03:15 7 6 13 03:30 2 2 4 03:45 2 4 6 04:00 6 6 12 04:15 6 5 11 04:30 5 4 9 04:45 6 3 9 05:00 5 4 9 05:15 7 10 17 05:30 5 4 9 05:45 6 11 17 06:00 5 6 11 06:15 7 8 15 06:30 5 5 10 06:45 2 1 3 07:00 4 2 6 07:15 3 4 7 07:30 6 2 8 07:45 2 1 3 08:00 2 2 4 08:15 1 0 1 08:30 0 1 1 08:45 5 0 5 09:00 1 2 3 09:15 0 0 0 09:30 1 1 2 09:45 2 0 2 10:00 2 0 2 10:15 2 0 2 10:30 0 0 0 10:45 1 0 1 11:00 1 2 3 11:15 1 0 1 11:30 0 1 1 11:45 0 0 0 Total 167 150 317 Peak 16:00 17:15 17:15 Vol. 23 31 54 P.H.F. 0.821 0.705 0.794 Page 2 Formatted Report Page 1 of 1 Copyright© 2012 University of Florida, All Rights Reserved HCS 2010 6.41 Roundabouts Generated: 10/10/2013 2:14 PM file:///C:[Users/Dall/AppData/Local/Temp/u2k7D9C.tmp 10/10/2013 ROUNDABOUT REPORT General Information Site Information Analyst D. Thompson Agency or Co. Thomson Engineers Date Performed 10/9/2013 Time Period PM Pleak Hour Peak Hour Factor 0.92 Intersection Eagle and Amity EM1Street Name Amity NIS Street Name Eagle Analysis Year 2020 Total Project ID Blackrock Subdivision Project Description: Volume Adjustment and Site Characteristics EB UVB NB SB L T R U L T R U L T R U L T R U Number of Lanes (N) 0 1 0 0 1 0 0 1 0 0 1 0 Lane Assignment LTR LTR LTR LTR Conflicting Lanes 1 1 1 1 Volume (V),vehih 56148 30 0 18 201 118 0 18 224 17 0 170 400 753 0 Heavy Veh. Adj. (fHV), % I 1 1 1 1 1 1 1 1 1 1 1 7 1 1 T 1 1 1 7 1 1 Pedestrians Crossing 0 0 0 0 Critical and Follow -Up Headway Adjustment EB WB NB SB Left I Right Bypass Left Right Bypass Left I Right Bypass Left 11Right Bypass Critical Headway (seo) 5-192915.192915.1929 5.1929 5.1929 5.1929 5.1929 5.1929 5.1929 5.1929 5.1929 5.1929 Follow -Up Headway (sec) 3.1858 13.1858 3.1858 3.1858 3.1858 3.1858 3.1858 3.1858 13.1856 3.1858 13.1658 3.1858 Flow Computations Left EB Right Bypass WB NB SB Left I Right I Bypass Left I Right Bypass Left I Right Bypass Circulating Flow (Vc), pc/h 646 327 410 261 Exiting Flow (V,,), pclh 368 408 437 492 Entry Flow (Ve), porn 257 370 284 794 Entry Volume veh/h 254 366 281 786 Capacity and v/c Ratios EB WB NB SB Left Right Bypass Left I Right Bypass Left Right Bypass Left Right Bypass apacity (cpcE), pc/h 593 815 749 871 spacity (c), veh/h 587 807 742 863 /c Ratio (X) 0.43 0.45 0.38 0.91 Delay and Level of Service EB WB NB SB Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), siveh 12.9 10.4 9.7 34.6 Lane LOS 8 8 A D Lane 95% Queue 2.2 2.4 1.8 13.0 Approach Delay, s/veh 12.91 10.38 9.68 34.64 Approach LOS, s/veh 8 B A D Intersection Delay, s/veh 21.95 Intersection LOS C Copyright© 2012 University of Florida, All Rights Reserved HCS 2010 6.41 Roundabouts Generated: 10/10/2013 2:14 PM file:///C:[Users/Dall/AppData/Local/Temp/u2k7D9C.tmp 10/10/2013 Formatted Report Page I of 1 Copyright© 2012 University of Florida, All Rights Reserved HCS 201OTM 6.41 Roundabouts Generated: 10110/2013 2:21 PM file -111C. /Users/Dan/AnnData/Local/Tema/u2k7D9C.t1nD 10/10/2013 ROUNDABOUT REPORT General Information Site Information Analyst D. Thompson Agency or Co. Thomson Engineers Date Performed 10/9/2013 Time Period AM Pleak Hour Peak Hour Factor 0.92 Intersection ENV Street Name NIS Street Name Analysis Year Project ID Eagle and Amity Amity Eagle 2020 Background Blackrock Subdivision Project Description: Volume Adjustment and Site Characteristics EB WB NB SB L T R U L T R U L T R U L T R U Number of Lanes (N) 0 1 1 0 0 1 0 0 1 0 0 1 0 Lane Assignment LTR LTR LTR LTR Conflicting Lanes 1 1 'I 1 plume (V), veh/h 98 242 21 0 2 164 218 0 9 365 14 0 93 98 i8 1 0 Heavy Veh. Adj. (fMV), % 1 1 1 1 1 1 1 1 1 1 1 1 1 1 :T:=l 1 1 Pedestrians Crossing 0 0 0 0 Critical and Follow -Up Headway Adjustment EB WB NB SB Left Right Bypass Left I Right JBypass Left I Right JBypms Left Right Bypass Critical Headway (sec) 5.1929 5.1929 15.1929 5.1929 5.1929 5.1929 5.1929 5.1929 5.1929 5.1929 5.1929 5.1929 Follow -Up Headway (sec) 3.1858 3.1858 3.1858 3.1858 13,1858 13.1858 3.1858 3.1858 3.1858 3.1858 3.1858 13.1858 Flow Computations EB WB NB SB Left I Right JBypass Left I Right JBypass Left Right Bypass Left Right Bypass Circulating Flow (Vo), pc/h 212 519 476 192 Exiting Flow (Ve%), pc/h 383 210 748 133 Entry Flow (Ve), pc/h 396 422 426 229 Entry Volume veh/h 392 418 422 227 Capacity and v/c ratios EB WB NB SB Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Capacity (cpcE), pclh 914 673 702 932 Capacity (c), veh/h 905 666 696 923 /c Ratio (X) 0.43 0.63 0.61 0.25 Delay and Level of Service Left EB Right Bypass WB NB Left Right Bypass Left Right Bypass SB Left Right Bypass Lane Control Delay (d), s/veh 9.1 17.2 15.8 6.4 Lane LOS A C C A Lane 95% Queue 2.2 4.4 4.1 1,0 Approach Delay, s/veh 9.15 17.20 15.83 6.39 Approach LOS, s/veh A C C A Intersection Delay, s/veh 12.96 Intersection LOS B Copyright© 2012 University of Florida, All Rights Reserved HCS 201OTM 6.41 Roundabouts Generated: 10110/2013 2:21 PM file -111C. /Users/Dan/AnnData/Local/Tema/u2k7D9C.t1nD 10/10/2013 Formatted Report Page 1 of 1 Copyright© 2012 University of Florida, All Rights Reserved HCS 2010 6.41 Roundabouts Generated: 10/10/2013 2:23 PM file:///C:/Users/Dan/AppData/Local/Temp/u2k7D9C.tmp 10/10/2013 ROUNDABOUTREPORT General Information Site Information Analyst D. Thompson Agency or Co. Thomson Engineers Date Performed 10/9/2013 Time Period AM Plank Hour Peak Hour Factor 0.92 Intersection Eagle and Amity ENV Street Name Amity NIS Street Name Eagle Analysis Year 2020 Total project ID Blackrock Subdivision Project Description: Volume Adjustment and Site Characteristics EB WB NB S6 L T R U L T R U L T R U L T R U Number of Lanes (N) 0 7 0 0 1 0 0 '1 0 0 1 0 Lane Assignment LTR LTR LTR LTR Conflicting Lanes 1 1 1 'I olunte(V), veh/h 98 1 242 21 0 7 164 218 0 14 420 1 24 1 0 93 1 118 1 18 1 0 Heavy Veh. Adj. (f8v), % 1 1 1 1 1 1 1 1 1 1 1 1 1 7 1 1 1 1 1 1 1 1 1 1 1 Pedestrians Crossing 0 0 0 0 Critical and Follow -Up Headway Adjustment Left EB I Right Bypass Left WB Right Bypass NB Left I Right SB Bypass Left I Right Bypass ritical Headway (sec) 5.1929 5.1929 5.1929 5.1929 5.1929 5.7929 59929 5.1929 5.7929 5.1929 5.1929 5.1929 Follow -Up Headway (sec) 3.1858 3.7858 3.1858 3.1858 3.1858 13.1858 3.1858 3.1858 3.1858 3.1858 T3,185BT3.1858 Flow Computations Left EB Right Bypass WB NB SB Left I Right lBypass Left Right Bypass Left Right Bypass irculating Flow (Vd, pcih 240 584 476 203 Exiting Flow (V,,), pc/h 394 215 808 160 Entry Flow (Ve), pc/h 396 427 503 251 Entry Volume vehlh 392 423 498 249 Capacity and v/c Ratios EB WB NB SB Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Capacity (cp,E), pc/h 890 630 702 922 Capacity (c), veh/h 881 624 696 973 Ic Ratio (X) 0.45 0.68 0.72 0.27 Delay and Level of Service EB WB NB SB Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 9.5 20.4 20.7 6.8 Lane LOS A C C A Lane 95% Queue 2.3 5.2 6.1 1.1 Approach Delay, s/veh 9.55 20.41 20.65 6.77 pproach LOS, s/veh A C C A Intersection Delay, s/veh 15.59 Intersection LOS C Copyright© 2012 University of Florida, All Rights Reserved HCS 2010 6.41 Roundabouts Generated: 10/10/2013 2:23 PM file:///C:/Users/Dan/AppData/Local/Temp/u2k7D9C.tmp 10/10/2013 Formatted Report Page I of 1 Copyright© 2012 University of Florida, All Rights Reserved HCS 2010TH' 6.41 Roundabouts Generated: 10/10/2013 2:19 PM file:///C:/Users/Dan/AppData/Local/Temp/u2k7D9C.tmp 10/10/2013 ROUNDABOUTREPORT General Information Site Information Analyst D. Thompson Agency or Co. Thomson Engineers Date Performed 10!912073 Time Period AM Pleak Hour Peak Hour Factor 0.92 Intersection Eagle and Amity E/W Street Name Amity NIS Street Name Eagle Analysis Year 2013 Existing Project ID Blackrock Subdivision Project Description: Volume Adjustment and Site Characteristics EB WB NS SB L T R U L T R U L T I R I U L T R U Number of Lanes (N) 0 1 0 0 1 0 0 1 0 0 1 0 Lane Assignment LTR LTR LTR LTR Conflicting Lanes 1 1 1 1 Volume (V), veh/h 85 1211 18 0 2 143 190 0 8 318 12 0 81 85 16 0 Heavy Veh. Adj. (fHv), % 1 1 1 7 1 1 1 7 1 1 1 1 1 1 1 1 1 7 1 1 Pedestrians Crossing 1 0 0 0 0 Critical and Follow -Up Headway Adjustment Left EB Right Bypass Left WB Right Bypass NB Left Right Bypass SB Left Right Bypass Critical Headway (sec) 5.1929 5.1929 5.1929 5.1929 5.1929 5.1929 9 5.1929 5.1929 5.1929 5.1929 5.1929 Follow -Up Headway (sec) 3.1858 3.1858 3.1858 3.1858 3.1858 3.1858 8 S35 3.1858 3.1858 3.7858 13.1858 3.1858 Flow Computations Left EB Right Bypass WB NB SB Left Right Bypass Left I Right Bypass Left Right Bypass Circulating Flow (V.), pc/h 184 451 414 168 Exiting Flow (Ve%), pc/h 334 183 651 115 Entry Flow (Ve), pcm 345 368 371 200 Entry Volume veh/h 342 364 367 798 Capacity and Wic Ratios EB WB NB SB Left Right Bypass Left Right Bypass Left I Right Bypass Left Right Bypass Capacity (cPCE), pcth 940 720 747 955 Capacity (c), veh/h 930 713 740 946 /c Ratio (X) 0.37 0.51 0.50 0.21 Delay and Level of Service EB WB NB SB Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 7.9 12.8 12.0 5.9 Lane LOS A 6 8 A Lane 95% Queue 1.7 2.9 2.8 0.6 Approach Delay, slveh 7.94 12.76 12.04 5.86 Approach LOS, s/veh A B B A Intersection Delay, s/veh 10.18 Intersection LOS B Copyright© 2012 University of Florida, All Rights Reserved HCS 2010TH' 6.41 Roundabouts Generated: 10/10/2013 2:19 PM file:///C:/Users/Dan/AppData/Local/Temp/u2k7D9C.tmp 10/10/2013 Formatted Report Page 1 of 1 Copyright © 2012 University of Florida, All Rights Reserved HCS 2010 6.41 Roundabouts Generated: 10/10/2013 2:07 PM fite:///C:/Users/Dan/AppData/Local/Temp/Li2k7D9C.tmp 10/10/2013 ROUNDABOUT REPORT General Information Site Information Analyst D. Thompson Agency or Co. Thomson Engineers Date Performed 10/9/2013 Time Period PM Pleak Hour Peak Hour Factor 0.92 Interseclion Eagle and Amity E1W Street Name Amity NIS Street Name Analysis Year 2013 Existing Project ID Blackrock Subdivision Project Description: Volume Adjustment and Site Characteristics EB WB NB SB L T R U L T R U L T R U L T R U Number of Lanes (N) 0 1 0 1 0 1 0 0 1 1 0 1 0 1 0 Lane Assignment LTR LTR LTR LTR Conflicting Lanes 1 1 1 1 Volume (V), veh/h 49 129 22 0 3 175 103 1 0 13 164 6 0 14S 296 133 0 Heavy Veh. Adj. (fttv), % I i I 1 I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Pedestrians Crossing 10 0 0 0 Critical and Follow -Up Headway Adjustment EB WB NB SB Left I Right 113ypass Left Right Bypass Left I Right Bypass Left I Right Bypass Critical Headway (sec) 5.1929 59929 5.1929 5.1929 5.1929 5.1929 59929 5.1929 5.1929 5.1929 5.1929 5.1929 Follow -Up Headway (sec) 3.1858 13J858 13.1858 3.1858 3.1856 3.1858 3.1858 3.1855 3.1858 3.1858 3.1858 3.1658 Flow Computations Left EB I Right Bypass Left WB I Right I Bypass NB SB Left Right Bypass Left Right Bypass emulating Flow (V°), pc/h 490 248 358 209 Exiting Flaw (Ve%), pc/h 311 352 347 352 Entry Flow (V.), pc/h 220 308 201 633 Entry Volume veh/h 218 305 199 627 Capacity and v/c Ratios EB WS NS SB Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Capacity (cPCE), pclh 692 882 790 916 Capacity (c), veh/h 685 873 782 907 We Ratio (X) 0.32 0.35 0.25 - 0.69 Delay and Level of Service EB WB NB SB Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 9.3 8.1 7.4 15.8 Lane LOS A A A C Lane 95% Queue 1.4 1,6 1.0 5.8 Approach Delay, siveh 9.28 8.07 7.44 15.80 Approach LOS, s/veh A A A C Intersection Delay, s/veh 11.76 Intersection LOS B Copyright © 2012 University of Florida, All Rights Reserved HCS 2010 6.41 Roundabouts Generated: 10/10/2013 2:07 PM fite:///C:/Users/Dan/AppData/Local/Temp/Li2k7D9C.tmp 10/10/2013 Formatted Report Page 1 of 1 Copyright © 2012 University of Florida, All Rights Reserved HCS 2010TM 6.41 Roundabouts Generated: 10/10/2013 2:11 PM ftle:///C:[Users/Dan/AppData/Local/Temp/t12k7D9C.tmp 10/10/2013 ROUNDABOUT REPORT General Information Site Information Analyst D. Thompson Agency or Co. Thomson Engineers Date Performed 1019/2013 Time Period PM Pfeak Hour Peak Hour Factor 0.92 Intersection Eagle and Amity E/W Street Name Amity NIS Street Name Eagle Analysis Year 2020 Background Project ID 8fackrock Subdivision Project Description: Volume Adjustment and Site Characteristics EB L T R U WB NB SB L T R U L T R U L T R U Number of Lanes (N) 0 1 1 0 1 0 1 1 0 0 1 0 0 1 0 Lane Assignment LTR LTR LTR LTR Conflicting Lanes 1 1 1 1 olume (V), vehlh 56 148 25 0 3 201 118 0 15 188 7 0 170 340 153 0 Heavy Veh. Adj. (fHv), % 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 Pedestrians Crossing 0 Critical and Follow -Up Headway Adjustment 0 0 0 EB WB NB SB Left I Right Bypass Left Right Bypass Left I Right Bypass Left I Right Bypass Critical Headway (sec) 5.1929 5.1929 5.1929 5.1929 5.1929 5.1929 5.1929 5.1929 5.1929 5.1929 5.1929 5.1929 Follow -Up Headway (sec) 3.1858 3.1858 3.1858 3.1858 3.1858 13.1858 3.1658 13.1858 3.1858 3.1858 3.1858 3.1858 Flow Computatlons Left EB I Right Bypass WB Left I Right I Bypass NB SB Left Right Bypass Left I Right I Bypass irculating Flow (V,), pc/h 563 283 410 240 Exiting Flow (Vex), pc/h 357 405 397 404 Entry How (Vs), pc/h 251 353 231 1 728 Entry Volume veh/h 249 350 229 721 Capacity and v/c Ratios ES WB NB SB Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Capacity (cPCE), pc/h 643 850 749 889 Capacity (c), veh/h 637 842 742 880 /c Ratio (X) 0.39 0.42 0.31 0.82 Delay and Level of Service Left EB Right Bypass WB Left Right Bypass NB SB Left Right Bypass Left Right Bypass Lane Control Delay (d), s/veh 11.2 9.4 8.5 23.7 Lane LOS 8 A A C Lane 95% Queue 1.8 2.1 1.3 93 Approach Delay, slveh 11.17 9.35 8.54 23.74 Approach LOS, s/veh 8 A A C Intersection Delay, s/veh 16.22 Intersection LDS C Copyright © 2012 University of Florida, All Rights Reserved HCS 2010TM 6.41 Roundabouts Generated: 10/10/2013 2:11 PM ftle:///C:[Users/Dan/AppData/Local/Temp/t12k7D9C.tmp 10/10/2013 Two -Way Stop Control Page 1 of 1 ehiale Volumes and Adjustments TWO-WAY STOP CONTROL SUMMARY General Information Southbound Site Information nal st D. Thompson Intersection Eagle Taconic gent /Co. Thompson Engineers, Inc. Jurisdiction ACHD Date Pe formed 10/f 0/2013 nalysis Year 2013 Existing nal sis Time Period JAM Peak Hour 7 346 Project Description Blackrock Subdivision East/West Street: Taconic 99 NorthlSouth Street: Eagle Rd Intersection Orientation: North-South tudy Period hrs : 0.25 ehiale Volumes and Adjustments Ma"or Street Northbound Southbound Movement I 2 3 4 5 6 L T R L T R olume (veh/h) 7 346 13 99 Peak -Hour Factor, PHF 0.90 0.90 1.00 1.00 0.90 0.90 Hourly Flow Rate, HFR veh/! 7 384 0 0 14 110 Percent Heavy Vehicles 0 — — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 onfiguration U stream Si nal LT 0 TR 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R xL T R olume (veh/h) 30 4 Peak -Hour Factor, PHF Hourly Flow Rate, HFR veh/h 0.90 33 1.00_ 0 0.90 4 1.00 0 1.00_ 0 1_.00 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage RT Channelized 0 0 0 0 Lanes 0 00 0 0 0 Configuration LR Dela , Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 Lane Configuration LT 4 7 8 9 10 11 LR '12 (veh/h) 7 37 (m)(veh/h) 1475 583 lc 0.00 0.06 95% queue length 0.01 Control Delay (s/veh) 7.5 6 LOS A rE;00.0 pproach Delay (s/veh) — — 6 Approach LOS — 8 Copyright 02010 Universily of Florida, All Rights Reserved ftle:///C:/Users/Dan/AppData/Local/Teinp/u2k1 B22.tmp HCS+Tm Version5.6 Generated: 10/1012013 1:51 10/10/2013 Two -Way Stop Control TWO-t+VAY STOP CONTROL SUMMARY General Inft; rt ration ISite Information Volumes and Page I of I IMajor Street I Northbound I Southbound Movement 1 1 2 1 3 i 4 1 5 1 6 1 veh/h)""'' 8 441 0 1 0 16 126 Percent Fleavy Vehicles Median Type 0 — — 0 — _ — Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 )ConfigulaVon Upstream Signal LT 0 0 TR Minor -Street Eastbound Westbound _ Movement — 7 8 9 10 11 12 L T R L T R Volume veh/h) 34 5 Peak -Hour Factor, PHF Hourly Flow Rate, HFR veh/h 0.90 37 1.00 0 0.90 5 1.00 0 1.00 0 1.00 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N _ 0 N Storage 0 RT Channelized �� Lanes y' _ 0 0 0 0 0 0 0 0 Configuration LR Dela , Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 S 9 10 11 12 Lane Configuration LT LR (veh/h) 8 42 C (m)(veh/h) 1453 537 lc 0.01 0.06 95% queue length 0.02 0.25 ontrol Delay (s/veh) 7.5 12.3 LOS A B Approach Delay (s/veh) — — 12.3 Approach LOS B Copyright 02010 University of Florida, All Rights Reserved file:///C:[Users/Dan/Ai)i)Data/Looal/Temp/u2kl B22.tmp HCS+TM version 5.6 Generated: 10/10/2013 1:5 10/10/2013 Two -Way Stop Control Page I of I TWO-WAY STOP CONTROL :_SUMMARY I Information Anal st D. Thompson ( Intersection Eagle Taconic Copyright O 2010 Universily of Florida, All Righls Reserved HCS47" Version 5.6 Generated: 10/1012013 1:64 PM file:///C:/Users/Dan/AppData/Local/Teinp/u2k1B22.tmp 10/10/2013 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY I General Information (Site Information D. Thompson Intersection Eagle Taconic Thompson Engineers, Inc. oPerformed, Jurisdiction ACRD 10/10/2013 Analysis Year 2013 Existing eriod IAV peak Hour Copyright 02010 University of Florida, All Rights Reserved HCS,7A1 Version 5.6 Canerated: 10/10/2013 1:57 PM file:///C:/Users/Dan/ApuData/Local/Temp/u2k 1 B22.tmp 10/10/2013 Two -Way Stop Control Page I of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nalyst ID. Thompson Intersection Eagle laconic gency/Ca. 'Thompson Engineers, Inc. urisdiction CHD Date Performed 11011012013 naysis Year 12525 Rarknrrnmd Movement 1 1 2 3 4 5 6 L T R L T R Volume (veh/h 7 196 '10 L 26 342 Peak -Hour Factor, PHF 0.90 0.90 1.00 1.00 0.90 0.90 Hourly Flow Rate, HFR veh/hj 7 217 0 0 28 380 Percent Heavy Vehicles 0 -- — 0 — — Median Type Undivided RT Channelized Lanes 0 I 1 0 0 0 0 i n Ivunor street _A p eastbound Westbound Movement 7 L 8 T 9 R '10 L 11 T 12 R Volume (veh/h) 26 13 Peak -Hour Factor, PHF 0.90 1.00 0.90 1.00 1.00 1.00 Hourly Flow Rate, HFR veh/h 28 0 14 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela ,Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 12 Lane Configuration LT LR v (vehfn) 7 42 C (m)(veh/h) 1162 634 v/c 0.01 0,07 75% queue length_ 0.02 0.21 Control Delay (s/veh) 8.1 17.1 LO A B Approach Delay (s/veh) Approach LOS 8 Copyright © 2010 University of Florida, All Rights Reserved file:///C:[Users/Dan/AppData/Local/Temp/u2k l B22.tmp HCS+Tm Version 5.6 Generated: 10/10/2013 1:5t 10/10/2013 Two -Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General InformationSite Information nal st _ D. Thom son Intersection agle Taconic gene /Co. Thompson Engineers, Inc. urisdiction CHD Date Performed �PMPeakHour 1011012013 nalysis Year 2020 Total nalysis Time Period tudy Period hrs): 0.25 Project Description Blaclfrock Subdivision East/West Street: Taconic Orth/South Street: Eagle Rd Intersection Orientation: North-South tudy Period hrs): 0.25 Vehicle Volumes and Adjustments Ma or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 27 196 106 342 Peak -Hour Factor, PHF 0.90 0.90 1.00 1.00 0.90 0.90 Hourly Flow Rate, HFR veh/h 30 217 0 0 117 380 Percent Heavy Vehicles 0 — — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 MinorSfinet Movement _ Eastbound 7 8 L T _ _ 9 R 10 L Westbound 11 T 12 R Volume (veh/h) 74 25 Peak -Hour Factor�PHF 0.90 1.00 0.90 1.00 1.00 1.00 Hourly Flow Rate, aFR7 veh/h 82 0 27 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement I 4 7 8 9 10 11 12 Lane Configuration LT LR (veh/h) 30 109 (m)(veh/h) 1077 511 /c 95% queue length 0.03 0.09 0.21 0.80 Control Delay (s/veh) 8.4 13.9 LOS A B Approach Delay (s/veh) — 13.9 pproach LOS — B Copyright 0 2010 University of Florida, All flights Reserved KGS+T Version 5.6 Generated: 10/1012013 1:59 PM file:///C:/Users/Dan/ADDData/Local/Tempht2klB22.tmt) 10/10/2013 Two -Way Stop Control TWO-WAY STOP CONTROL SUMMARY Information Site lnrormaiior Page 1 of 1 nalyst D. Thompson Intersection Fast Entrance Agency/Co_ Date Performed Thompson Engineers, Inc. 10/10/2013 Jurisdiction Analysis Year ACHD 12020 Total nalysis Time Period PM Peak Hour 6 Subdivision Vehicle Volurrva s air Adjustments Ma'orStreet F� Eastbound Westbound Movement 1 2 3 4 1 5 6 L T R L T R olume veh/h 0 99 G 58 75 Peak -Hour Factor, PHF 0.90 0.90 0.90 1.00 0,90 0.90 Hourly Flow Rate, HFR veh/h Percent Heavy Vehicles 0 0 110 — 0 — 0 0 64 — 83 — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 0 49 Peak -Hour Factor, PHF 0.90 0.90 1.00 0.90 0.90 0.90 Hourly Flow Rate, HFR veh/h 0 0 0 0 0 54 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 -- __ RT Channelized0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, ueue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veh/h) C (m)(veh/h) 0 1447 54 954 Vic 0.00 0.06 95% queue length 0.00 0.18 Control Delay (s/veh) 7.5 9.0 LOS A ffitl A Approach Delay (s/veh) — 9.0 Approach LOS — A Copyright O 2010 University of Florida, All Rights Reserved HGS+TIA Version 5.6 Genaraled: 10/10/2(113 2:0: file:///C:fUsers/Dan/Al)pDatalLocal/Temp/u2klB22.tmp 10/10/2013 Two -Way Stop Control TWO-WAY STOP CONTROL SUMMARY General Information ISi'ce Information Page 1 of 1 nalyst D. Thompson Intersection West Entrance gency/Co. Date Performed Thompson Engineers, Inc. 1011012013nalysis Jurisdiction CHD Year 2020 Total 'Analysis Tire Period M Peak Hour 2 3 Project Description Blackrock Subdivision EastNVest Street: Taconic North/South Street: West Approach ,Intersection Orientation: East-West Study Period (hrs): 025 V-hicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L TR L T R Volume (veh/h) 0 109 23 5 Peak -Hour Factor, PHF 0.90 0.90 0.90 1.00 0.90 0.90 Hourly Flow Rate, HFR (vehlh) 0 121 0 0 25 5 Percent Heavy Vehicles 0 — — 0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 1 11 12 L T R L i T R Volume (veh/h) 20 Peak -Hour Factor, PHF Hourly Flow Rate, HFR (veh/h) 0.90 0 0.90 0 1.00 0 0.90 4 0,90 0 0 0.90 22 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Confi uration LR 22!a y, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 0 22 C(m) (veh/h) 1596 1053 vlc 0.00 0.02 95% queue length 0.00 0.06 Control Delay (s/veh) T 8.5 LOS A - A Approach Delay (s/veh) — �� 8.5 Approach LOS — A Copyright 0 2010 Univemity of Florida, All Rights Reserved file:///C:/Users/D an/AppDat"ocal/Temp/U2klB22.tmp HGS+Trn Vetsion6.6 Generated: 10/10l2U1U L:U 10/10/2013 Two -Way Stop Control Page 1 of 1 I TWO-WAY STOP CONTROL SUMMARY General Information Site Information 1 Analyst D. Thorn son Intersection West Entrance Agency/Co. IThompson Engineers, Inc. Purisdiction JACHD Date Performed10/10/2013 0.90 [Analysis Year 2020 Total Analysis Time Period PM Peak Hour 0.90 Blackrock Subdivision Volume veh/h) 1 0 1 89 33 1 25 Peak -Hour Factor, PHF 0.90 0.90 F -0-901 _1_ 1.00'} 0.90 0.90 Hourly Flow Rate, HFR (vehlh) 0 98 0 0 T m) 36 27 Percent Heavy Vehicles 0 - - 0 - - Median Type Undivided RT Channelized 0 9 0 Configuration 8 LT TR Upstream Signal 0 1 0 Minor Street Movement l 7 Northbound 8 9 10 Southbound 11 12 Volume (veh/h) L T R L T R 0 10 Peak -Hour Factor, PHF 0.90 0.90 1.00 0.90 0.90 0.90 Rate, HFR pPerceEntHeavy 0 0 0 0 0 11 Vehicles 0 0 0 0 0 0 ,Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 ;Configuration LR ;Dela , Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veh/h) 0 11 C (m)(veh/h) 1553 1024 Vic 0.00 0.01 75A queue length 0.00 0.03 Control Delay (s/veh) 7.3 8.6 LOS A A Approach Delay (s/veh) - 8.6 Approach LOS A CopyrIght 02010 University of Florida, All Rights Reserved file:///C:/TJsers/Daii/Api)Data/Local/Temp/ti2k lB22.tinp HGS+Tm Version 5.0 Generated: 10/10/2013 2:04 10/10/2013