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HomeMy WebLinkAboutBATCH - Supplemental - 0200 Old Farm Road (6)No Text 14 Morse Drive Essex Junction, Vermont 05452 August 8, 2001 LAMOUREUX & DICKINSON Consulting Engineers, Inc. Patrick O'Brien O'Brien Brothers Agency, Inc. P.O. Box 2184 South Burlington, Vermont 05407 RE: O'Brien Home Farm PUD South Burlington, Vermont Dear Pat: (802) 878-4450 fax (802) 878-3135 Enclosed please find a copy of the traffic impact evaluation which we have prepared for the proposed development of a 101 unit planned unit development to be located in the southeast corner between Hinesburg Road and Kennedy Drive in South Burlington. We thank you for this opportunity to be of service. Should you have any questions or if we may be of additional assistance, please feel free to contact us. Sincerely, ^ go-c ✓ ✓� Ro Dickinson P.E. , Enclosure QA2001 \01-004\trafrpt.wpd Civil • Environmental • Transportation • Planning • Landscape Architecture • Hydrogeology • Land Surveying O'Brien Home Farm August 9, 2001 Page 1 INTRODUCTION The purpose of this evaluation is to determine the potential traffic congestion and safety impacts of the proposed development of 101 residential units on the O'Brien Home Farm parcel which is located in the southeast quadrant of Kennedy Drive and Hinesburg Road. This project will develop the northerly portion of that parcel, and will construct a loop road with accesses onto both Hinesburg Road and Kennedy Drive. More specifically, this evaluation will: • Project present and future background design hour traffic volumes along Hinesburg Road and Kennedy Drive south and east, respectively, of their intersection. • Determine the existing and future vehicular trip generation of the project. • Evaluate whether this project will create unreasonable traffic congestion conditions. • Examine existing safety conditions, and evaluate this project's potential impact upon those conditions. PROTECT DATA The O'Brien Home Farm development is being proposed as a planned unit development. The present configuration of those units includes 45 three -bedroom condominium units plus 56 two - bedroom condominium/apartment units, for a total of 101 units. Access will be via a loop road which will access onto Hinesburg Road opposite Hayes Avenue and onto Kennedy Drive just east of Georgetown Condominiums. This road will also be known as Hayes Avenue, and will be built to city standards with curbs and a parallel recreation path. While the Hinesburg Road access will provide unrestricted access, the Kennedy Drive access will be restricted to only right -turn entering and exiting movements. At the two access points for this project, Hinesburg Road is under the jurisdiction of VTrans as Vt. Route 116 and Kennedy Drive WTff)tEr LIX & Dirt insori ConSLIIting Engi ec_:r, Inc, O'Brien Home Farm August 9, 2001 Page 2 is under the jurisdiction of the City as a Class 2 town highway. Kennedy Drive has also been designated as a connector link in the National Highway System (NHS). BACKGROUND TRAFFIC VOLUMES IBackground traffic volumes for this study were obtained from several sources. At the Kennedy Drive / Hinesburg Road intersection, a turning movement count had been most recently Iperformed by McFarland Johnson on November 14, 2000 as part of their engineering design work associated with the proposed reconstruction of Kennedy Drive. At the Hinesburg Road / Hayes Avenue intersection, a new turning movement count was performed by this office on July 9 & 10, 2001. Copies of peak hour summaries for both counts are included as Attachment A. 1 For traffic studies such as this, the design hour volume of the highway is used to determine its capacity and corresponding level of service. The design hour volume (DHV) is defined as the 30`h Ihighest hour of traffic volumes which occur annually. To calculate the DHV, typical practice is to apply what is known as the "K-factor" to the annual average daily traffic volumes (AADT), and Ifactor up the peak hour turning movement volumes at each intersection accordingly. Attachment B presents the DHV calculations and resulting background DHV turning movements at the two aforementioned intersections. PROJECT -GENERATED TRAFFIC An estimate of this project's vehicular trip generation was developed using using ITE trip generation rates for residential land -uses'. Although the proposed three -bedroom condominium units could justifiably be categorized as condominiums under ITE land use code #230, they were instead treated as single-family dwellings under ITE land use code #210. Table 1 summarizes the ' Trip Generation, Institute of Transportation Engineers, 6`h Edition Lamoureux reux Dickinson Consulting Engineers, Inc. I O'Brien Home Farm August 9, 2001 Page 3 estimated vehicular trip generation for this project. Detailed trip generation and directional distribution calculations are enclosed as Attachment C. TABLE 1 Estimated Vehicular Trip Generation 3-BDRM 2-BDRM Units Units TOTAL Average Weekday (vte/day) 431 328 759 A.M. Peak Hour (vte/hour) Enter 8 5 13 Exit 26 27 53 TOTAL 34 32 66 P.M. Peak Hour (vte/hour) Enter 33 25 58 Exit 19 13 32 TOTAL 52 38 90 A summary of future morning and afternoon peak hour volumes at the two intersections analyzed, including project -generated trips, is included as Attachment D. TRAFFIC CONGESTION The potential traffic congestion impacts of this project were determined by performing intersection capacity analyses at each intersection. The methodology used to evaluate traffic congestion is outlined in the Highway Capacity Manual' (HCM). The HCM uses "level of service" to define traffic congestion. There are six levels of service, ranging from A to F. The criteria for each level of service at urban intersections are outlined in Table 2. 2 Special Report #209 - Highway Capacity Manual, Transportation Research Board, 1997 Lamoureux & Dickinson Cortsulting Engineers, Inc. O'Brien Home Farm August 9, 2001 Page 4 TABLE 2 Level of Service Criteria - Intersections Level of Service Avg. Vehicular Delay (sec./veh.) Expected Traffic Delay Signalized Unsi nalized A < 10 < 10 Little or no delay B <20 < 15 Short traffic delays C < 35 < 25 Average traffic delays D < 55 < 35 Long traffic delays E < 80 < 50 Limit of acceptable delay F > 80 > 50 Unacceptable delays In performing the capacity analyses, the existing signal phasing at the Kennedy Drive / Hinesburg Road intersection was maintained, however modifications to the existing cycle lengths and green times were assumed. With engineering design for the proposed Kennedy Drive reconstruction underway, analyses were also performed at that intersection using both existing and proposed geometrics. Tables 3 and 4 present the results of the capacity analyses at each intersection. The results provide projected levels of service and average vehicular delays for approach plus the overall intersection. Detailed results are enclosed in Attachments E J. Lamoureux Dickinson Consulting Engineers, Inc. IO'Brien Home Farm I August 9, 2001 Page S TABLE 3 Kennedy Drive & Hinesburg Road Intersection Capacity Analvses Results" 2001 Background 2006 Background 2006 w/ Project AM PM AM PM AM PM Approach Existing Geometrics Hinesburg Rd. SB D (36) D (48) D (37) E (60) D (37) D (55) Hinesburg Rd. NB F (116) E (56) F (184) E (76) F (223) E (74) Kennedy Dr. WB D (35) D (55) D (38) D (51) D (40) E (71) Kennedy Dr. EB F (93) D (48) F (160) D (53) F (200) E (61) OVERALL E (77) D (51) F (119) E (58) F (144) E (65) Proposed Geometrics Hinesburg Rd. SB C (24) C (33) C (26) C (35) Hinesburg Rd. NB Kennedy Dr. WB N/A N/A E C (65) (34) D D (40) (40) E D (68) (38) D D (42) (43) Kennedy Dr. EB E (61) D (38) E (64) D (40) OVERALL D (50) 1 D (38) f D (53) 1 D (40) levels of service & average delays (sec./veh.) The above results indicate that although the Kennedy Drive / Hinesburg Road intersection is presently experiencing congestion primarily during the morning peak hour, the Kennedy Drive reconstruction project will correct that. With those improvements, the O'Brien Home Farm PUD will not reduce future overall levels of service at this intersection. ILarnOUMUX & Dickinson Consulting Engineers, Inc, O'Brien Home Farm August 9, 2001 Page 6 TABLE 4 Hinesburg Road & Hayes Avenue Intersection Capacity Analvses Results" Approach 2001 Back round 2006 Background 2006 w/ Project AM PM AM PM AM PM Hinesburg Rd. NB A (8) A (9) A (8) A (9) A (8) A (9) Hinesburg Rd. SB A (9) A (9) Hayes Ave. WB B (13) B (12) Hayes Ave. EB C 16 C 16 C 17 C 17) C 21 C 21 " levels of service & average delays (sec./veh.) The level of service results at the Hinesburg Rd. / Hayes Ave. intersection indicate that future levels of service will remain well within acceptable ranges, even with the proposed development of the O'Brien Home Farm. On Kennedy Drive, where the project access (Hayes Ave.) intersects, detailed capacity analyses were not performed due to that proposed access being restricted to right -turn movements only, which typically do not experience significant delays. TRAFFIC SAFETY Vehicular traffic safety is influenced by many factors, including road width, pavement conditions, sight distances, lighting, proper signing and pavement markings, speed limits, alignment, number and spacing of driveways, etc. The following discusses several of the more important factors with respect to conditions on the adjacent street network in the immediate vicinity of the shopping center. The existing speed limit on Hinesburg Road in the vicinity of the project is 35 mph. This speed is consistent with the alignment and function of the roadway, particularly given the developed Ii.., rnour tax & Dickinson Consulting Engineers, Inc. O'Brien Home Farm August 9, 2001 Page 7 nature of the area. Sight distances at both proposed intersections onto Kennedy Drive and Hinesburg Road also exceed the recommended minimum of 385 ft. at 35 mph. Five year accident histories were obtained from VTrans for both Hinesburg Road and Kennedy Drive. From 1995 through 1999, 10 accidents were reported at the intersection of those two streets, 4 accidents on Kennedy Drive between Hinesburg Road and Kimball Avenue, and 5 accidents on Hinesburg Road between Hinesburg Road and Old Farm Road. Considering the function of these roads and their traffic volumes, the foregoing accident history is not indicative of any serious or inherent traffic safety problems. Conflicts at intersections caused by turning vehicles also can influence traffic safety conditions. To minimize such conflicts and preserve the efficiency of through traffic flow, warrants have been established concerning exclusive left- and right -turn lanes at intersections by VTrans. Those warrants were examined at the Hinesburg Road / Hayes Avenue intersection, with the results indicating that exclusive left -turn lanes will be warranted on both the northbound and southbound Hinesburg Road approaches. The calculated storage lengths equal 75 feet in the southbound direction and 100 feet in the northbound direction. Right -turn lanes were found not to be warranted. Copies of the left -turn lane warrant analyses are included as Attachment K. With the proposed access onto Kennedy Drive being limited to only right -turns using a slip -ramp intersection configuration, there will not be a need for any exclusive turn lanes at that location. It is recommended, however, that consideration be given to installing a physical median in Kennedy Drive at this location so as to prevent any possibility of unauthorized left -turn movements. CONCLUSIONS This evaluation has determined the potential traffic congestion and safety impacts resulting from the proposed O'Brien Home Farm PUD. The following outlines our conclusions relating to irarnoureLIX 8., Dickinson Con shinEngineers, Inc, O'Brien Home Farm August 9, 2001 Page 8 background traffic congestion and safety conditions and this project's potential impacts upon those conditions: ► The existing street network (Kennedy Drive and Hinesburg Road) will have sufficient capacity to serve the additional traffic which will be generated by this project once the Kennedy Drive reconstruction project is completed. Because this project is phased, the full impacts of this project, as presented in the foregoing sections, will not be realized until build -out. ► Existing traffic safety conditions along Hinesburg Road and Kennedy Drive in the immediate vicinity of this project are typical of a developed urban area, and do not indicate the presence or potential for this project to create any adverse traffic safety impacts. IIt is recommended that in addition to the highway impact fee which will be required of 1 this project to mitigate off -site traffic impacts, that exclusive left -turn lanes be constructed on Hinesburg Road at Hayes Avenue to serve this project. It is also recommended that the Kennedy Drive access be configured for right -turn movements only, and that a median be provided to prevent unauthorized left -turn movements. L.a.-nourAeux & Dickinson Consulting Engineers, inn, ATTACHMENT Turning Movement Count Peak Hour Summaries Larnouretix & Dickinson Conswiting Engineers, Inc. LAMOUREUX & DICKINSON I Consulting Engineers, Inc. 14 Morse Drive ESSEX JUNCTION, VERMONT 05452 / 9)fv6sBLi2 V v f7 7l rvj I A/VGS &,f Q G -?D. 1 /v LAMOUREUX & DICKINSON Consulting Engineers, Inc. 14 Morse Drive ESSEX JUNCTION, VERMONT 05452 14)Nc-sSU q6 )Q-T), f1—■1 H 1 14)f\)CS3UYZ6, PO TnWN, SooTI-1 9U►2LIrVc:-TUf\J 00 30 P, rv1, ubf� _ ounter, punted By: A. Guyette gather: other: Lamoureux & Dickinson 14 Morse Drive Essex Jct., VT 05452 File Name : hayes.71001 Site Code : 00000000 Start Date : 07/10/2001 Page No : 2 Hinesburg Rd. Hinesburg Rd. Hayes Ave. I Souhbound Westbound Northbound Eastbound Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right App. Int. Total Total Total Total Total }eak Hour From 07:00 to 08:45 - Peak 1 of 1 I Intersection 07:15 Volume 0 226 9 235 0 0 0 0 32 420 0 452 38 0 24 62 749 Percent 0.0 96.2 3.8 0.0 0.0 0.0 7.1 92.9 0.0 61.3 0.0 38.7 Volume 0 226 9 235 0 0 0 0 32 420 0 452 38 0 24 62 749 Volume 0 56 2 58 0 0 0 0 6 115 0 121 9 0 6 15 194 Peak Factor 0.965 High Int. 07:15 6:45:00 AM 07:30 08:00 Volume 0 63 3 66 0 0 0 0 6 115 0 121 13 0 5 18 IPeak Factor 0.890 0.934 0.861 Hinesburg Out In Total 458 235 693 9 226 Right Thru � M _ O H North > N CO co N N J 7/10101 7:15:00 AM T <Q N L m 7110/01 8:00:00 AM M v Cars & Lt. Trucks O Trucks & Buses Left Thru 32 420 250 452 702 Out In Total Hinesburg Rd. i ounter: punted By: A. Guyette gather: ether: Lamoureux & Dickinson 14 Morse Drive Essex Jct., VT 05452 Hinesburg Rd. Hayes Ave. Hinesburg Rd. Southbound Westbound Northbound Start Time Left Thru Right Left Thru Right Left Thru Right Total Total peak Hour From 16:00 to 17:45 - Peak 1 of 1 I Intersection 16:45 Volume 0 403 31 434 0 0 0 0 63 327 0 Percent &0 92.9 7.1 0.0 0.0 0.0 16.2 83.8 0.0 Volume 0 403 31 434 0 0 0 0 63 327 0 0 98 6 104 0 0 0 0 21 100 0 IVolume Peak Factor High Int. 17:15 3:45:00 PM 17:00 Volume 0 125 8 133 0 0 0 0 21 100 0 IPeak Factor 0.816 I File Name : HAYES7-2 Site Code : 00000000 Start Date : 07/09/2001 Page No : 2 Hayes Ave. Eastbound Total Left Thru Right App. Int. Total Total 390 22 0 47 69 893 31.9 0.0 68.1 390 22 0 47 69 893 121 8 0 19 27 252 0.886 17:00 121 8 0 19 27 0.806 0.639 Ines urg Out In Total 349 434 783 31 403 Right Thru mC-) -6 co or H North > Q, N N J 7/9101 4:45:00 PM > o 7/9/01 5:30:00 PM Cars & Lt. Trucks O Trucks & Buses Left Thru 63 327 450 390 840 Out In Total Hinesburg Rd. ATTACHMENT Background DHV Calculations Larnoure�i-- & Dickinson Cansulting Engineers, Inc, LAMOUREUX & DICKINSON CONSULTING ENGINEERS, INC. 14 Morse Drive Essex Junction, VT 05452 Tel (802) 878-4450 / Fax (802) 878-3135 e-mail: mail0ldceinc.com Project Project No. U l "OU LI Sheet No _f_ of Calculated By rJSUN Date - U7 U Checked By Date Scale No Text I LAMOUREUX & DICKINSON CONSULTING ENGINEERS, INC. INTERSECTION TURNING MOVEMENT VOLUMES PROJECT / TOWN: O'Brien I Ionic Farm BY: R. Dickinson PROJECT #: 0 1 -004 CHECKED: INTERSECTION: Kennedy Dr. & I line<hurg Rd. COUNT DAY/DATE: %-IJ 11-14-00 AM/PM?: A)d I ENTER DHV FACTOR = 1.142 KEY ( 236) ( 1 1 7 ) ( 43) ( ) OBSERVED PEAK ENTER GROWTH RATES: [ 274 ] [ 136 ] [ 50 ] HOUR VOLUME I BASE YEAR 2001 = 1.015 { 294 } { 146 } { 54 } ] 2001 DHV FUT. YEAR 2006 = 1.090 IL 41 v ] 2006 DHV ( 132) [ 153 ] { 164 } 71 IC ( 49) [ 571 { 61 ) ( 519) [ 602 ] ( 646 } 4 F ( 385) [ 446 ] { 479 } I ( 95)[ 110] { 118} N V ( 30)[ 351 { 37} 1 T T R T T ( 238) ( 309) + [ 276 ] [ 358 ] [ 65 NORTH { 296 } { 385 } { 70 ; TOTAL APPROACH VOLUMES: YEAR WEST EAST NORTH SOUTH COUNT ( 1605) ( 1082) ( 886) ( 845 ) 2001 [ 1861 ] [ 1255 ] [ 1028 ] [ 980 ] 2006 { 1997 } { 1347 } { 1104 } { 1052 } IQAQPR0DATA%R0GER\TRAFFIC.WB3 08/07/01, 2 24:59 PM I LAMOUREUX & DICKINSON CONSULTING ENGINEERS, INC. INTERSECTION TURNING MOVEMENT VOLUMES I PROJECT/TOWN: O'Brien I Ionic barns BY: R. Dickinson I PROJECT #: 01-004 CHECKED: INTERSECTION: Kennedy Dr. & I linesbur8 Rd. COUNT DAY/DATE: N- 1.1 11-14-00 AM/PM?: PM ENTER DEIV FACTOR= 1.142 KEY ( 20?) ( 22?) ( 50) ( ) OBSERVED PEAK ENTER GROWTH RATES: [ 235 ] [ 263 ] [ 58 ] HOUR VOLUME BASE YEAR 2001 = 1.015 { 253 } { 283 } { 62 } [ ] 2001 DHV FUT. YEAR 2006 = 1.090 IC 2006 DHV ( 210) ( 243 ] { 261 } 71 IC ( 11'; [ 1331 { 143 } ( 428) ( 496 ] { 533 } 4 E ( 456) ( 529 ] { 568 } ( 182 211 J { 227 } v IC ( 38) [ 441 { 47 } T T R T a T ( 1.48) ( 200) ( 48 ) �+ [ 172 ] ( 232 ] [ 561 NORTH { 184 } { 249 } { 60 } TOTAL APPROACH VOLUMES: YEAR WEST EAST NORTH SOUTH COUNT ( 1627) ( 1135) ( 1005) ( 843 ) 2001 [ 1886 ] ( 1316 ] [ 1164 ] [ 978 ] 2006 { 2026 } { 1413 } { 1251 } { 1050 } IQ:\QPR0DATA\R0GER\TRAFFIC.WB3 08/07/01, 2:23:15 PM LAMOUREUX & DICKINSON CONSULTING ENGINEERS, INC. INTERSECTION TURNING MOVEMENT VOLUMES PROJECT / TOWN: O'Brien 1 lonie Farm PROJECT #: 01-004 INTERSECTION: I linesbura Rd. & Ilu\es Ave. COUNT DAY/DATE: L[) 7-10-01 AM/PM?: AM ENTER DHV FACTOR = 1.24i ENTER GROWTH RATES: [ BASE YEAR 2001 = 1.000 { FUT. YEAR 2006 = 1.075 ( 38) [ 38 ] { 38 } 71 T T T T NORTH 9) ( 2-26) 9] [ 285 I 0} 9} { 308} { 0} ie + y 32) ( 420) ( () ) 32 ] [ 530 ] [ 0 ] 32 } { 572 } { 0 } TOTAL APPROACH VOLUMES: YEAR WEST EAST NORTH SOUTH COUNT ( 103) (' 0) ( 693) ( 702 ) 2001 [ 103 ] [ 0 ] [ 862 ] [ 871 ] 2006 { 103 } { 0) { 927 } { 936 } BY: R. Dickinson CHECKED: KEY ( ) OBSERVED PEAK HOUR VOLUME ] 2001 DHV } 2006 DHV Q:\QPR0DATA\R0GER\TRAFFIC.WB3 08/07/01, 2:31:23 PM LAMOUREUX & DICKINSON CONSULTING ENGINEERS, INC. INTERSECTION TURNING MOVEMENT VOLUMES PROJECT / TOWN: O'Brien I Ionic Farm PROJECT #: 01-004 INTERSECTION: Hinesburg Rd. 8- I laves Ave. COUNT DAY/DATE: IA) 7-09-01 AM/PM?: I'M BY: R. Dickinson CHECKED: ENTER DHV FACTOR = 1.2=15 KEY ( 31 ) ( 40: ) ( 0) ( ) OBSERVED PEAK ENTER GROWTH RATES: [ 31 ] [ 509HOUR VOLUME BASE YEAR 2001 = 1.000 { 31 } { 549 ; 0 2001 DHV FUT. YEAR 2006 = 1.07.5 IC 41 y ; } 2006 DHV I( 22 , [ 22 , ( 22 } A F% ( () , [ Olt 0 ) ( O) [ O 1 ( 0) 4 +- ( 1)) [ Olt 0 ) ( 47)[ 471 { 471 oil 0) T T R. T T + ( 63) ( 327) ( ) T I 63 ] [ 413 1 [ 0 ] NORTH ; 63 } { 446 } { 0 } f - TOTAL APPROACH VOLUMES: jYEAR WEST EAST NORTH SOUTH COUNT ( 163) ( 0) ( 783) ( 840 ) 2006 { 163 } { 0 } ( 1048 } { 11105 } 1 Q \QPRODATA\ROGER\TRAFFIC.WB3 08/07/01. 2.30:26 PM A TTA CHMENT C Project Trip Generation & Directional Distribution Calculations LamoureLIX & Dickinson Consulting Engineers, Inc. LAMOUREUX & DICKINSON CONSULTING ENGINEERS, INC. 14 Morse Drive Essex Junction, VT 05452 Tel (802) 878-4450 / Fax (802) 878-3135 e-mail: mail®Idceinc.com Project Project No. Sheet No of Calculated By Date Checked By Date Scale 3J Y .. ya ............... .... ........ ........ LAMOUREUX & DICKINSON CONSULTING ENGINEERS, INC. 14 MORSE DRIVE ESSEX JUNCTION, VT. 05452 VEHICULAR TRIP GENERATION PROJECT NAME: O'Brien Home Farm ANALYST: R. Dickinson So. Burlinc'on CHECKED: PROJECT #: 01 004 SOURCE: "TRIP GENERATION, ITE, 6TH EDITION" LAND -USE ITE AVG. -- AM PEAK HOUR -- PM PEAK HOUR -- DESCRIPTION L.U.C. SIZE UNITS WKDY ENTER EXIT TOTAL ENTER EXIT TOTAL SINGLE FAMILY DWELLING 210 45 UNITS 431 8 26 34 33 19 52 RESIDENTIAL CONDOMINIUM 230 56 UNITS 328 5 27 32 25 13 38 TOTALS 759 13 53 66 58 32 90 VTE/DAY VTE/HOUR VTE/HOUR LAMOUREUX & DICKINSON CONSULTING ENGINEERS, INC. 14 MORSE DRIVE ESSEX JUNCTION, VERMONT GRAVITY MODEL PROJECT NAME: O'Brien Home Farm BY: R. Dickinson So. Burlington PROJECT #: 01-004 -A- -B- -C- -D- -E- -F- -G- CENTROID TOWN/CITY EMPLY. (B / _B) DISTANCE (1 / D) (C x E) (F / Ft) BOLTON 110 0.1 % 25.0 0.04 4 0.0% BURLINGTON 29,924 32.8% 4.0 0.25 7,481 34.8% CHARLOTTE 536 0.6% 20.0 0.05 27 0.1 % COLCHESTER 8,090 8.9% 8.0 0.13 1,011 4.7% ESSEX 15,043 16.5% 8.0 0.13 1,880 8.8% HINESBURG 871 1.0% 10.0 0.10 87 0.4% HUNTINGTON 169 0.2% 20.0 0.05 8 0.0% JERICHO 692 0.8% 16.0 0.06 43 0.2% MILTON 2,113 2.3% 20.0 0.05 106 0.5% RICHMOND 944 1.0% 16.0 0.06 59 0.3% ST. GEORGE 40 0.0% 10.0 0.10 4 0.0% SHELBURNE 3,232 3.5% 10.0 0.10 323 1.5% SO. BURLINGTON 16,811 18.4% 2.0 0.50 8,406 39.1% UNDERHILL 282 0.3% 20.0 0.05 14 0.1% WESTFORD 171 0.2% 20.0 0.05 9 0.0% WILLISTON 9,469 10.4% 6.0 0.17 1,578 7.3% WINOOSKI 2,670 2.9% 6.0 0.17 445 2.1 % TOTALS: 91,167 100% 21,485 100% source: Vt. Dept. of Employment & Training Labor Market Information, August 1999 IQ:\QPRODATA\ROGER\GRAVEMP.QPW 07/08/01, 12:49:31 PM LAMOUREUX & DICKINSON Project CONSULTING ENGINEERS, INC. Project No. 0 1- O 0 l-1 Sheet No of 14 Morse Drive Essex Junction, VT 05452 Calculated ByDate I Tel (802) 878-4450 / Fax (802) 878-3135 e-mail: mail 0ldcelnc.com Checked By Date Scale °/p� of l�l rVCJOSI� � �p /I llt.1 01V .... J: r7, .................. _: I. .... ...... �> r��uN._ -�J i1 Ju,.Lir���, J v�p ................ .. = R C. IJ rib/ ; ............. .... .... ...:.... ......... ....1.. lQ.... ............_....... :.... .......' t iti:1l' ,t, I .._. .. ........ ...... ._?.... ... ..... . .............. :............. „ ............ .......... ... :............. ........... .:.. ..... ... ..... .. ............ ....................:...................... , .. v. is CLB.(,I r1.>v U. S ... .. .....,....._..............:.............i ..........,..... .... :.............:. ............. .. 3 �l� .... . -...... U •\ _ iP L 7/: l Kc ...- i,v;.L , LAMOUREUX & DICKINSON Project I CONSULTING ENGINEERS, INC. Project No. D 1-00 `I Sheet No of 14 Morse Drive ►y Essex Junction, VT 05452 Calculated By 0tC1-'1NSUN Date 1-UPS- Ui Tel (802) 878-4450 / Fax (802) 878-3135 I e-mail: mail0ldceinc.com Checked By Date Scale \a° ` , LAMOUREUX & DICKINSON Project CONSULTING ENGINEERS, INC. Project No. Sheet No of 14 Morse Drive CalculatedBy 9•,91�-)NS dN Date �-09` U 1 Essex Junction, VT 05452 Y Tel (802) 878-4450 / Fax (802) 878-3135 e-mail: mail 0 ldceinc.com Checked By Date Scale ............... ATTACHMENT DHV Turning Movement Diagrams LamoureLIX & Dickinson Consulting Engineer-ri, Inc, LAMOUREUX & DICKINSON CONSULTING ENGINEERS, INC. 14 Morse Drive Essex Junction, VT 05452 Tel (802) 878-4450 / Fax (802) 878-3135 e-mail: mail 0 ldceinc.com Project Project No. O 1-0014 Sheet No of Calculated By �- ))CK)NSO''J Date Checked By Date Scale C_/OO 14UL"t1, l.�/ f 1�►2 c�J Cc i _ lw � ��?UJ C c i ......., ..............:... _ ...... ....... '. _.... ... . '..... f ��..r......M;..4...L` . ... ............................................. 240 --� !.... ............................................ ILI :................... ....... .... :_..... .... v� �. ! — C) ... �--- J .. / vE :. eye Svc ..... �_ -- V) ,T F V �i. y ATTACHMENT Kennedy Drive lHinesburg Road Intersection Capacity Analyses AM Peak Hour - Existing Geometrics LamaureUX & Dickinson Constilting Engineers, Inc. O'Brien Home Farm 08/09/01 2001 AM Background DHV 13:15:38 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Input Worksheet Intersection # 0 - Kennedy Drive & Hinesburg Road Area Location Type: NONCBD 1 11 1 Key: VOLUMES -- > 1 274 1 136 i 50 11 I 1 WIDTHS 1 12.0 1 12.0 1 12.0 II I v LANES I 1 1 1 1 1 II -------------------- I I I II \ 57 12.0 1 w ------------- / I \------------------- /I\ -- 446 12.0 1------------------- 1 ------- 153 12.0 1 / + / 35 12.0 1 North ------------------- 602 12.0 1 -- ------------------- \ I /------------- 110 12.0 1 \ II I I I -------------------- II 276 I 358 1 65 1 Phasing: SEQUENCE 44 I II 12.0 1 12.0 1 12.0 1 PERMSV N N N N II 1 1 1 1 1 1 OVERLP Y Y Y Y I II I I I LEADLAG LD LD SB WB NB EB RT TH LT RT TH LT RT TH LT RT TH LT Heavy veh, %HV 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Pk-hr fact, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed or Act A A A A A A A A A A A A Strtup lost, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext eff grn, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival typ, AT 3 3 3 4 4 3 3 3 3 4 4 3 ----------------------------------------------------------------------- Ped vol, vped 0 0 0 0 Bike vol, vbic 0 0 0 0 Parking locatns NO NO NO NO Park mnvrs, Nm 0 0 0 0 Bus stops, NB 0 0 0 0 Grade, %G .0 .0 .0 .0 ------------------------------------------------------------------------- Sq 44 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 **/** ------------------------------------------------------------------------- I +^ I + + 1+ 1 I I I I +++++1 ++ 1+ I ++++I I I /I\ I +> 1<+ + 1<+ 1 <++++I I I I I I v 1 ++++I I I I I I IA 1**** v I I I I North 1 <* 1 * +>I +>I****> I I I I I++++ * 1 *+ 1 + I++++ I I I I v* I *+ I + l v I I I ------------------------------------------------------------------------- C=120"1 G= 19.8" 1 G= 24.3" 1 G= 11.0" 1 G= 40.9" 1 G= 0.0" 1 G= 0.0" 1 I Y+R= 6.0" 1 Y+R= 6.0" l Y+R= 6.0" l Y+R= 6.0" l Y+R= 0.0" l Y+R= 0.0" 1 ------------------------------------------------------------------------- O'Brien Home Farm 2001 AM Background DHV file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Volume Adjust & Satflow Worksheet Volume Adjustment --------------- --------------- Volume, V Pk-hr fact, PHF Adj my flow, vp --------------- Lane group, LG Adj LG flow, v Prop LT, PLT Prop RT, PRT --------------- SB RT TH LT 274 136 50 1.00 1.00 1.00 274 -------------- 136 50 RT TH LT 274 136 50 .000 .000 1.00 1.000 -------------- .000 .000 WB RT -------------- TH LT -------------- 57 446 35 1.00 1.00 1.00 57 -------------- 446 35 RT TH LT 57 446 35 .000 .000 1.00 1.000 -------------- .000 .000 NB RT TH LT 65 358 276 1.00 1.00 1.00 65 358 276 -------------- RT TH LT 65 358 276 .000 .000 1.00 1.000 .000 .000 1 -------------- 08/09/01 13:15:38 EB RT -------------- TH LT -------------- 110 602 153 1.00 1.00 1.00 110 -------------- 602 153 RT TH LT 110 602 153 .000 .000 1.00 .000 -------------- .000 .000 Saturation SB WB NB EB Flow Rate RT TH LT RT TH LT RT TH LT RT TH LT Base satflo, so 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Number lanes, N 1 1 1 1 1 1 1 1 1 1 1 1 Lane width, fW 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Heavy veh, fHV .952 .952 .952 .952 .952 .952 .952 .952 .952 .952 .952 .952 Grade, fg 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Parking, fp 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Bus block, fbb 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Area type, fa 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Lane util, fLU 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Left -turn, fLT 1.000 1.00 .950 1.000 1.00 .950 1.000 1.00 .950 1.000 1.00 .950 Right -turn, fRT .850 1.00 1.00 .850 1.00 1.00 .850 1.00 1.00 .850 1.00 1.00 PedBike LT,fLpb 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 PedBike RT,fRpb 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Local adjustmnt 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Adj satflow, s 1538 1810 1719 1538 1810 1719 1538 1810 1719 1538 1810 1719 SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Capacity and LOS Worksheet I Capacity Analysis --------------- --------------- Lane group, LG Adj Flow, v Satflow, s Lost time, tL Effect green, g Grn ratio, g/C LG capacity, c v/c ratio, X Flow ratio, v/s Crit lane group --------------- ISum crit v/s,Yc Crit v/c, Xc SB RT TH LT RT TH LT 274 136 50 1538 1810 1719 6.0 6.0 6.0 41.3 24.3 19.8 .344 .203 .165 529 367 283 .518 .371 .177 .178 .075 .029 -------------- 0.780 .975 -------------- -------------- WB RT TH LT RT TH LT 57 446 35 1538 1810 1719 6.0 6.0 6.0 66.7 40.9 11.0 .556 .341 .091 855 617 157 .067 .723 .223 .037 .246 .020 -------------- Total lost, L NB RT TH LT RT TH LT 65 358 276 1538 1810 1719 6.0 6.0 6.0 41.3 24.3 19.8 .344 .203 .165 529 367 283 .123 .975 .975 .042 .198 .161 -------------- 24.0 EB RT TH LT RT TH LT 110 602 153 1538 1810 1719 6.0 6.0 6.0 66.7 40.9 11.0 .556 .341 .091 855 617 157 .129 .976 .975 .072 .333 .089 O'Brien Home Farm 2001 AM Background DHV file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Capacity and LOS Worksheet Delay and LOS SB WB RT TH LT RT TH LT I Lane group, LG RT TH LT Adj Flow, v 274 136 50 LG capacity, c 529 367 283 v/c ratio, X .518 .371 .177 Grn ratio, g/C I .344 .203 .165 Unif delay, dl 31.4 41.2 43.1 Incr calib, k .12 .11 .11 I Incr delay, d2 .9 .6 .3 Queue Delay, d3 .0 .0 .0 Unif delay, dl* .0 .0 .0 Prog factor, PF 1.00 1.00 1.00 Contrl delay, d I 32.3 41.9 43.4 Lane group LOS C D+ D+ Final Queue,Qbi 0 0 0 Appr delay, dA 36.3 Approach LOS D+ Appr flow, vA 460 Intersection: Delay 77.1 RT TH LT 57 446 35 855 617 157 .067 .723 .223 .556 .341 .091 12.3 34.6 50.6 .11 .28 .11 .0 4.3 .7 .0 .0 .0 .0 .0 .0 .67 .95 1.00 8.3 37.2 51.3 A D+ D 0 0 0 35.0 D+ 538 -------------- LOS E 08/09/01 13:15:38 NB EB RT -------------- TH LT RT -------------- TH LT -------------- RT TH LT -------------- RT TH LT 65 358 276 110 602 153 529 367 283 855 617 157 .123 .975 .975 .129 .976 .975 .344 .203 .165 .556 .341 .091 26.9 47.5 49.9 12.7 39.0 54.4 .11 .48 .48 .11 .48 .48 .1 71.6 83.7 .1 51.7 118 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 .67 .95 1.00 27.1 119 134 8.6 88.8 172 C+ F F A F F 0 0 0 0 0 0 116.3 93.4 F F -------------- 699 -------------- 865 I O'Brien Home Farm 08/09/01 2001 AM Background DHV 13:15:38 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kennedy Drive & Hinesburg Road Degree of Saturation (v/c) 0.75 Vehicle Delay 77.1 Level of Service E Sq 44 ------------------------------------------------- 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 **/** ------------------------------------------------- + ^ 1 + + 1 + 1 1 1 + ++++I + + 1 + I /I\ I +> 1<+ + 1<+ I <++++I I I I v I ++++I I I I IA 1**** v I I ` North I <* I * +>I +>I****> I I I I++++ * 1 *+ 1 + I v* I *+ i + I v I I ------------------------------------------------- I G/C=0.165 I G/C=0.203 I G/C=0.091 I G/C=0.341 I I G= 19.8" 1 G= 24.3" 1 G= 11.0" 1 G= 40.9" 1-Y+R=-0.0"-I-Y+R=21.5% 1-Y+R=-6=0"-1-Y+R=60.9% 1 I 1 OFF= 0.0$ 1 OFF=21.5$ 1 OFF=46.8$ 1 OFF=60.9$ I C=120 sec G= 96.0 sec = 80.0% Y=24.0 sec = 20.0% Ped= 0.0 sec = 0.0% I------------------------------------------------------------------------------- I Lane lWidth/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd I------------------------------------------------------------------------------- Used I @C (vph) @E IVolumel v/c I Delay I S IModel 11 SB Approach 36.3 D+ I RT 1 12/1 10.321 10.344 1 327 1 504 1 274 10.518 1 32.3 1 C 1 339 ftI I TH 1 12/1 10.269 10.203 1 1 1 333 1 136 10.371 1 41.9 1 D+1 185 ftI I LT I------------------------------------------------------------------------------- 1 12/1 10.249 10.165 1 1 1 248 1 50 10.177 1 43.4 1 D+1 69 ft1 NB Approach 116.3 F II---RT-_-1-12/1 10.255 10.344 1 327 1 504-1_--65 10.123 1 27.1 1 C+1--71 ft1 I TH 1 12/1 10.332 10.203 1 1 1 333 1 358 10.975 1 119.1 I*F 1 755 fti I LT ------------------------------------------------------------------------------- 1 12/1 10.309 10.165 1 1 1 248 1 276 10.975 1 133.6 I*F 1 610 ftI I WB Approach 35.0 D+ II---RT---1_12/1 10.252 10 556-1_-787 1 855-1_-_57 10 067=1_--8 3 1 A 1 26 fti I TH 1 12/1 10.352 10.341 1 414 1 594 1 446 10.723 1 37.2 1 D+1 563 ft1 I LT ------------------------------------------------------------------------------- 1 12/1 10.245 10.091 1 1 1 124 1 35 10.223 1 51.3 1 D 1 53 ftI EB Approach 93.4 F I RT 1 12/1 10.268 10.556 1 787 1 855 1 110 10.129 1 8.6 1 A 1 53 ft1 I TH 1 12/1 10.410 10.341 1 414 1 594 1 602 10.976 1 88.8 I*F 11151 ftI I LT I------------------------------------------------------------------------------- 1 12/1 10.275 10.091 1 1 1 124 1 153 10.975 1 172.3 1*F 1 373 ftl O'Brien Home Farm 08/09/01 2006 AM Background DHV 13:18:28 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Input Worksheet Intersection # 0 - Kennedy Drive & Hinesburg Road Area Location Type: NONCBD I 1 11 1 Key: VOLUMES -- > 1 294 I 146 I 54 II I 1 WIDTHS 112.0 112.0 112.0 II I v LANES I 1 1 1 1 1 II -------------------- I I I II \ 61 12.0 1 ------------- / I \------------------- /I\ -- 479 12.0 1 I ------------------- ------------------- I ------------------- 164 12.0 1 / + / 37 12.0 1 North ------------------- I 646 12.0 1 -- ------------------- \ I /------------- 118 12.0 1 \ II I I I -------------------- I) 296 1 385 1 70 1 Phasing: SEQUENCE 44 1 11 12.0 1 12.0 1 12.0 1 PERMSV N N N N 1 1 1 1 1 1 OVERLP Y Y Y Y II I I I LEADLAG LD LD SB WB RT TH LT RT TH LT Heavy veh, %HV 5.0 5.0 5.0 5.0 5.0 5.0 Pk-hr fact, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed or Act A A A A A A Strtup lost, 11 2.0 2.0 2.0 2.0 2.0 2.0 Ext eff grn, e 2.0 2.0 2.0 2.0 2.0 2.0 Arrival typ, AT 3 3 3 4 4 3 ------------------------------------------- Ped vol, vped 0 0 Bike vol, vbic 0 0 Parking locatns NO NO Park mnvrs, Nm 0 0 Bus stops, NB 0 0 Grade, %G .0 .0 NB EB RT TH LT RT TH LT 5.0 5.0 5.0 5.0 5.0 5.0 1.00 1.00 1.00 1.00 1.00 1.00 A A A A A A 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 4 4 3 ---------------------------- 0 0 0 0 NO NO 0 0 0 0 .0 .0 ------------------------------------------------------------------------- Sq 44 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 **/** -------------------------------------------------------------------- I +^ I + + 1+ I I I I I +++++I ++ 1+ /I\ I +> 1<+ + 1<+ 1 <++++I I i I I I v I ++++I I I I I I IA 1**** v I I I I North 1 <* I *+>I +>I****> I I I I I++++ * 1 *+ 1 + 1++++ I I I v* 1 *+ I + I v I I I ------------------------------------------------------------------------- C=120"1 G= 19.7" I G= 24.4" I G= 10.9" 1 G= 40.9" 1 G= 0.0" I G= 0.0" I I Y+R= 6.0" I Y+R= 6.0" I Y+R= 6.0" 1 Y+R= 6.0" I Y+R= 0.0" I Y+R= 0.0" 1 ------------------------------------------------------------------------- O'Brien Home Farm 08/09/01 2006 AM Background DHV 13:18:28 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Volume Adjust & Satflow Worksheet Volume SB WB NB EB Adjustment RT TH LT RT TH LT RT TH LT RT TH LT Volume, V 294 146 54 61 479 37 70 385 296 118 646 164 Pk-hr fact, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj my flow, vp --------------- 294 -------------- 146 54 61 -------------- 479 37 70 385 296 118 646 164 Lane group, LG RT TH LT RT TH LT -------------- RT TH LT -------------- RT TH LT Adj LG flow, v 294 146 54 61 479 37 70 385 296 118 646 164 Prop LT, PLT .000 .000 1.00 .000 .000 1.00 .000 .000 1.00 .000 .000 1.00 Prop RT, PRT --------------- 1.000 -------------- .000 .000 1.000 -------------- .000 .000 1.000 -------------- .000 .000 1.000 -------------- .000 .000 Saturation SB WB NB EB I Flow -Rate --------RT---TH---LT--RT---TH---LT--RT---TH---LT--RT---TH---LT Base satflo, so 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Number lanes, N 1 1 1 1 1 1 1 1 1 1 1 1 I Lane width, fW 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Heavy veh, fHV .952 .952 .952 .952 .952 .952 .952 .952 .952 .952 .952 .952 Grade, fg 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 I Parking, fp 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Bus block, fbb 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Area type, fa 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Lane util, fLU 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Left -turn, fLT 1.000 1.00 .950 1.000 1.00 .950 1.000 1.00 .950 1.000 1.00 .950 Right -turn, fRT .850 1.00 1.00 .850 1.00 1.00 .850 1.00 1.00 .850 1.00 1.00 PedBike LT,fLpb 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 I PedBike RT,fRpb 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Local adjustmnt 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Adj satflow, s 1538 1810 1719 1538 1810 1719 1538 1810 1719 1538 1810 1719 SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Capacity and LOS Worksheet Capacity Analysis --------------- --------------- Lane group, LG Adj Flow, v Satflow, s Lost time, tL Effect green, g Grn ratio, g/C LG capacity, c v/c ratio, X Flow ratio, v/s Crit lane group --------------- Sum crit v/s,Yc Crit v/c, Xc --------------- --------------- SB RT TH LT RT TH LT 294 146 54 1538 1810 1719 6.0 6.0 6.0 41.3 24.4 19.7 .344 .203 .165 530 368 283 .555 .397 .191 .191 .081 .031 -------------- 0.837 1.047 WB RT TH LT RT TH LT 61 479 37 1538 1810 1719 6.0 6.0 6.0 66.7 40.9 10.9 .556 .341 .091 855 617 157 .071 .776 .236 .040 .265 .022 -------------- Total lost, L NB RT TH LT RT TH LT 70 385 296 1538 1810 1719 6.0 6.0 6.0 41.3 24.4 19.7 .344 .203 .165 530 368 283 .132 1.05 1.05 .046 .213 .172 -------------- 24.0 EB RT TH LT RT TH LT 118 646 164 1538 1810 1719 6.0 6.0 6.0 66.7 40.9 10.9 .556 .341 .091 855 617 157 .138 1.05 1.04 .077 .357 .095 O'Brien Home Farm 08/09/01 2006 AM Background DHV 13:18:28 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Capacity and LOS Worksheet Delay SB WB NB EB and LOS RT TH LT RT TH LT RT TH LT RT TH LT ----------------------------------------------------------------------- ----------------------------------------------------------------------- Lane group, LG RT TH LT RT TH LT RT TH LT RT TH LT Adj Flow, v 294 146 54 61 479 37 70 385 296 118 646 164 LG capacity, c 530 368 283 855 617 157 530 368 283 855 617 157 v/c ratio, X .555 .397 .191 .071 .776 .236 .132 1.05 1.05 .138 1.05 1.04 Grn ratio, g/C .344 .203 .165 .556 .341 .091 .344 .203 .165 .556 .341 .091 Unif delay, dl 31.9 41.4 43.2 12.3 35.4 50.6 27.0 47.8 50.1 12.8 39.5 54.5 Incr calib, k .15 .11 .11 .11 .33 .11 .11 .50 .50 .11 .50 .50 Incr delay, d2 1.3 .7 .3 .0 6.5 .8 .1 146 158 .1 128 192 Queue Delay, d3 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 Unif delay, dl* .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 Prog factor, PF 1.00 1.00 1.00 .67 .95 1.00 1.00 1.00 1.00 .67 .95 1.00 Contrl delay, d 33.2 42.1 43.6 8.3 40.2 51.4 27.1 194 208 8.7 165 247 Lane group LOS C D+ D+ A D+ D C+ F F A F F Final Queue,Qbi 0 0 0 0 0 0 0 17 13 0 29 7 ----------------------------------------------------------------------- Appr delay, dA 37.0 37.6 184.1 159.8 Approach LOS D+ D+ F F Appr flow, vA 494 577 751 928 Intersection: Delay 118.7 LOS F O'Brien Home Farm 08/09/01 2006 AM Background DHV 13:18:28 file: 01-004/kennhine SIGNAL2000/TEAPAC(Ver 1.00.02] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kennedy Drive & Hinesburg Road Degree of Saturation (v/c) 0.80 Vehicle Delay 118.7 Level of Service F ------------------------------------------------- Sq 44 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 **/** ------------------------------------------------- + ^ I + + 1 + 1 + ++++I + + i + I +> 1<+ + 1<+ I <++++1 I I I v 1 ++++I I I I IA 1**** v I I North I <* 1 * +>I +>I****> I I I++++ * 1 *+ 1 + 1++++ 1 I v* I *+ I + I v i ------------------------------------------------- I G/C=0.165 I G/C=0.203 I G/C=0.091 I G/C=0.341 I I G= 19.7" I G= 24.4" 1 G= 10.9" 1 G= 40.9" Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 OFF= 0.0% 1 OFF=21.5% I OFF=46.8% I OFF=60.9% 1 ------------------------------------------------- C=120 sec G= 96.0 sec = 80.0% Y=24.0 sec = 20.0% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------------- I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E 1Volumel v/c I Delay I S IModel 11 ------------------------------------------------------------------------------- SB Approach 37.0 D+ ------------------------ I RT 1 12/1 10.330 10.344 1 328 1 505 1 294 10.555 1 33.2 1 C 1 369 ft1 I TH 1 12/1 10.271 10.203 1 1 1 334 1 146 10.397 1 42.1 1 D+1 200 ftl I LT 1 12/1 10.250 10.165 1 1 1 248 1 54 10.191 1 43.6 1 D+1 75 ftI ------------------------------------------------------------------------------- NB Approach 184.1 F ---- ------------------- I RT 1 12/1 10.256 10.344 1 328 1 505 1 70 10.132 1 27.1 1 C+1 77 ftI I TH 1 12/1 10.342 10.203 1 1 1 334 1 385 11.046 1 194.0 I*F 11056 ftI I LT 1 12/1 10.317 10.165 1 1 1 248 1 296 11.046 1 208.5 I*F 1 845 ftI ------------------------------------------------------------------------------- WB Approach 37.6 D+ - -------------------- I RT 1 12/1 10.254 10.556 1 787 1 855 1 61 10.071 1 8.3 1 A 1 28 ftI I TH 1 12/1 10.363 10.341 1 414 1 594 1 479 10.776 1 40.2 1 D+1 633 ft1 I LT 1 12/1 10.245 10.091 1 1 1 124 1 37 10.236 1 51.4 1 D 1 56 ft1 ------------------------------------------------------------------------------- EB Approach 159.8 F ------------------- I RT 1 12/1 10.270 10.556 1 787 1 855 1 118 10.138 1 8.7 1 A 1 57 ft1 I TH 1 12/1 10.427 10.341 1 414 1 594 1 646 11.047 1 165.3 I*F 11669 ft1 I LT 1 12/1 10.278 10.091 1 1 1 124 1 164 11.045 1 246.9 I*F 1 509 ftI ------------------------------------------------------------------------------- O'Brien Home Farm 08/09/01 2006 AM w/ Project DHV 13:20:04 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Input Worksheet Intersection # 0 - Kennedy Drive & Hinesburg Road Area Location Type: NONCBD I 1 11 1 Key: VOLUMES -- > I 294 I 150 I 56 II I 1 WIDTHS 112.0 112.0 ( 12.0 II ( v LANES I 1 1 1 1 1 II -------------------- I I I II \ 61 12.0 1 ------------- / I \ ------------------- /I\ ---- -- 479 12.0 1 I 164 12.0 1 / + ------------------- / 38 12.0 1 I North ------------------- 648 12.0 1 -- ------------------- \ I / ------------- 121 12.0 1 -------------------- 1) 316 I 407 ( 70 I Phasing: SEQUENCE 44 II 12.0 112.0 112.0 i PERMSV N N N N i I I 1 1 1 1 1 1 OVERLP Y Y Y Y SB WB NB RT TH LT RT TH LT RT TH LT Heavy veh, %HV 5.0 5.0 5.0 Pk-hr fact, PHF 1.00 1.00 1.00 Pretimed or Act A A A Strtup lost, 11 2.0 2.0 2.0 Ext eff grn, e 2.0 2.0 2.0 Arrival typ, AT --------------- 3 -------------- 3 3 Ped vol, vped 0 Bike vol, vbic 0 Parking locatns NO Park mnvrs, Nm 0 Bus stops, NB 0 Grade, %G .0 5.0 5.0 5.0 1.00 1.00 1.00 A A A 2.0 2.0 2.0 2.0 2.0 2.0 4 4 3 -------------- 0 0 NO 0 0 .0 5.0 5.0 5.0 1.00 1.00 1.00 A A A 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 -------------- 0 0 NO 0 0 -------------- .0 LEADLAG LD LD EB RT TH LT -------------- -------------- 5.0 5.0 5.0 1.00 1.00 1.00 A A A 2.0 2.0 2.0 2.0 2.0 2.0 4 4 3 -------------- 0 0 NO 0 0 .0 ------------------------------------------------------------------------- Sq 44 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 */** ------------------------------------------------------------------------- I +^ I + + I+ I I I I I +++++I ++ I+ 1 ++++I I I /I\ I +> I<+ + I<+ I <++++I I I I I I v I A++++I I I I I I IA 1**** v I I I I North I <* I *+>I +>I****> I I I I I++++ * I *+ I + I++++ I I I I v* I *+ I + I v I I I ------------------------------------------------------------------------- C=120"1 G= 20.5" 1 G= 25.0" 1 G= 10.6" 1 G= 39.9" 1 G= 0.0" 1 G= 0.0" 1 I Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 0.0" 1 Y+R= 0.0" 1 ------------------------------------------------------------------------- O'Brien Home Farm 08/09/01 2006 AM w/ Project DHV 13:20:04 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Volume Adjust & Satf low Worksheet Volume SB WB NB EB Adjustment RT TH LT RT TH LT RT TH LT RT TH LT ----------------------------------------------------------------------- ----------------------------------------------------------------------- Volume, V 294 150 56 61 479 38 70 407 316 121 648 164 Pk-hr fact, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj my flow, vp 294 150 56 61 479 38 70 407 316 121 648 164 ----------------------------------------------------------------------- Lane group, LG RT TH LT RT TH LT RT TH LT RT TH LT Adj LG flow, v 294 150 56 61 479 38 70 407 316 121 648 164 Prop LT, PLT .000 .000 1.00 .000 .000 1.00 .000 .000 1.00 .000 .000 1.00 Prop RT, PRT 1.000 .000 .000 1.000 .000 .000 1.000 .000 .000 1.000 .000 .000 ----------------------------------------------------------------------- Saturation SB WB NB EB I Flow -Rate --------RT---TH---LT--RT---TH---LT--RT---TH---LT--RT---TH---LT Base satflo, so 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Number lanes, N 1 1 1 1 1 1 1 1 1 1 1 1 I Lane width, fW 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Heavy veh, fHV .952 .952 .952 .952 .952 .952 .952 .952 .952 .952 .952 .952 Grade, fg 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 I Parking, fp 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Bus block, fbb 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Area type, fa 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Lane util, fLU 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 I Left -turn, fLT 1.000 1.00 .950 1.000 1.00 .950 1.000 1.00 .950 1.000 1.00 .950 Right -turn, fRT .850 1.00 1.00 .850 1.00 1.00 .850 1.00 1.00 .850 1.00 1.00 PedBike LT,fLpb 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 I PedBike RT,fRpb 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Local adjustmnt 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Adj satflow, s 1538 1810 1719 1538 1810 1719 1538 1810 1719 1538 1810 1719 ----------------------------------------------------------------------- ----------------------------------------------------------------------- SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Capacity and LOS Worksheet Capacity Analysis Lane group, LG Adj Flow, v Satflow, s Lost time, tL Effect green, g Grn ratio, g/C LG capacity, c v/c ratio, X Flow ratio, v/s Crit lane group --------------- Sum crit v/s,Yc Crit v/c, Xc SB ICi��M��ily RT TH LT 294 150 56 1538 1810 1719 6.0 6.0 6.0 41.7 25.0 20.5 .347 .209 .171 534 378 293 .551 .397 .191 .191 .083 .033 -------------- 0.862 1.078 WB RT TH LT RT TH LT 61 479 38 1538 1810 1719 6.0 6.0 6.0 66.3 39.9 10.6 .553 .332 .089 850 601 152 .072 .797 .250 .040 .265 .022 -------------- Total lost, L NB EB RT TH LT RT TH LT -------------------------- RT TH LT 70 407 316 1538 1810 1719 6.0 6.0 6.0 41.7 25.0 20.5 .347 .209 .171 534 378 293 .131 1.08 1.08 .046 .225 .184 RT TH LT 121 648 164 1538 1810 1719 6.0 6.0 6.0 66.3 39.9 10.6 .553 .332 .089 850 601 152 .142 1.08 1.08 .079 .358 .095 ---------------------------- 24.0 O'Brien Home Farm 2006 AM w/ Project DHV file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Capacity and LOS Worksheet Delay and LOS Lane group, LG Adj Flow, v LG capacity, c v/c ratio, X Grn ratio, g/C Unif delay, d1 Incr calib, k Incr delay, d2 Queue Delay, d3 Unif delay, dl* Prog factor, PF Contrl delay, d Lane group LOS Final Queue,Qbi --------------- Appr delay, dA Approach LOS Appr flow, vA Intersection: SB RT TH LT RT TH LT 294 150 56 534 378 293 .551 .397 .191 .347 .209 .171 31.6 41.0 42.7 .15 .11 .11 1.2 .7 .3 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 32.8 41.7 43.0 C D+ D+ 0 0 0 36.6 D+ 500 -------------- Delay 144.4 =- ----------- WB RT TH LT RT TH LT 61 479 38 850 601 152 .072 .797 .250 .553 .332 .089 12.5 36.4 51.0 .11 .34 .11 .0 7.9 .9 .0 .0 .0 .0 .0 .0 .68 .96 1.00 8.5 42.8 51.8 A D+ D 0 0 0 -------------- 39.8 D+ 578 LOS F -------------- -------------- NB RT TH LT RT TH LT 70 407 316 534 378 293 .131 1.08 1.08 .347 .209 .171 26.8 47.5 49.8 .11 .50 .50 .1 187 201 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 26.9 235 250 C+ F F 0 29 23 222.7 F 793 -------------- 08/09/01 13:20:04 EB RT TH LT RT TH LT 121 648 164 850 601 152 .142 1.08 1.08 .553 .332 .089 13.0 40.1 54.7 .11 .50 .50 .1 174 239 .0 .0 .0 .0 .0 .0 .68 .96 1.00 8.9 213 293 A F F 0 47 12 -------------- 200.3 F 933 O'Brien Home Farm 08/09/01 2006 AM w/ Project DHV 13:20:04 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kennedy Drive & Hinesburg Road Degree of Saturation (v/c) 0.82 Vehicle Delay 144.4 Level of Service F ------------------------------------------------- Sq 44 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 **/** ------------------------------------------------- I +^ 1++ I+ 1 i + + 1 + 1 ++++1 /I\ I +> 1<+ + 1<+ 1 <++++I I I I v I ++++1 I I I IA 1**** v I I North I <* 1 * +>I +>1****> I I I++++ * I *+ 1 + 1++++ 1 I V* I *+ I + I v I ------------------------------------------------- I G/C=0.171 I G/C=0.209 I G/C=0.089 I G/C=0.332 I G= 20.5" 1 G= 25.0" 1 G= 10.6" 1 G= 39.9" 1 l Y+R= 6.0" 1 Y+R= 6.0" l Y+R= 6.0" l Y+R= 6.0" I 1 OFF= 0.0% 1 OFF=22.1% I OFF=47.9% I OFF=61.8% 1 ------------------------------------------------- C=120 sec G= 96.0 sec = 80.0% Y=24.0 sec = 20.0% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------------- I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group ------------------------------------------------------------------------------- I Lanesl Reqd Used I @C (vph) @E 1Volumel v/c I Delay I S IModel 11 SB Approach 36.6 D+ I RT 1 12/1 10.330 10.347 1 335 1 509 1 294 ---------------------- 10.551 1 32.8 1 C 1 367 ftl I TH 1 12/1 10.272 10.209 1 1 1 344 1 150 10.397 1 41.7 1 D+I 204 ftl I LT ------------------------------------------------------------------------------- 1 12/1 10.250 10.171 1 1 1 258 1 56 10.191 1 43.0 1 D+I 77 ftl NB Approach 222.7 F I RT 1 12/1 10.256 10.347 1 335 1 509 1 70 10.131 ------------------ 1 26.9 1 C+1 77 ftl I TH 1 12/1 10.350 10.209 1 1 1 344 1 407 11.077 1 234.8 I*F 11251 ftl I LT ------------------------------------------------------------------------------- 1 12/1 10.324 10.171 1 1 1 258 1 316 11.078 1 250.5 i*F 11012 ftl WB Approach 39.8 D+ I RT 1 12/1 10.254 10.553 1 781 1 850 - ------------------------------ 1 61 10.072 1 8.5 1 A 1 29 ftl I TH 1 12/1 10.363 10.332 1 387 1 577 1 479 10.797 1 42.8 1 D+1 652 ftl I LT ------------------------------------------------------------------------------- 1 12/1 10.246 10.089 1 1 1 119 1 38 10.250 1 51.8 1 D 1 58 ftl EB Approach 200.3 F I RT 1 12/1 10.271 10.553 1 781 1 850 1 121 10.142 1 8.9 1 A 1 60 ftl I TH 1 12/1 10.428 10.332 1 387 1 577 1 648 11.078 1 212.6 I*F 11920 ftl I LT ------------------------------------------------------------------------------- 1 12/1 10.278 10.089 1 1 1 119 1 164 11.079 1 293.2 I*F 1 577 ftl ATTACHMENT Kennedy Drive/ Hinesburg Road Intersection Capacity Analyses AM Peak Hour - Future Geometrics LamoureLix & Dickinson Consulting Engineers, hn-,. O'Brien Home Farm 08/09/01 I 2006 AM Background DHV 13:22:28 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Input Worksheet Intersection # 0 - Kennedy Drive & Hinesburg Road Area Location Type: NONCBD II I 1 11 1 Key: VOLUMES -- > 1 294 1 146 1 54 II I 1 WIDTHS 1 12.0 1 12.0 1 12.0 II I v LANES I 1 1 1 1 I 1 II -------------------- I I I II \ 61 12.0 1 ------------- / I \------------------- I -- 479 24.0 2 1 ------------------- 1 164 12.0 1 / + / 37 12.0 1 North ------------------- I ------646 24.0 2 -- ----------- \ I /------------- 118 12.0 1 \ II I I I I -------------------- II 296 1 385 1 70 1 Phasing: SEQUENCE 44 I 11 12.0 1 12.0 1 12.0 1 PERMSV N N N N l i 1 1 1 1 OVERLP Y Y Y Y II I I I LEADLAG LD LD ISB WB NB EB RT TH LT RT TH LT RT TH LT RT TH LT IHeavy veh, %HV 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Pk-hr fact, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed or Act A A A A A A A A A A A A I Strtup lost, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext eff grn, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival typ, AT 3 3 3 4 4 3 3 3 3 4 4 3 ----------------------------------------------------------------------- IPed vol, vped 0 0 0 0 Bike vol, vbic 0 0 0 0 Parking locatns NO NO NO NO Park mnvrs, Nm 0 0 0 0 Bus stops, NB 0 0 0 0 Grade, %G .0 .0 .0 .0 ----------------------------------------------------------------------- ------------------------------------------------------------------------- Sq 44 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 **/** ------------------------------------------------------------------------- 1 +^ 1++ I+ I A I I I + ++++1 + + 1 + 1 ++++I I I /I\ I +> 1<+ + 1<+ 1 <++++I I I I I I v 1 ++++I I I I I I IA 1**** v I I I I North I <* 1 *+>I +>I****> I I I *+ 1 + 1++++ I I I I v* I *+ I + I v I I I ------------------------------------------------------------------------- C= 90"1 G= 17.2" 1 G= 20.8" 1 G= 10.1" 1 G= 17.9" 1 G= 0.0" 1 G= 0.0" 1 I Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 0.0" 1 Y+R= 0.0" 1 ------------------------------------------------------------------------- O'Brien Home Farm 2006 AM Background DHV file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Volume Adjust & Satflow Worksheet Volume SB WB Adjustment RT TH LT RT TH LT ------------------------------------------- ------------------------------------------- Volume, V 294 146 54 61 479 37 Pk-hr fact, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Adj my flow, vp 294 146 54 61 479 37 ------------------------------------------- Lane group, LG RT TH LT RT TH LT Adj LG flow, v 294 146 54 61 479 37 Prop LT, PLT .000 .000 1.00 .000 .000 1.00 Prop RT, PRT 1.000 .000 .000 1.000 .000 .000 ------------------------------------------- Saturation SB WB I Flow -Rate --------RT---TH---LT--RT---TH---LT Base satflo, so 1900 1900 1900 1900 1900 1900 Number lanes, N 1 1 1 1 2 1 Lane width, fW 1.000 1.00 1.00 1.000 1.00 1.00 Heavy veh, fHV .952 .952 .952 .952 .952 .952 Grade, fg 1.000 1.00 1.00 1.000 1.00 1.00 Parking, fp 1.000 1.00 1.00 1.000 1.00 1.00 Ij Bus block, fbb 1.000 1.00 1.00 1.000 1.00 1.00 Area type, fa 1.000 1.00 1.00 1.000 1.00 1.00 Lane util, fLU 1.000 1.00 1.00 1.000 .950 1.00 I Left -turn, fLT 1.000 1.00 .950 1.000 1.00 .950 f Right -turn, fRT .850 1.00 1.00 .850 1.00 1.00 PedBike LT,fLpb 1.000 1.00 1.00 1.000 1.00 1.00 PedBike RT,fRpb 1.000 1.00 1.00 1.000 1.00 1.00 Local adjustmnt 1.000 1.00 1.00 1.000 1.00 1.00 Adj satflow, s 1538 1810 1719 1538 3438 1719 ------------------------------------------- 08/09/01 13:22:28 NB EB RT TH LT RT TH LT ---------------------------- ---------------------------- 70 385 296 118 646 164 1.00 1.00 1.00 1.00 1.00 1.00 70 385 296 118 646 164 ---------------------------- RT TH LT RT TH LT 70 385 296 118 646 164 .000 .000 1.00 .000 .000 1.00 1.000 .000 .000 1.000 .000 .000 ---------------------------- NB EB RT TH LT RT TH LT 1900 1900 1900 1900 1900 1900 1 1 1 1 2 1 1.000 1.00 1.00 1.000 1.00 1.00 .952 .952 .952 .952 .952 .952 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 .950 1.00 1.000 1.00 .950 1.000 1.00 .950 .850 1.00 1.00 .850 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1538 1810 1719 1538 3438 1719 ---------------------------- ---------------------------- SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Capacity and LOS Worksheet Capacity Analysis Lane group, LG Adj Flow, v Satflow, s Lost time, tL Effect green, g Grn ratio, g/C LG capacity, c v/c ratio, X Flow ratio, v/s Crit lane group --------------- Sum Grit v/s,Yc Crit v/c, Xc SB RT TH LT RT TH LT 294 146 54 1538 1810 1719 6.0 6.0 6.0 36.9 20.8 17.2 .410 .231 .191 631 418 329 .466 .349 .164 .191 .081 .031 -------------- 0.668 .911 WB RT TH LT RT TH LT 61 479 37 1538 3438 1719 6.0 6.0 6.0 41.1 17.9 10.1 .456 .199 .113 702 683 194 .087 .701 .191 .040 .139 .022 -------------- Total lost, L NB RT TH LT RT TH LT 70 385 296 1538 1810 1719 6.0 6.0 6.0 36.9 20.8 17.2 .410 .231 .191 631 418 329 .111 .921 .900 .046 .213 .172 -------------- 24.0 EB RT TH LT RT TH LT 118 646 164 1538 3438 1719 6.0 6.0 6.0 41.1 17.9 10.1 .456 .199 .113 702 683 194 .168 .946 .845 .077 .188 .095 O'Brien Home Farm 2006 AM Background DHV file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Capacity and LOS Worksheet Delay and LOS --------------- --------------- Lane group, LG Adj Flow, v LG capacity, c v/c ratio, X Grn ratio, g/C Unif delay, dl Incr calib, k Incr delay, d2 Queue Delay, d3 Unif delay, dl* Prog factor, PF Contrl delay, d Lane group LOS Final Queue,Qbi --------------- Appr delay, dA Approach LOS Appr flow, vA SB RT TH LT RT TH LT 294 146 54 631 418 329 .466 .349 .164 .410 .231 .191 19.4 29.0 30.4 .11 .11 .11 .5 .5 .2 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 19.9 29.5 30.6 B C C 0 0 0 -------------- 23.9 C+ 494 WB RT TH LT RT TH LT 61 479 37 702 683 194 .087 .701 .191 .456 .199 .113 13.8 33.6 36.2 .11 .27 .11 .1 3.3 .5 .0 .0 .0 .0 .0 .0 .83 1.00 1.00 11.5 36.9 36.7 B+ D+ D+ 0 0 0 34.2 C 577 Intersection: Delay 49.8 LOS D ------------------------------------------- ------------------------------------------- NB RT TH LT RT TH LT 70 385 296 631 418 329 .111 .921 .900 .410 .231 .191 16.4 33.8 35.6 .11 .44 .42 .1 35.3 34.7 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 16.5 69.1 70.3 B E E 0 0 0 64.7 E+ 751 -------------- 08/09/01 13:22:28 EB RT TH LT RT TH LT 118 646 164 702 683 194 .168 .946 .845 .456 .199 .113 14.4 35.6 39.2 .11 .46 .38 .1 31.8 34.3 .0 .0 .0 .0 .0 .0 .83 1.00 1.00 12.0 67.4 73.4 B+ E+ E 0 0 0 61.4 E+ 928 -------------- O'Brien Home Farm 08/09/01 2006 AM Background DHV 13:22:28 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02) - Capacity Analysis Summary Intersection Averages for Int # 0 - Kennedy Drive & Hinesburg Road Degree of Saturation (v/c) 0.71 Vehicle Delay 49.8 Level of Service D ------------------------------------------------- Sq 44 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 **/** ------------------------------------------------- I +^ I + + 1+ 1 I I + ++++I + + I + 1 ++++1 /I\ I +> 1<+ + 1<+ I <++++I I I I v 1 ++++I I I I IA 1**** v I I North I <* 1 * +>I +>1****> I I I++++ * I *+ I + I++++ 1 I v* I *+ I + I v I ------------------------------------------------- I G/C=0.191 I G/C=0.231 I G/C=0.113 I G/C=0.199 1 I G= 17.2" 1 G= 20.8" I G= 10.1" 1 G= 17.9" I I Y+R= 6.0" l Y+R= 6.0" I Y+R= 6.0" l Y+R= 6.0" 1 I OFF= 0.0% I OFF=25.8% I OFF=55.5% 1 OFF=73.5% i ------------------------------------------------- C= 90 sec G= 66.0 sec = 73.3% Y=24.0 sec = 26.7% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------------- I Lane (Width/I g/C I Service Ratel Adj i I HCM I L I Queue I I Group I Lanesl Reqd ------------------------------------------------------------------------------- Used I @C (vph) @E lVolumel v/c I Delay I S IModel 11 SB Approach ------------------------------------------------------------------------------- 23.9 C+ I RT 1 12/1 10.271 10.410 1 532 1 619 1 294 10.466 1 19.9 1 B 1 254 ftl I TH 1 12/1 10.169 10.231 1 273 1 395 1 146 10.349 1 29.5 1 C 1 147 ft1 I LT 1 12/1 ------------------------------------------------------------------------------- 10.138 10.191 1 183 1 304 1 54 10.164 1 30.6 1 C 1 55 ftl NB Approach ------------------------------------------------------------------------------- 64.7 E+ ------------------------------------------------------------------------------- I RT 1 12/1 10.148 10.410 1 532 1 619 1 70 10.111 1 16.5 1 B 1 52 ftl I TH 1 12/1 10.287 10.231 1 273 1 395 1 385 10.921 1 69.1 1*E 1 549 ftl I LT 1 12/1 ------------------------------------------------------------------------------- 10.252 10.191 1 183 1 304 1 296 10.900 1 70.3 1*E 1 421 ftI WB Approach ------------------------------------------------------------------------------- 34.2 C ------------------------------------------------------------------------------- I RT 1 12/1 10.144 10.456 1 627 1 696 1 61 10.087 1 11.5 1 B+1 31 f tl I TH 1 24/2 10.210 10.199 1 433 1 663 1 479 10.701 1 36.9 1 D+1 293 ftl I LT 1 12/1 ------------------------------------------------------------------------------- 10.132 10.113 1 1 1 169 1 37 10.191 1 36.7 1 D+1 41 fti EB Approach ------------------------------------------------------------------------------- 61.4 E+ ------------------------------------------------------------------------------- I RT 1 12/1 10.168 10.456 1 627 1 696 1 118 10.168 1 12.0 1 B+1 64 ft1 I TH 1 24/2 10.250 10.199 1 433 1 663 1 646 10.946 1 67.4 I*E+l 650 ft1 I LT 1 12/1 ------------------------------------------------------------------------------- 10.181 10.113 1 1 1 169 1 164 10.845 1 73.4 1*E 1 234 ftl O'Brien Home Farm 08/09/01 2006 AM w/ Project DHV 13:20:53 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Input Worksheet Intersection # 0 - Kennedy Drive & Hinesburg Road Area Location Type: NONCBD II I Key: VOLUMES -- > 1 294 1 150 1 56 II I 1 WIDTHS 1 12.0 1 12.0 1 12.0 II I v LANES I 1 1 1 1 1 II -------------------- I I I II \ 61 12.0 1 ------------- / I \------------------- /I\ -- 479 24.0 2 1 ------------------- 1 164 12.0 1 / + / 38 12.0 1 North ------------------- 648 24.0 2 -- ------------------- \ I /------------- 121 12.0 1 \ II I I I -------------------- II 316 1 407 1 70 1 Phasing: SEQUENCE 44 1 II 12.0 1 12.0 1 12.0 1 PERMSV N N N N II 1 1 1 1 1 1 OVERLP Y Y Y Y II I I I LEADLAG LD LD SB WB NB EB RT TH LT RT TH LT RT TH LT RT TH LT ----------------------------------------------------------------------- ----------------------------------------------------------------------- Heavy veh, %HV 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Pk-hr fact, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed or Act A A A A A A A A A A A A Strtup lost, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext eff grn, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival typ, AT 3 3 3 4 4 3 3 3 3 4 4 3 ----------------------------------------------------------------------- Ped vol, vped 0 0 0 0 Bike vol, vbic 0 0 0 0 Parking locatns NO NO NO NO Park mnvrs, Nm 0 0 0 0 Bus stops, NB 0 0 0 0 Grade, %G .0 .0 .0 .0 ----------------------------------------------------------------------- ----------------------------------------------------------------------- ------------------------------------------------------------------------- Sq 44 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 **/** ------------------------------------------------------------------------- I +^ I + + I+ I A I I I I +++++1 ++ 1+ I ++++I I I /I\ I +> 1<+ + 1<+ I <++++I I I I I I v I ++++I I I I I I 1 A 1**** v I I I I North I <* 1 *+>I +>I****> I I I I I++++ * 1 *+ 1 + 1++++ 1 I I I v* I *+ I + I v I I I ------------------------------------------------------------------------- C=100"1 G= 20.3" 1 G= 24.3" 1 G= 11.4" 1 G= 19.9" 1 G= 0.0" 1 G= 0.0" 1 I Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 0.0" 1 Y+R= 0.0" 1 ------------------------------------------------------------------------- O'Brien Home Farm 2006 AM w/ Project DHV file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Volume Adjust & Satflow Worksheet Volume Adjustment --------------- --------------- Volume, V Pk-hr fact, PHF Adj my flow, vp --------------- Lane group, LG Adj LG flow, v Prop LT, PLT Prop RT, PRT --------------- 08/09/01 13:20:53 SB WB NB EB RT -------------- TH LT RT -------------- TH LT RT -------------- TH LT RT -------------- TH LT -------------- 294 150 56 -------------- 61 479 38 -------------- 70 407 316 -------------- 121 648 164 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 294 150 56 61 479 38 70 407 316 121 648 164 -------------- RT TH LT -------------- RT TH LT -------------- RT TH LT -------------- RT TH LT 294 150 56 61 479 38 70 407 316 121 648 164 .000 .000 1.00 .000 .000 1.00 .000 .000 1.00 .000 .000 1.00 1.000 -------------- .000 .000 1.000 -------------- .000 .000 1.000 -------------- .000 .000 1.000 -------------- .000 .000 Saturation SB WB NB Flow Rate RT TH LT RT TH LT RT TH LT RT --------------------------------------------------------- ---- --------------------------------------------------------- ---- Base satflo, so 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Number lanes, N 1 1 1 1 2 1 1 1 1 1 Lane width, fW 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 Heavy veh, fHV .952 .952 .952 .952 .952 .952 .952 .952 .952 .952 Grade, fg 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 Parking, fp 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 Bus block, fbb 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 Area type, fa 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 Lane util, fLU 1.000 1.00 1.00 1.000 .950 1.00 1.000 1.00 1.00 1.000 Left -turn, fLT 1.000 1.00 .950 1.000 1.00 .950 1.000 1.00 .950 1.000 Right -turn, fRT .850 1.00 1.00 .850 1.00 1.00 .850 1.00 1.00 .850 PedBike LT,fLpb 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 PedBike RT,fRpb 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 Local adjustmnt 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 Adj Satflow, s 1538 1810 1719 1538 3438 1719 1538 1810 1719 1538 EB TH LT 1900 1900 2 1 1.00 1.00 .952 .952 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 .950 1.00 1.00 .950 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3438 1719 O'Brien Home Farm 2006 AM w/ Project DHV file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Capacity and LOS Worksheet Capacity Analysis Lane group, LG Adj Flow, v Satflow, s Lost time, tL Effect green, g Grn ratio, g/C LG capacity, c v/c ratio, X Flow ratio, v/s Crit lane group --------------- Sum Grit v/s,Yc Crit v/c, Xc Delay and LOS Lane group, LG Adj Flow, v LG capacity, c v/c ratio, X Grn ratio, g/C Unif delay, dl Incr calib, k Incr delay, d2 Queue Delay, d3 Unif delay, dl* Prog factor, PF Contrl delay, d Lane group LOS Final Queue,Qbi --------------- Appr delay, dA Approach LOS Appr flow, vA Intersection: SB RT TH LT RT TH LT 294 150 56 1538 1810 1719 6.0 6.0 6.0 41.7 24.3 20.3 .417 .243 .203 642 440 350 .458 .341 .160 .191 .083 .033 -------------- 0.693 .911 SB RT TH LT RT TH LT 294 150 56 642 440 350 .458 .341 .160 .417 .243 .203 21.0 31.2 32.8 .11 .11 .11 .5 .5 .2 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 21.5 31.7 33.0 C+ C C 0 0 0 25.9 C+ 500 -------------- Delay 52.9 -------------- -------------- WB RT TH LT RT TH LT 61 479 38 1538 3438 1719 6.0 6.0 6.0 46.3 19.9 11.4 .463 .199 .114 712 685 196 .086 .699 .194 .040 .139 .022 -------------- Total lost, L WB RT TH LT RT TH LT 61 479 38 712 685 196 .086 .699 .194 .463 .199 .114 15.0 37.2 40.1 .11 .27 .11 .1 3.2 .5 .0 .0 .0 .0 .0 .0 .82 1.00 1.00 12.4 40.5 40.6 B+ D+ D+ 0 0 0 37.5 D+ 578 LOS D -------------- -------------- NB RT TH LT RT TH LT 70 407 316 1538 1810 1719 6.0 6.0 6.0 41.7 24.3 20.3 .417 .243 .203 642 440 350 .109 .925 .903 .046 .225 .184 * * -------------- 24.0 NB RT TH LT RT TH LT 70 407 316 642 440 350 .109 .925 .903 .417 .243 .203 17.8 36.9 38.9 .11 .44 .42 .1 35.3 34.0 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 17.9 72.3 72.8 B E E 0 0 0 -------------- 67.7 E 793 -------------- 08/09/01 13:20:53 EB RT TH LT RT TH LT 121 648 164 1538 3438 1719 6.0 6.0 6.0 46.3 19.9 11.4 .463 .199 .114 712 685 196 .170 .946 .837 .079 .188 .095 * * EB RT TH LT RT TH LT 121 648 164 712 685 196 .170 .946 .837 .463 .199 .114 15.7 39.5 43.4 .11 .46 .37 .1 31.8 31.7 .0 .0 .0 .0 .0 .0 .82 1.00 1.00 13.0 71.3 75.1 B+ E E 0 0 0 64.4 E+ 933 -------------- O'Brien Home Farm 08/09/01 2006 AM w/ Project DHV 13:20:53 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kennedy Drive & Hinesburg Road Degree of Saturation (v/c) 0.71 Vehicle Delay 52.9 Level of Service D ------------------------------------------------- I Sq 44 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 **/** ------------------------------------------------- I +^ I + + 1+ 1 1 I + ++++I + + 1 + I ++++1 I /I\ I +> 1<+ + I<+ I <++++1 I I I v I ++++I I I I IA 1**** v I I North I <* I * +>I +>I****> I i I++++ * I *+ 1 + 1++++ 1 I v* I *+ I + I v I I ------------------------------------------------- I G/C=0.203 I G/C=0.243 I G/C=0.114 I G/C=0.199 1 I G= 20.3" I G= 24.3" 1 G= 11.4" I G= 19.9" 1-Y+R=-0.0"-I-Y+R=-6�0"-1-Y+R=-6�0"-1-Y+R=74.1% 1 I OFF= 0.0$ l OFF=26.3$ I 1 OFF=56.7$ 1 OFF=74.1$ 1 C=100 sec G= 76.0 sec = 76.0% Y=24.0 sec = 24.0% Ped= 0.0 sec = 0.0% I------------------------------------------------------------------------------- I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd I------------------------------------------------------------------------------- Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 SB Approach 25.9 C+ I RT 1 12/1 10.289 10.417 1 529 1 628 1 294 10.458 1 21.5 1 C+l 277 ftl I TH 1 12/1 10.207 10.243 1 251 1 415 1 150 10.341 1 31.7 1 C 1 164 ftl I LT 1 12/1 10.180 ------------------------------------------------------------------------------- 10.203 1 131 1 323 1 56 10.160 1 33.0 1 C 1 62 ftl NB Approach 67.7 E I---RT---1-12/1 10.188 10.417 1 529 1 628=1---70 10.109 1 17.9 1 B 1 57 ftl I TH 1 12/1 10.313 10.243 1 251 1 415 1 407 10.925 1 72.3 I*E 1 629 ftl I LT 1 12/1 10.280 ------------------------------------------------------------------------------- 10.203 1 131 1 323 1 316 10.903 1 72.8 I*E 1 487 ftl WB Approach ------------------------------------------------------------------------------- 37.5 D+ I RT 1 12/1 10.185 10.463 1 631 1 705 1 61 10.086 1 12.4 1 B+1 34 ftl I TH 1 24/2 10.237 10.199 1 258 1 660 1 479 10.699 1 40.5 1 D+1 321 ftl I LT 1 12/1 10.175 ------------------------------------------------------------------------------- 10.114 1 1 1 168 1 38 10.194 1 40.6 1 D+1 47 ftl EB Approach 64.4 E+ I RT 1 12/1 10.206 10.463 1 631 1 705 1 121 10.170 1 13.0 1 B+1 71 ftl I TH 1 24/2 10.271 10.199 1 258 1 660 1 648 10.946 1 71.3 I*E 1 696 ftl I LT 1 12/1 10.214 I------------------------------------------------------------------------------- 10.114 1 1 1 168 1 164 10.837 1 75.1 I*E 1 253 ftl A TTA CHMENT G Kennedy Drive /Hinesburg Road Intersection Capacity Analyses I'M Peak Hour - Existing Geometrics LarnoLireL,�x & Dickinson Constilting Engineers, Inc. O'Brien Home Farm 08/07/01 2001 PM Background DHV 15:24:26 file: 01-004/kennhine SIGNAL2000/TEAPAC(Ver 1.00.021 - HCM Input Worksheet Intersection # 0 - Kennedy Drive & Hinesburg Road Area Location Type: NONCBD I 1 11 1 Key: VOLUMES-- > I 235 I 263 I 58 II I 1 WIDTHS 112.0 112.0 112.0 11 I v LANES I 1 1 1 1 1 11 -------------------- I I I II \ 133 12.0 1 ------------- / I \------------------- /I\ 529 -- ------12-0--1------ 243 12.0 1 / + / 44 12.0 1 North ------------------- -------------- I------496 12.0 1 -- ------------ \ I /------------- 211 12.0 1 \ II I I I -------------------- it 172 1 232 1 56 I Phasing: SEQUENCE 44 I 11 12.0 112.0 1 12.0 I PERMSV N N N N 11 1 1 1 1 1 1 OVERLP Y Y Y Y II 1 I I LEADLAG LD LD SB WB NB EB RT TH LT RT TH LT RT TH LT RT TH LT ----------------------------------------------------------------------- Heavy veh, %HV 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Pk-hr fact, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed or Act A A A A A A A A A A A A Strtup lost, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext eff grn, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival typ, AT 3 3 3 3 3 3 3 3 3 3 3 3 ----------------------------------------------------------------------- Ped vol, vped 0 0 0 0 Bike vol, vbic 0 0 0 0 Parking locatns NO NO NO NO Park mnvrs, Nm 0 0 0 0 Bus stops, NB 0 0 0 0 Grade, %G .0 .0 .0 .0 ----------------------------------------------------------------------- ------------------------------------------------------------------------- Sq 44 1 Phase 1 I Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 **/** ------------------------------------------------------------------------- I +^ I+* I+ I I I I I +++++I +* 1+ 1 ++++I I I /I\ I +> 1<+ * 1<+ I I I v I I I 1**** v I I I I North I <* I ++>I +>I++++> I I I I I++++ * I ++ 1 + I++++ I f I I v* I ++ I + I v I I I ------------------------------------------------------------------------- C=100"1 G= 12.0" 1 G= 16.5" 1 G= 16.2" 1 G= 31.2" 1 G= 0.0" 1 G= 0.0" 1 I Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 0.0" 1 Y+R= 0.0" 1 ------------------------------------------------------------------------- O'Brien Home Farm 2001 PM Background DHV file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Volume Adjust & Satflow Worksheet Volume Adjustment Volume, V Pk-hr fact, PHF Adj my flow, vp --------------- Lane group, LG Adj LG flow, v Prop LT, PLT Prop RT, PRT --------------- Saturation Flow Rate SB RT -------------- TH LT -------------- 235 263 58 1.00 1.00 1.00 235 263 58 -------------- RT TH LT 235 263 58 .000 .000 1.00 1.000 -------------- .000 .000 SB RT TH LT WB RT TH LT 133 529 44 1.00 1.00 1.00 133 529 44 -------------- RT TH LT 133 529 44 .000 .000 1.00 1.000 -------------- .000 .000 RT Base satflo, so 1900 1900 1900 1900 Number lanes, N 1 1 1 1 Lane width, fW 1.000 1.00 1.00 1.000 Heavy veh, fHV .952 .952 .952 .952 Grade, fg 1.000 1.00 1.00 1.000 Parking, fp 1.000 1.00 1.00 1.000 Bus block, fbb 1.000 1.00 1.00 1.000 Area type, fa 1.000 1.00 1.00 1.000 Lane util, fLU 1.000 1.00 1.00 1.000 Left -turn, fLT 1.000 1.00 .950 1.000 Right -turn, fRT .850 1.00 1.00 .850 PedBike LT,fLpb 1.000 1.00 1.00 1.000 PedBike RT,fRpb 1.000 1.00 1.00 1.000 Local adjustmnt 1.000 1.00 1.00 1.000 Adj Satflow, s 1538 1810 1719 1538 ----------------------------- ---- ----------------------------- ---- 08/07/01 15:24:26 NB EB RT TH LT RT TH LT ---------------------------- ---------------------------- 56 232 172 211 496 243 1.00 1.00 1.00 1.00 1.00 1.00 56 232 172 211 496 243 ---------------------------- RT TH LT RT TH LT 56 232 172 211 496 243 .000 .000 1.00 .000 .000 1.00 1.000 .000 .000 1.000 .000 .000 ---------------------------- WB NB EB TH LT RT TH LT RT TH LT ------------------------------------- ------------------------------------- 1900 1900 1900 1900 1900 1900 1900 1900 1 1 1 1 1 1 1 1 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 .952 .952 .952 .952 .952 .952 .952 .952 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.00 .950 1.000 1.00 .950 1.000 1.00 .950 1.00 1.00 .850 1.00 1.00 .850 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1810 1719 1538 1810 1719 1538 1810 1719 ------------------------------------- ------------------------------------- SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Capacity and LOS Worksheet Capacity Analysis Lane group, LG Adj Flow, v Satflow, s Lost time, tL Effect green, g Grn ratio, g/C LG capacity, c v/c ratio, X Flow ratio, v/s Crit lane group --------------- Sum crit v/s,Yc Crit v/c, Xc --------------- --------------- SB RT TH LT RT TH LT 235 263 58 1538 1810 1719 6.0 6.0 6.0 38.8 16.5 12.0 .388 .165 .120 596 299 206 .394 .880 .282 .153 .145 .034 -------------- 0.679 .894 WB NB EB RT TH LT RT TH LT RT TH LT RT TH LT RT TH LT RT TH LT 133 529 44 56 232 172 211 496 243 1538 1810 1719 1538 1810 1719 1538 1810 1719 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 49.2 31.2 16.2 38.8 9.6.5 12.0 49.2 31.2 16.2 .492 .312 .162 .388 .165 .120 .492 .312 .162 757 565 279 596 299 206 757 565 279 .176 .936 .158 .094 .776 .835 .279 .878 .871 .086 .292 .026 .036 .128 .100 .137 .274 .141 Total lost, L 24.0 O'Brien Home Farm 2001 PM Background DHV file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Capacity and LOS Worksheet Delay and LOS Lane group, LG Adj Flow, v LG capacity, c v/c ratio, X Grn ratio, g/C Unif delay, dl Incr calib, k Incr delay, d2 Queue Delay, d3 Unif delay, dl* Prog factor, PF Contrl delay, d Lane group LOS Final Queue,Qbi --------------- Appr delay, dA Approach LOS Appr flow, vA Intersection: SB RT TH LT RT TH LT 235 263 58 596 299 206 .394 .880 .282 .388 .165 .120 22.1 40.8 40.1 .11 .41 .11 .4 31.2 .8 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 22.6 72.0 40.8 C+ E D+ 0 0 0 47.8 D 556 -------------- Delay 51.0 -------------- -------------- WB RT TH LT RT TH LT 133 529 44 757 565 279 .176 .936 .158 .492 .312 .162 14.1 33.4 36.0 .11 .45 .11 .1 32.8 .3 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 14.2 66.2 36.3 B+ E+ D+ 0 0 0 54.5 D 706 -------------- LOS D NB RT TH LT RT TH LT 56 232 172 596 299 206 .094 .776 .835 .388 .165 .120 19.5 40.0 43.0 .11 .33 .37 .1 13.1 29.8 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 19.5 53.1 72.9 B D E 0 0 0 56.4 E+ 460 -------------- 08/07/01 15:24:26 EB RT TH LT RT TH LT 211 496 243 757 565 279 .279 .878 .871 .492 .312 .162 14.9 32.6 40.9 .11 .40 .40 .2 17.2 30.7 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 15.1 49.8 71.6 B D E 0 0 0 -------------- 47.7 D 950 -------------- O'Brien Home Farm 08/07/01 2001 PM Background DHV 15:24:26 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kennedy Drive & Hinesburg Road Degree of Saturation (v/c) 0.71 Vehicle Delay 51.0 Level of Service D Sq 44 ------------------------------------------------- 1 Phase 1 I Phase 2 1 Phase 3 1 Phase 4 1 **/** ------------------------------------------------- I +^ I+* I+ I I 1 + ++++1 + * 1 + /I\ I +> 1<+ * 1<+ I <****I I I I v 1 ++++1 I I I IA 1**** v I I North I <* I + +>I +>I++++> I I I++++ * 1 ++ 1 + I++++ I 1 v* I ++ l + I v I ------------------------------------------------- I G/C=0.120 I G/C=0.165 I G/C=0.162 I G/C=0.312 I I G= 12.0" I G= 16.5" I G= 16.2" 1 G= 31.2" I l Y+R= 6.0" I Y+R= 6.0" l Y+R= 6.0" 1 Y+R= 6.0" I 1 OFF= 0.0% 1 OFF=18.0% l OFF=40.5% 1 OFF=62.8% l ------------------------------------------------- C=100 sec G= 76.0 sec = 76.0% Y=24.0 sec = 24.0% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------------- I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used ------------------------------------------------------------------------------- I @C (vph) @E lVolumel v/c I Delay I S (Model 11 SB Approach ------------------------------------------------------------------------------- 47.8 D ------------------------------------------------------------------------------- I RT 1 12/1 10.257 10.388 1 475 1 580 1 235 10.394 1 22.6 1 C+1 223 ft1 I TH 1 12/1 10.249 10.165 1 8 1 271 1 263 10.880 1 72.0 I*E 1 401 f t1 I LT ------------------------------------------------------------------------------- 1 12/1 10.181 10.120 1 1 1 178 1 58 10.282 1 40.8 1 D+1 72 f tl NB Approach 56.4 E+ I RT 1 12/1 10.183 10.388 1 475 1 580 1 56 10.094 1 19.5 1 B 1 48 f tl I TH 1 12/1 10.235 10.165 1 8 1 271 1 232 10.776 1 53.1 1 D 1 318 ftl I LT 1 12/1 ------------------------------------------------------------------------------- 10.217 10.120 1 1 1 178 1 172 10.835 1 72.9 I*E 1 262 ftI WB Approach 54.5 D ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- I RT 1 12/1 10.210 10.492 1 661 1 749 1 133 10.176 1 14.2 1 B+1 99 f t1 I TH 1 12/1 10.369 10.312 1 406 1 545 1 529 10.936 1 66.2 I*E+l 800 f tl I LT 1 12/1 10.177 10.162 1 1 1 251 1 44 10.158 1 36.3 1 D+1 51 f t1 ------------------------------------------------------------------------------- EB Approach 47.7 D I RT 1 12/1 10.245 10.492 1 661 1 749 1 211 10.279 1 15.1 1 B 1 165 f ti I TH 1 12/1 10.353 10.312 1 406 1 545 1 496 10.878 1 49.8 1 D 1 668 f ti I LT 1 12/1 ------------------------------------------------------------------------------- 10.246 10.162 1 1 1 251 1 243 10.871 1 71.6 I*E 1 370 ftI O'Brien Home Farm 2006 PM Background DHV file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.021 - HCM Input Worksheet Intersection # 08/07/01 15:20:06 0 - Kennedy Drive & Hinesburg Road Area Location Type: NONCBD I I I II 1 253 1 283 1 62 II 1 12.0 1 12.0 1 12.0 II I 1 1 1 1 1 11 I I I I I \ ------------- 261 12.0 1 / ------------------- 533 12.0 1 -- ------------------- 227 -------------------- 12.0 1 \ I I I --------------- --------------- Heavy veh, %HV Pk-hr fact, PHF Pretimed or Act Strtup lost, 11 Ext eff grn, e Arrival typ, AT --------------- Ped vol, vped Bike vol, vbic Parking locatns Park mnvrs, Nm Bus stops, NB Grade, %G Key: VOLUMES -- > I I WIDTHS I v LANES -------------------- 143 12.0 1 ------------------- /I\ 568 12.0 1 1 ------------------- 1 47 12.0 1 North -- 1 \ I / 11 184 1 249 1 60 1 Phasing: SEQUENCE 44 11 12.0 i 12.0 1 12.0 1 PERMSV N N N N 1 1 1 1 1 1 1 1 OVERLP Y Y Y Y 11 I I I LEADLAG LD LD SB RT -------------- TH LT -------------- 5.0 5.0 5.0 1.00 1.00 1.00 A A A 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 -------------- 0 0 NO 0 0 -------------- -------------- .0 WB RT TH LT 5.0 5.0 5.0 1.00 1.00 1.00 A A A 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 -------------- 0 0 NO 0 0 .0 NB RT TH LT 5.0 5.0 5.0 1.00 1.00 1.00 A A A 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 -------------- 0 0 NO 0 0 .0 EB RT TH LT 5.0 5.0 5.0 1.00 1.00 1.00 A A A 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 -------------- 0 0 NO 0 0 -------------- -------------- .0 ------------------------------------------------------------------------- Sq 44 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 **/** ------------------------------------------------------------------------- I +^ i+* I+ I I I I 1 +++++1 +* 1+ +> 1<+ * 1<+ I <****I I I I I I v 1 ++++I I I I I I I I**** v I I I I North I <* 1 ++>I +>I++++> I I I ++ 1 + I++++ I I I 1 v* 1 ++ 1 + I v I I I ------------------------------------------------------------------------- C=120"1 G= 14.1" 1 G= 20.6" 1 G= 20.0" 1 G= 41.3" 1 G= 0.0" 1 G= 0.0" 1 I Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 0.0" I Y+R= 0.0" 1 ------------------------------------------------------------------------- O'Brien Home Farm 08/07/01 2006 PM Background DHV 15:20:06 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.021 - HCM Volume Adjust & Satflow Worksheet Volume Adjustment RT --------------- ---- --------------- ---- Volume, V 253 Pk-hr fact, PHF 1.00 Adj my flow, vp 253 --------------- ---- Lane group, LG RT Adj LG flow, v 253 Prop LT, PLT .000 Prop RT, PRT 1.000 --------------- ---- SB WB NB EB TH LT RT TH LT RT TH LT RT TH LT --------------------------------------------------- --------------------------------------------------- 283 62 143 568 47 60 249 184 227 533 261 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 283 62 143 568 47 60 249 184 227 533 261 --------------------------------------------------- TH LT RT TH LT RT TH LT RT TH LT 283 62 143 568 47 60 249 184 227 533 261 .000 1.00 .000 .000 1.00 .000 .000 1.00 .000 .000 1.00 .000 .000 1.000 .000 .000 1.000 .000 .000 1.000 .000 .000 --------------------------------------------------- Saturation SB WB NB EB Flow Rate RT TH LT RT TH LT RT TH LT RT TH LT ----------------------------------------------------------------------- ----------------------------------------------------------------------- Base satflo, so 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Number lanes, N 1 1 1 1 1 1 1 1 1 1 1 1 Lane width, fW 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Heavy veh, fHV .952 .952 .952 .952 .952 .952 .952 .952 .952 .952 .952 .952 Grade, fg 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Parking, fp 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Bus block, fbb 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Area type, fa 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Lane util, fLU 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Left -turn, fLT 1.000 1.00 .950 1.000 1.00 .950 1.000 1.00 .950 1.000 1.00 .950 Right -turn, fRT .850 1.00 1.00 .850 1.00 1.00 .850 1.00 1.00 .850 1.00 1.00 PedBike LT,fLpb 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 PedBike RT,fRpb 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Local adjustmnt 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Adj satflow, s 1538 1810 1719 1538 1810 1719 1538 1810 1719 1538 1810 1719 SIGNAL2000/TEAPAC[Ver 1.00.021 - HCM Capacity and LOS Worksheet Capacity Analysis Lane group, LG Adj Flow, v Satflow, s Lost time, tL Effect green, g Grn ratio, g/C LG capacity, c v/c ratio, X Flow ratio, v/s Crit lane group --------------- Sum Grit v/s,Yc Crit v/c, Xc SB RT TH LT RT TH LT 253 283 62 1538 1810 1719 6.0 6.0 6.0 46.6 20.6 14.1 .388 .172 .117 597 310 202 .424 .913 .307 .164 .156 .036 -------------- 0.729 .911 WB RT TH LT RT TH LT 143 568 47 1538 1810 1719 6.0 6.0 6.0 61.4 41.3 20.0 .512 .344 .167 787 623 286 .182 .912 .164 .093 .314 .027 NB RT TH LT RT TH LT 60 249 184 1538 1810 1719 6.0 6.0 6.0 46.6 20.6 14.1 .388 .172 .117 597 310 202 .101 .803 .911 .039 .138 .107 -------------- -------------- Total lost, L 24.0 EB RT TH LT RT TH LT 227 533 261 1538 1810 1719 6.0 6.0 6.0 61.4 41.3 20.0 .512 .344 .167 787 623 286 .288 .856 .913 .148 .295 .152 O'Brien Home Farm 2006 PM Background DHV file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Capacity and LOS Worksheet Delay SB WB and LOS RT TH LT RT TH LT ------------------------------------------- ------------------------------------------- Lane group, LG RT TH LT RT TH LT Adj Flow, v 253 283 62 143 568 47 LG capacity, c 597 310 202 787 623 286 v/c ratio, X .424 .913 .307 .182 .912 .164 Grn ratio, g/C .388 .172 .117 .512 .344 .167 Unif delay, dl 26.9 48.8 48.5 15.8 37.6 42.8 Incr calib, k .11 .43 .11 .11 .43 .11 Incr delay, d2 .5 41.6 .9 .1 22.5 .3 Queue Delay, d3 .0 .0 .0 .0 .0 .0 Unif delay, dl* .0 .0 .0 .0 .0 .0 Prog factor, PF 1.00 1.00 1.00 1.00 1.00 1.00 Contrl delay, d 27.4 90.4 49.4 15.9 60.1 43.1 Lane group LOS C+ F D B E+ D+ Final Queue,Qbi 0 0 0 0 0 0 ------------------------------------------- Appr delay, dA 59.5 50.7 Approach LOS E+ D Appr flow, vA 598 758 Intersection: Delay 57.8 LOS E+ ------------------------------------------- ------------------------------------------- NB RT TH LT RT TH LT 60 249 184 597 310 202 .101 .803 .911 .388 .172 .117 23.4 47.8 52.3 .11 .35 .43 .1 15.7 57.7 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 23.4 63.5 110 C+ E+ F 0 0 0 -------------- 76.0 E -------------- 493 08/07/01 15:20:06 EB RT TH LT RT TH LT 227 533 261 787 623 286 .288 .856 .913 .512 .344 .167 16.8 36.6 49.1 .11 .39 .43 .2 12.6 44.3 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 17.0 49.2 93.4 B D F 0 0 0 53.3 D 1021 -------------- O'Brien Home Farm 08/07/01 2006 PM Background DHV 15:20:06 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kennedy Drive & Hinesburg Road Degree of Saturation (v/c) 0.72 Vehicle Delay 57.8 Level of Service E+ ------------------------------------------------- Sq 44 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 **/** ------------------------------------------------- I +^ I+* I+ i I I + ++++i + * 1 + 1 ++++1 /I\ I +> 1<+ * 1<+ I <****I I I I v 1A ++++I I I I IA 1**** v I I North I <* I + +>I +>I++++> I I I++++ * 1 ++ 1 + I++++ I v* 1 ++ 1 + I v I ------------------------------------------------- I G/C=0.117 I G/C=0.172 I G/C=0.167 I G/C=0.344 I I G= 14.1" 1 G= 20.6" 1 G= 20.0" 1 G= 41.3" 1 I Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 1 OFF= 0.0% 1 OFF=16.7% 1 OFF=38.9% 1 OFF=60.6% ------------------------------------------------- C=120 sec G= 96.0 sec = 80.0% Y=24.0 sec = 20.0% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------------- I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd ------------------------------------------------------------------------------- Used I @C (vph) @E 1Volumel v/c I Delay I S IModel 11 SB Approach ------------------------------------------------------------------------------- 59.5 E+ ------------------------------------------------------------------------------- I RT 1 12/1 10.313 10.388 1 424 1 575 1 253 10.424 1 27.4 1 C+1 288 ft1 I TH 1 12/1 10.306 10.172 1 1 1 275 1 283 10.913 1 90.4 I*F 1 526 ft1 I LT 1 12/1 10.252 ------------------------------------------------------------------------------- 10.117 1 1 1 167 1 62 10.307 1 49.4 1 D 1 92 ftI NB Approach ------------------------------------------------------------------------------- 76.0 E ------------------------------------------------------------------------------- I RT 1 12/1 10.253 10.388 1 424 1 575 1 60 10.101 1 23.4 1 C+1 61 ft1 I TH 1 12/1 10.297 10.172 1 1 1 275 1 249 10.803 1 63.5 1 E+1 405 ft1 I LT 1 12/1 10.283 ------------------------------------------------------------------------------- 10.117 1 1 1 167 1 184 10.911 1 110.0 I*F 1 366 ft1 WB Approach ------------------------------------------------------------------------------- 50.7 D ------------------------------------------------------------------------------- I RT 1 12/1 10.277 10.512 1 670 1 776 1 143 10.182 1 15.9 1 B 1 123 fti I TH 1 12/1 10.412 10.344 1 393 1 599 1 568 10.912 1 60.1 I*E+l 920 ftl I LT 1 12/1 10.248 ------------------------------------------------------------------------------- 10.167 1 1 1 251 1 47 10.164 1 43.1 1 D+1 65 fti EB Approach ------------------------------------------------------------------------------- 53.3 D ------------------------------------------------------------------------------- I RT 1 12/1 10.303 10.512 1 670 1 776 1 227 10.288 1 17.0 1 B 1 204 ftl I TH 1 12/1 10.398 10.344 1 393 1 599 1 533 10.856 1 49.2 1 D 1 794 ft1 I LT 1 12/1 10.304 ------------------------------------------------------------------------------- 10.167 1 1 1 251 1 261 10.913 1 93.4 I*F 1 491 ft1 O'Brien Home Farm 08/07/01 2006 PM DHV w/ Project 15:15:46 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Input Worksheet Intersection # 0 - Kennedy Drive & Hinesburg Road Area Location Type: NONCBD 1 11 1 Key: VOLUMES -- > i 253 I 297 1 72 II I 1 WIDTHS 112.0 112.0 1 12.0 II I v LANES i 1 1 1 1 1 II -------------------- I I I II \ 143 12.0 1 ------------- / I \------------------- /I\ -- 568 12.0 1 I --------- ------------------- I 261 12.0 1 / + / 53 12.0 1 North ------------------- 542 12.0 1 -- ------------------- 240 12.0 1 \ -------------------- I I I \ I / 11 196 I 263 1 60 1 Phasing: SEQUENCE 44 II 12.0 112.0 112.0 1 PERMSV N N N N I I 1 1 1 1 1 1 OVERLP Y Y Y Y I1 I 1 I LEADLAG LD LD SB WB NB EB RT TH LT RT TH LT RT TH LT RT TH LT ----------------------------------------------------------------------- ----------------------------------------------------------------------- Heavy veh, %HV 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Pk-hr fact, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed or Act A A A A A A A A A A A A Strtup lost, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext eff grn, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival typ, AT 3 3 3 3 3 3 3 3 3 3 3 3 ----------------------------------------------------------------------- Ped vol, vped 0 0 0 0 Bike vol, vbic 0 0 0 0 Parking locatns NO NO NO NO Park mnvrs, Nm 0 0 0 0 Bus stops, NB 0 0 0 0 Grade, %G .0 .0 .0 .0 ------------------------------------------------------------------------- Sq 44 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 **/** ------------------------------------------------------------------------- I +^ I+* I+ i i I I I +++++I +* I+ /I\ I +> I<+ * I<+ I <****I I I I I I v IA ++++I I I I I I IA 1**** v I I I I North I <* I + +>I +>I++++> I I I I I++++ * I ++ I + I++++ I v* I ++ I + I v I I I ------------------------------------------------------------------------- C=120"1 G= 15.0" 1 G= 22.0" 1 G= 20.0" 1 G= 39.0" 1 G= 0. 0- I G= 0.0" I I Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 0.0" I Y+R= 0.0" I ------------------------------------------------------------------------- O'Brien Home Farm 2006 PM DHV w/ Project file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Volume Adjust & Satflow Worksheet Volume Adjustment --------------- --------------- Volume, V Pk-hr fact, PHF Adj my flow, vp --------------- Lane group, LG Adj LG flow, v Prop LT, PLT Prop RT, PRT --------------- SB WB NB RT -------------- TH LT RT -------------- TH LT RT -------------- TH LT -------------- 253 297 72 -------------- 143 568 53 -------------- 60 263 196 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 253 297 72 143 568 53 60 263 196 -------------- RT TH LT -------------- RT TH LT -------------- RT TH LT 253 297 72 143 568 53 60 263 196 .000 .000 1.00 .000 .000 1.00 .000 .000 1.00 1.000 -------------- .000 .000 1.000 -------------- .000 .000 1.000 -------------- .000 .000 Saturation SB WB Flow Rate RT TH LT RT TH -------------------------------------- -------------------------------------- Base satflo, so 1900 1900 1900 1900 1900 Number lanes, N 1 1 1 1 1 Lane width, fW 1.000 1.00 1.00 1.000 1.00 Heavy veh, fHV .952 .952 .952 .952 .952 Grade, fg 1.000 1.00 1.00 1.000 1.00 Parking, fp 1.000 1.00 1.00 1.000 1.00 Bus block, fbb 1.000 1.00 1.00 1.000 1.00 Area type, fa 1.000 1.00 1.00 1.000 1.00 Lane util, fLU 1.000 1.00 1.00 1.000 1.00 Left -turn, fLT 1.000 1.00 .950 1.000 1.00 Right -turn, fRT .850 1.00 1.00 .850 1.00 PedBike LT,fLpb 1.000 1.00 1.00 1.000 1.00 PedBike RT,fRpb 1.000 1.00 1.00 1.000 1.00 Local adjustmnt 1.000 1.00 1.00 1.000 1.00 Adj satflow, s 1538 1810 1719 1538 1810 08/07/01 15:15:46 EB RT TH LT 240 542 261 1.00 1.00 1.00 240 542 261 -------------- RT TH LT 240 542 261 .000 .000 1.00 1.000 .000 .000 -------------- NB EB LT RT TH LT RT TH LT 1900 1900 1900 1900 1900 1900 1900 1 1 1 1 1 1 1 1.00 1.000 1.00 1.00 1.000 1.00 1.00 .952 .952 .952 .952 .952 .952 .952 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 .950 1.000 1.00 .950 1.000 1.00 .950 1.00 .850 1.00 1.00 .850 1.00 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1719 1538 1810 1719 1538 1810 1719 -------------------------------- -------------------------------- SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Capacity and LOS Worksheet Capacity SB WB Analysis RT TH LT RT TH LT ------------------------------------------- ------------------------------------------- Lane group, LG RT TH LT RT TH LT Adj Flow, v 253 297 72 143 568 53 Satflow, s 1538 1810 1719 1538 1810 1719 Lost time, tL 6.0 6.0 6.0 6.0 6.0 6.0 Effect green, g 48.0 22.0 15.0 60.0 39.0 20.0 Grn ratio, g/C .400 .183 .125 .500 .325 .167 LG capacity, c 615 332 215 769 588 287 v/c ratio, X .411 .895 .335 .186 .966 .185 Flow ratio, v/s .164 .164 .042 .093 .314 .031 Crit lane group --------------- -------------- -------------- Sum Grit v/s,Yc 0.744 Total lost, L Crit v/c, Xc .930 ------------------------------------------- ------------------------------------------- NB RT TH LT RT TH LT 60 263 196 1538 1810 1719 6.0 6.0 6.0 48.0 22.0 15.0 .400 .183 .125 615 332 215 .098 .792 .912 .039 .145 .114 * -------------- 24.0 EB RT TH LT RT TH LT 240 542 261 1538 1810 1719 6.0 6.0 6.0 60.0 39.0 20.0 .500 .325 .167 769 588 287 .312 .922 .909 .156 .300 .152 * O'Brien Home Farm 2006 PM DHV w/ Project file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Capacity and LOS Worksheet Delay and LOS Lane group, LG Adj Flow, v LG capacity, c v/c ratio, X Grn ratio, g/C Unif delay, dl Incr calib, k Incr delay, d2 Queue Delay, d3 Unif delay, dl* Prog factor, PF Contrl delay, d Lane group LOS Final Queue,Qbi --------------- Appr delay, dA Approach LOS Appr flow, vA Intersection: SB RT TH LT RT TH LT 253 297 72 615 332 215 .411 .895 .335 .400 .183 .125 25.9 47.9 47.9 .11 .42 .11 .4 32.8 .9 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 26.3 80.6 48.9 C+ F D 0 0 0 54.9 D 622 -------------- Delay 64.5 WB RT TH LT RT TH LT 143 568 53 769 588 287 .186 .966 .185 .500 .325 .167 16.5 39.8 43.0 .11 .47 .11 .1 46.7 .3 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 16.7 86.5 43.3 B F D+ 0 0 0 -------------- 70.5 E 764 LOS E+ -------------- -------------- NB RT TH LT RT TH LT 60 263 196 615 332 215 .098 .792 .912 .400 .183 .125 22.5 46.8 51.8 .11 .34 .43 .1 13.5 55.3 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 22.5 60.3 107 C+ E+ F 0 0 0 73.6 E 519 -------------- 08/07/01 15:15:46 EB RT TH LT RT TH LT 240 542 261 769 588 287 .312 .922 .909 .500 .325 .167 17.8 39.0 49.1 .11 .44 .43 .2 26.6 42.8 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 18.0 65.7 91.9 B E+ F 0 0 0 61.3 E+ 1043 -------------- O'Brien Home Farm 08/07/01 2006 PM DHV w/ Project 15:15:46 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kennedy Drive & Hinesburg Road Degree of Saturation (v/c) 0.74 Vehicle Delay 64.5 Level of Service E+ ------------------------------------------------- Sq 44 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 **/** ------------------------------------------------- I +^ I+* I+ I I I + ++++I + * 1 + 1 ++++1 /I\ I +> 1<+ * 1<+ I <****1 I I I v IA ++++I I I I IA 1**** v I I North I <* I + +>I +>I++++> I 1 1++++ * 1 ++ I + I++++ I 1 v* 1 ++ i + I v I ------------------------------------------------- I G/C=0.125 I G/C=0.183 I G/C=0.167 I G/C=0.325 I I G= 15.0" I G= 22.0" 1 G= 20.0" I G= 39.0" 1 Y+R= 6.0" I Y+R= 6.0" 1 Y+R= 6.0" I Y+R= 6.0" 1 1 OFF= 0.0% I OFF=17.5% 1 OFF=40.8% 1 OFF=62.5% 1 ------------------------------------------------- C=120 sec G= 96.0 sec = 80.0% Y=24.0 sec = 20.0% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------------- I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd ------------------------------------------------------------------------------- Used I @C (vph) @E 1Volumel v/c I Delay I S IModel 11 SB Approach ------------------------------------------------------------------------------- 54.9 D ------------------------------------------------------------------------------- I RT 1 12/1 10.313 10.400 1 449 1 594 1 253 10.411 1 26.3 1 C+1 282 ftl I TH 1 12/1 10.311 10.183 1 1 1 297 1 297 10.895 1 80.6 I*F 1 528 ftl I LT 1 12/1 10.254 ------------------------------------------------------------------------------- 10.125 1 1 1 180 1 72 10.335 1 48.9 1 D 1 106 ftl NB Approach ------------------------------------------------------------------------------- 73.6 E ------------------------------------------------------------------------------- I RT 1 12/1 10.253 10.400 1 449 1 594 1 60 10.098 1 22.5 1 C+1 60 ftl I TH 1 12/1 10.301 10.183 1 1 1 297 1 263 10.792 1 60.3 1 E+1 420 ftl I LT 1 12/1 10.287 ------------------------------------------------------------------------------- 10.125 1 1 1 180 1 196 10.912 1 107.1 1*F 1 387 ftl WB Approach -------------------------------------------------------------------------------- 70.5 E ------------------------------------------------------------------------------- I RT 1 12/1 10.277 10.500 1 648 1 757 1 143 10.186 1 16.7 1 B 1 125 ftl I TH 1 12/1 10.412 10.325 1 338 1 562 1 568 10.966 1 86.5 i*F 11065 ftl I LT 1 12/1 10.250 ------------------------------------------------------------------------------- 10.167 1 1 1 252 1 53 10.185 1 43.3 1 D+1 73 ftl EB Approach ------------------------------------------------------------------------------- 61.3 E+ ------------------------------------------------------------------------------- I RT 1 12/1 10.308 10.500 1 648 1 757 1 240 10.312 1 18.0 1 B 1 223 ftl I TH 1 12/1 10.402 10.325 1 338 1 562 1 542 10.922 1 65.7 1 E+1 906 ftl I LT 1 12/1 10.304 ------------------------------------------------------------------------------- 10.167 1 1 1 252 1 261 10.909 1 91.9 I*F 1 488 ftl ATTACHMENT Kennedy Drive/ Hinesburg Road Intersection Capacity Analyses PM Peak Hour - Future Geometrics L"amoUreUx & Dickineon Consultir)g Engineers, Inc. O'Brien Home Farm 08/07/01 2006 PM Background DHV 15:20:46 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Input Worksheet Intersection # 0 - Kennedy Drive & Hinesburg Road Area Location Type: NONCBD 1 11 1 Key: VOLUMES -- > 253 I 283 I 62 II I 1 WIDTHS 12.0 112.0 112.0 II I v LANES I 1 1 1 1 1 II -------------------- I ( II \ 143 12.0 1 ------------- / i \ ------------------- /I\ I -- 568 24.0 2 261 12.0 1 / + ------------------- / 47 12.0 1 1 North 533 24.0 I 2 ------------------- \ ------------- I / 227 12.0 1 \ II I I I -------------------- II 184 i 249 I 60 1 Phasing: SEQUENCE 44 I 11 12.0 1 12.0 1 12.0 1 PERMSV N N N N l i l i l I OVERLP Y Y Y Y it I I I LEADLAG LD LD SB WB RT TH LT RT TH LT ------------------------------------------- ------------------------------------------- Heavy veh, %HV 5.0 5.0 5.0 5.0 5.0 5.0 Pk-hr fact, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed or Act A A A A A A Strtup lost, 11 2.0 2.0 2.0 2.0 2.0 2.0 Ext eff grn, a 2.0 2.0 2.0 2.0 2.0 2.0 Arrival typ, AT 3 3 3 3 3 3 ------------------------------------------- Ped vol, vped 0 0 Bike vol, vbic 0 0 Parking locatns NO NO Park mnvrs, Nm 0 0 Bus stops, NB 0 0 Grade, %G .0 .0 ------------------------------------------- ------------------------------------------- NB EB RT TH LT RT TH LT 5.0 5.0 5.0 1.00 1.00 1.00 A A A 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 -------------- 0 0 NO 0 0 .0 5.0 5.0 5.0 1.00 1.00 1.00 A A A 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 -------------- 0 0 NO 0 0 -------------- -------------- .0 ------------------------------------------------------------------------- Sq 44 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 **/** ----------------------- --------------------------------------------------- i +^ I+* I+ I I I I + ++++I + * 1 + I ++++I I I /I\ I +> 1<+ * 1<+ I <****I I I I I I v 1 ++++I I I I I I I I**** v I I I I North 1 <* I ++>I +>I++++> I I I 1 1++++ * 1 ++ I + i++++ I I I i v* I ++ I + I v I I I ------------------------------------------------------------------------- C= 80"1 G= 11.0" 1 G= 15.1" 1 G= 14.8" 1 G= 15.0" 1 G= 0.0" 1 G= 0.0" 1 I Y+R= 6.0" 1 Y+R= 6.01, 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 0.0" 1 Y+R= 0.0" 1 ------------------------------------------------------------------------- O'Brien Home Farm 2006 PM Background DHV file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Volume Adjust & Satflow Worksheet Volume Adjustment Volume, V Pk-hr fact, PHF Adj my flow, vp --------------- Lane group, LG Adj LG flow, v Prop LT, PLT Prop RT, PRT --------------- 08/07/01 15:20:46 SB WB NB EB RT -------------- TH LT RT -------------- TH LT RT -------------- TH LT RT -------------- TH LT -------------- 253 283 62 -------------- 143 568 47 -------------- 60 249 184 -------------- 227 533 261 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 253 283 62 143 568 47 60 249 184 227 533 261 -------------- RT TH LT -------------- RT TH LT -------------- RT TH LT -------------- RT TH LT 253 283 62 143 568 47 60 249 184 227 533 261 .000 .000 1.00 .000 .000 1.00 .000 .000 1.00 .000 .000 1.00 1.000 -------------- .000 .000 1.000 -------------- .000 .000 1.000 -------------- .000 .000 1.000 -------------- .000 .000 Saturation SB WB NB EB Flow Rate RT TH LT RT TH LT RT TH LT RT TH LT ----------------------------------------------------------------------- ----------------------------------------------------------------------- Base satflo, so 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Number lanes, N 1 1 1 1 2 1 1 1 1 1 2 1 Lane width, fW 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Heavy veh, fHV .952 .952 .952 .952 .952 .952 .952 .952 .952 .952 .952 .952 Grade, fg 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Parking, fp 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Bus block, fbb 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Area type, fa 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Lane util, fLU 1.000 1.00 1.00 1.000 .950 1.00 1.000 1.00 1.00 1.000 .950 1.00 Left -turn, fLT 1.000 1.00 .950 1.000 1.00 .950 1.000 1.00 .950 1.000 1.00 .950 Right -turn, fRT .850 1.00 1.00 .850 1.00 1.00 .850 1.00 1.00 .850 1.00 1.00 PedBike LT,fLpb 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 PedBike RT,fRpb 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Local adjustmnt 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 Adj satflow, s 1538 1810 1.719 1538 3438 1719 1538 1810 1719 1538 3438 1719 SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Capacity and LOS Worksheet Capacity Analysis Lane group, LG Adj Flow, v Satflow, s Lost time, tL Effect green, g Grn ratio, g/C LG capacity, c v/c ratio, X Flow ratio, v/s Crit lane group --------------- Sum crit v/s,Yc Crit v/c, Xc SB RT TH LT RT TH LT 253 283 62 1538 1810 1719 6.0 6.0 6.0 36.0 15.1 11.0 .450 .189 .138 692 342 237 .366 .827 .262 .164 .156 .036 0.580 .829 WB RT TH LT RT TH LT 143 568 47 1538 3438 1719 6.0 6.0 6.0 32.0 15.0 14.8 .400 .188 .185 616 645 319 .232 .881 .147 .093 .165 .027 Total lost, L NB RT TH LT RT TH LT 60 249 184 1538 1810 1719 6.0 6.0 6.0 36.0 15.1 11.0 .450 .189 .138 692 342 237 .087 .728 .776 .039 .138 .107 24.0 EB RT TH LT RT TH LT 227 533 261 1538 3438 1719 6.0 6.0 6.0 32.0 15.0 14.8 .400 .188 .185 616 645 319 .369 .826 .818 .148 .155 .152 -------------- O'Brien Home Farm 2006 PM Background DHV file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Capacity and LOS Worksheet Delay and LOS --------------- --------------- Lane group, LG Adj Flow, v LG capacity, c v/c ratio, X Grn ratio, g/C Unif delay, dl Incr calib, k Incr delay, d2 Queue Delay, d3 Unif delay, dl* Prog factor, PF Contrl delay, d Lane group LOS Final Queue,Qbi --------------- Appr delay, dA Approach LOS Appr flow, vA Intersection: SB RT TH LT RT TH LT 253 283 62 692 342 237 .366 .827 .262 .450 .189 .138 14.5 31.2 30.9 .11 .37 .11 .3 17.5 .6 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 14.8 48.6 31.4 B+ D C 0 0 0 -------------- 32.6 C 598 Delay 37.5 WB RT TH LT RT TH LT 143 568 47 616 645 319 .232 .881 .147 .400 .188 .185 15.9 31.6 27.3 .11 .41 .11 .2 15.6 .2 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 16.1 47.2 27.5 B D C 0 0 0 40.1 D+ 758 -------------- LOS D+ NB RT TH LT RT TH LT 60 249 184 692 342 237 .087 .728 .776 .450 .189 .138 12.6 30.5 33.3 .11 .29 .33 .1 8.0 16.5 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 12.7 38.5 49.8 B+ D+ D 0 0 0 39.6 D+ 493 -------------- 08/07/01 15:20:46 EB RT TH LT RT TH LT 227 533 261 616 645 319 .369 .826 .818 .400 .188 .185 16.9 31.2 31.3 .11 .36 .36 .4 9.4 17.3 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 17.2 40.6 48.6 B D+ D 0 0 0 37.5 D+ 1021 -------------- O'Brien Home Farm 08/07/01 2006 PM Background DHV 15:20:46 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kennedy Drive & Hinesburg Road Degree of Saturation (v/c) 0.68 Vehicle Delay 37.5 Level of Service D+ ------------------------------------------------- Sq 44 1 Phase 1 I Phase 2 1 Phase 3 1 Phase 4 1 **/** ------------------------------------------------- I + I+* I+ I I I + ++++1 + * 1 + 1 ++++1 /1\ I +> 1<+ * 1<+ I <****I I I I v 1A ++++I I I I IA 1**** v I I North I <* I + +>I +>I++++> I 1 1++++ * 1 ++ 1 + I++++ I 1 v* 1 ++ 1 + I v I ------------------------------------------------- I G/C=0.138 I G/C=0.189 I G/C=0.185 I G/C=0.188 I I G= 11.0" 1 G= 15.1" 1 G= 14.8" 1 G= 15.0" 1 1 Y+R.= 6.0" I Y+R= 6.0" [ Y+R= 6.0" I Y+R= 6.0" 1 OFF= 0.0% 1 OFF=21.3% 1 OFF=47.7% 1 OFF=73.7% i ------------------------------------------------- C= 80 sec G= 56.0 sec = 70.0% Y=24.0 sec = 30.0% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------------- I Lane (Width/I g/C I Service Rate[ Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used -------------------------------------------------------------------------------- I @C (vph) @E IVolumel v/c I Delay I S IModel 11 SB Approach ------------------------------------------------------------------------------- 32.6 C ------------------------------------------------------------------------------- I RT 1 12/1 10.232 10.450 1 611 1 685 1 253 10.366 1 14.8 1 B+1 178 ftl I TH 1 12/1 10.220 10.189 1 228 1 320 1 283 10.827 1 48.6 I*D 1 327 ft1 I LT 1 12/1 10.099 10.138 ------------------------------------------------------------------------------- 1 131 1 214 1 62 10.262 1 31.4 1 C 1 61 ft1 NB Approach ------------------------------------------------------------------------------- 39.6 D+ ------------------------------------------------------------------------------- I RT 1 12/1 10.103 10.450 1 611 1 685 1 60 10.087 1 12.7 1 B+1 37 ft1 I TH 1 12/1 10.201 10.189 1 228 1 320 1 249 10.728 1 38.5 1 D+1 266 ft1 I LT 1 12/1 10.171 10.138 ------------------------------------------------------------------------------- 1 131 1 214 1 184 10.776 1 49.8 I*D 1 214 ft1 WB Approach ------------------------------------------------------------------------------- 40.1 D+ --------------------------------------------------------------------------------- I RT 1 12/1 10.158 10.400 1 529 1 605 1 143 10.232 1 16.1 1 B 1 102 ft1 I TH 1 24/2 10.214 10.188 1 473 1 628 1 568 10.881 1 47.2 1*D 1 414 fti I LT 1 12/1 10.092 10.185 ------------------------------------------------------------------------------- 1 209 1 297 1 47 10.147 1 27.5 1 C 1 43 ftl EB Approach 37.5 D+ I RT 1 12/1 10.215 10.400 1 529 1 605 1 227 10.369 1 17.2 1 B 1 171 ftl I TH 1 24/2 10.204 10.188 1 473 1 628 1 533 10.826 1 40.6 1 D+i 345 ftl I LT ------------------------------------------------------------------------------- 1 12/1 10.216 10.185 1 209 1 297 1 261 10.818 1 48.6 I*D 1 302 fti I O'Brien Home Farm 08/07/01 I 2006 PM DHV w/ Project 15:10:44 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Input Worksheet Intersection # 0 - Kennedy Drive & Hinesburg Road Area Location Type: NONCBD 1 11 1 Key: VOLUMES -- > 253 I 297 i 72 II I 1 WIDTHS 112.0 112.0 112.0 II I v LANES I 1 1 1 1 1 II -------------------- I I I II \ 143 12.0 1 ------------- / I \------------------- /I\ -- 568 24.0 2 I ------------------- 1 261 12.0 1 / + / 53 12.0 1 North ------------------- __________________= I 542 24.0 2 -- ------------------- 240 12.0 1 \ -------------------- I I I \ I / II 196 1 263 1 60 I Phasing: SEQUENCE 44 it 12.0 1 12.0 1 12.0 1 PERMSV N N N N II 1 1 1 1 1 1 OVERLP Y Y Y Y II I I I LEADLAG LD LD SB WB NB EB RT TH LT RT TH LT RT TH LT RT TH LT ----------------------------------------------------------------------- ----------------------------------------------------------------------- Heavy veh, %HV 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Pk-hr fact, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed or Act A A A A A A A A A A A A Strtup lost, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext eff grn, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival typ, AT 3 3 3 3 3 3 3 3 3 3 3 3 ----------------------------------------------------------------------- Ped vol, vped 0 0 0 0 Bike vol, vbic 0 0 0 0 Parking locatns NO NO NO NO Park mnvrs, Nm 0 0 0 0 Bus stops, NB 0 0 0 0 Grade, %G .0 .0 .0 .0 ----------------------------------------------------------------------- ----------------------------------------------------------------------- ------------------------------------------------------------------------- Sq 44 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 **/** ------------------------------------------------------------------------- I +^ I+* I+ I I I I I +++++I +* I+ 1 ++++I I I /I\ I +> I<+ * I<+ I <****I I I I I I v 1 ++++I I I I I I I ^ v I I I I North 1 <* I ++>I +>I++++> I I I I I++++ * I ++ 1 + I++++ I I I 1 v* I ++ I + I v I I I ------------------------------------------------------------------------- C= 80"1 G= 11.4" 1 G= 15.4" 1 G= 14.5" 1 G= 14.7" 1 G= 0.0" 1 G= 0.0" 1 I Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 0.0" 1 Y+R= 0.0" 1 ------------------------------------------------------------------------- O'Brien Home Farm 2006 PM DHV w/ Project file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Volume Adjust & Satflow Worksheet Volume SB WB NB Adjustment RT TH LT RT TH LT RT TH LT --------------------------------------------------------- --------------------------------------------------------- Volume, V 253 297 72 143 568 53 60 263 196 Pk-hr fact, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj my flow, vp 253 297 72 143 568 53 60 263 196 --------------------------------------------------------- Lane group, LG RT TH LT RT TH LT RT TH LT Adj LG flow, v 253 297 72 143 568 53 60 263 196 Prop LT, PLT .000 .000 1.00 .000 .000 1.00 .000 .000 1.00 Prop RT, PRT 1.000 .000 .000 1.000 .000 .000 1.000 .000 .000 --------------------------------------------------------- Saturation SB WE I Flow -Rate --------RT---TH---LT--RT---TH---LT Base satflo, so 1900 1900 1900 1900 1900 1900 Number lanes, N 1 1 1 1 2 1 Lane width, fW 1.000 1.00 1.00 1.000 1.00 1.00 Heavy veh, fHV .952 .952 .952 .952 .952 .952 Grade, fg 1.000 1.00 1.00 1.000 1.00 1.00 Parking, fp 1.000 1.00 1.00 1.000 1.00 1.00 Bus block, fbb 1.000 1.00 1.00 1.000 1.00 1.00 Area type, fa 1.000 1.00 1.00 1.000 1.00 1.00 Lane util, fLU 1.000 1.00 1.00 1.000 .950 1.00 Left -turn, fLT 1.000 1.00 .950 1.000 1.00 .950 Right -turn, fRT .850 1.00 1.00 .850 1.00 1.00 PedBike LT,fLpb 1.000 1.00 1.00 1.000 1.00 1.00 PedBike RT,fRpb 1.000 1.00 1.00 1.000 1.00 1.00 Local adjustmnt 1.000 1.00 1.00 1.000 1.00 1.00 Adj Satflow, s 1538 1810 1719 1538 3438 1719 ------------------------------------------- ------------------------------------------- 06/07/01 15:10:44 EB RT TH LT 240 542 261 1.00 1.00 1.00 240 542 261 -------------- RT TH LT 240 542 261 .000 .000 1.00 1.000 .000 .000 -------------- NB EB RT TH LT RT TH LT 1900 1900 1900 1900 1900 1900 1 1 1 1 2 1 1.000 1.00 1.00 1.000 1.00 1.00 .952 .952 .952 .952 .952 .952 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 .950 1.00 1.000 1.00 .950 1.000 1.00 .950 .850 1.00 1.00 .850 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1.000 1.00 1.00 1538 1810 1719 1538 3438 1719 SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Capacity and LOS Worksheet Capacity Analysis Lane group, LG Adj Flow, v Satflow, s Lost time, tL Effect green, g Grn ratio, g/C LG capacity, c v/c ratio, X Flow ratio, v/s Crit lane group --------------- Sum Grit v/s,Yc Crit v/c, Xc SB RT TH LT RT TH LT 253 297 72 1538 1810 1719 6.0 6.0 6.0 35.9 15.4 11.4 .449 .193 .142 691 349 245 .366 .851 .294 .164 .164 .042 -------------- 0.595 .850 WB RT TH LT RT TH LT 143 568 53 1538 3438 1719 6.0 6.0 6.0 32.1 14.7 14.5 .401 .183 .181 617 631 312 .232 .900 .170 .093 .165 .031 -------------- Total lost, L NB RT TH LT --- ---------- RT TH LT 60 263 196 1538 1810 1719 6.0 6.0 6.0 35.9 15.4 11.4 .449 .193 .142 691 349 245 .087 .754 .800 .039 .145 .114 -------------- 24.0 EB RT TH LT RT TH LT 240 542 261 1538 3438 1719 6.0 6.0 6.0 32.1 14.7 14.5 .401 .183 .181 617 631 312 .389 .859 .837 .156 .158 .152 O'Brien Home Farm 08/07/01 2006 PM DHV w/ Project 15:10:44 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - HCM Capacity and LOS Worksheet Delay SB WB NB EB and LOS --------------- RT -------------- TH LT RT -------------- TH LT RT -------------- TH LT RT -------------- TH LT --------------- Lane group, LG -------------- RT TH LT -------------- RT TH LT -------------- RT TH LT -------------- RT TH LT Adj Flow, v 253 297 72 143 568 53 60 263 196 240 542 261 LG capacity, c 691 349 245 617 631 312 691 349 245 617 631 312 v/c ratio, X .366 .851 .294 .232 .900 .170 .087 .754 .800 .389 .859 .837 Grn ratio, g/C .449 .193 .142 .401 .183 .181 .449 .193 .142 .401 .183 .181 Unif delay, dl 14.5 31.2 30.7 15.8 31.9 27.7 12.6 30.5 33.2 17.0 31.7 31.6 Incr calib, k .11 .38 .11 .11 .42 .11 .11 .31 .34 .11 .39 .37 Incr delay, d2 .3 21.0 .7 .2 19.6 .3 .1 9.5 19.2 .4 12.9.20.6 Queue Delay, d3 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 Unif delay, dl* .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 Prog factor, PF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Contrl delay, d 14.9 52.1 31.4 16.0 51.5 27.9 12.7 40.0 52.4 17.4 44.6 52.2 Lane group LOS B+ D C B D C B+ D+ D B D+ D Final Queue,Qbi --------------- 0 0 0 0 0 0 0 0 0 0 0 0 Appr delay, dA -------------- 34.6 -------------- 43.2 -------------- 41.5 -------------- 40.2 Approach LOS C D+ D+ D+ Appr flow, vA --------------- 622 764 519 1043 Intersection: --------------- --------------- -------------- Delay -------------- -------------- 40.0 -------------- LOS -------------- -------------- D+ -------------- -------------- -------------- -------------- -------------- -------------- O'Brien Home Farm 08/07/01 2006 PM DHV w/ Project 15:10:44 file: 01-004/kennhine SIGNAL2000/TEAPAC[Ver 1.00.02] - Capacity Analysis Summary Intersection Averages for Int # 0 - Kennedy Drive & Hinesburg Road Degree of Saturation (v/c) 0.70 Vehicle Delay 40.0 Level of Service D+ ------------------------------------------------- Sq 44 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 **/** ------------------------------------------------- I +^ I+* I+ I I I + ++++I + * 1 + 1 ++++1 /I\ I +> I<+ * I<+ I <****I I I I v 1 ++++I I I I IA 1**** v I I North I <* I + +>I +>I++++> I I I++++ * 1 ++ 1 + I++++ I v* 1 ++ 1 + I v I ------------------------------------------------- I G/C=0.142 I G/C=0.193 I G/C=0.181 I G/C=0.183 I I G= 11.4" 1 G= 15.4" I G= 14.5" 1 G= 14.7" 1 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 Y+R= 6.0" 1 1 OFF= 0.0% 1 OFF=21.7% i OFF=48.5% 1 OFF=74.2% 1 ------------------------------------------------- C= 80 sec G= 56.0 sec = 70.0% Y=24.0 sec = 30.0% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------------- I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E 1Volumel v/c I Delay I S (Model 11 ------------------------------------------------------------------------------- SB Approach 34.6 C I RT 1 12/1 10.232 10.449 1 610 1 684 1 253 10.366 1 14.9 1 B+1 178 ftl I TH 1 12/1 10.227 10.193 1 235 1 327 1 297 10.851 1 52.1 I*D 1 352 ftl I LT 1 12/1 ------------------------------------------------------------------------------- 10.104 10.142 1 139 1 222 1 72 10.294 1 31.4 1 C 1 71 ftl NB Approach 41.5 D+ ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- I RT 1 12/1 10.103 10.449 1 610 1 684 1 60 10.087 1 12.7 1 B+1 37 ftl I TH 1 12/1 10.209 10.193 1 235 1 327 1 263 10.754 1 40.0 1 D+1 284 ftl I LT 1 12/1 ------------------------------------------------------------------------------- 10.178 10.142 1 139 1 222 1 196 10.800 1 52.4 I*D 1 232 ftl WB Approach 43.2 D+ ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- I RT 1 12/1 10.158 10.401 1 530 1 606 1 143 10.232 1 16.0 1 B 1 102 ftl I TH 1 24/2 10.214 10.183 1 458 1 613 1 568 10.900 1 51.5 I*D 1 443 ftl I LT 1 12/1 10.095 10.181 1 202 1 290 1 53 10.170 1 27.9 1 C 1 49 ftl ------------------------------------------------------------------------------- EB Approach 40.2 D+ I RT 1 12/1 10.223 10.401 1 530 1 606 1 240 10.389 1 17.4 1 B 1 182 ftl I TH 1 24/2 10.206 10.183 1 458 1 613 1 542 10.859 1 44.6 1 D+l 375 ftl I LT ------------------------------------------------------------------------------- 1 12/1 10.216 10.181 1 202 1 290 1 261 10.837 1 52.2 I*D 1 309 ftl ATTACHMENT Hinesburg Road / Hayes Avenue Intersection Capacity Analyses AM Peak Hour Lamoureux & Dickinson Consulting Engineers, Inic. I HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY �nalyst: R. Dickinson gency/Co.: Lamoureux & Dickinson ate Performed: 8/08/01 Analysis Time Period: 2001 AM Background DHV Intersection: urisdiction: nalysis Year: Project ID: East/West Street: Hayes / Old Home Farm iorth/South Street: Hinesburg Rd. ntersection Orientation: NS Study period (hrs): 1.00 Vehicle Volumes and Adjustments lajor Street: Approach Northbound Southbound Movement 1 2 3 5 6 L T R 14 L T R olume 32 530 285 9 eak-Hour Factor, PHF 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 32 530 285 9 ercent Heavy Vehicles 0 -- -- -- -- edian Type Undivided I T Channelized? No Lanes 0 1 1 1 LT T R ionfiguration pstream Signal? No No or Street: Approach Westb Movement 7 8 L T Eastbound 9 10 11 12 R L T R Volume 38 0 2.4 Peak Hour Factor, PHF 1.00 1.00 1.00 Flow Rate, HFR 38 0 24 �ourly ercent Heavy Vehicles 0 0 0 ercent Grade (%) 0 0 Median Storage "Jared Approach: Exists? No Storage IT Channelized? Lanes 0 1 0 ,onfiguration LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound lovement 1 4 7 8 9 10 11 12 ane Config LT LTR v (vph) 32 62 (m) (vph) 1279 405 /c 0.03 0.15 51 queue length 0.08 0.54 Control Delay 7.9 15.5 OS A C pproach Delay 15.5 pproach LOS C HCS2000: Unsignalized Intersections Release 4.1 �oger Dickinson amoureux & Dickinson Lamoureux & Dickinson 14 Morse Drive ssex Jct., Vermont 05452 hone: (802) 878-4450 Fax: (802) 878-3135 IHCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY alyst: R. Dickinson ency/Co.: Lamoureux & Dickinson to Performed: 8/08/01 Analysis Time Period: 2006 AM Background DHV TFalysis tersection: risdiction: Year: Project ID: Fast/West Street: Hayes / Old Home Farm Frth/South Street: Hinesburg Rd. Intersection Orientation: NS Study period (hrs): 1.00 Vehicle Volumes and Adjustments ajor Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R L T R 1 Jolume 32 572 0 0 308 9 eak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 32 572 0 0 308 9 Heavy Vehicles 0 -- -- 0 -- -- Iercent edian Type Undivided T Channelized? No Lanes 0 1 0 0 1 1 configuration LTR LT R stream Signal? No No Minor Street: Approach Movement I Westbound 7 8 9 L T R Eastbound 10 11 L T 12 R Volume 38 0 24 Peak Hour Factor, PHF 1.00 1.00 1.00 Flow Rate, HFR 38 0 24 �ourly ercent Heavy Vehicles 0 0 0 ercent Grade (%) 0 0 Median Storage Tared Approach: Exists? No Storage T Channelized? Lanes 0 1 0 Fonfiguration LTR Delay, Queue Length, and Level of Service pproach NB SB Westbound Eastbound ovement 1 4 7 8 9 10 11 12 ane Config LTR LT I I LTR v (vph) 32 0 62 1(m) (vph) 1255 1011 375 /c 0.03 0.00 0.17 5k queue length 0.08 0.00 0.59 Control Delay 7.9 8.6 16.5 OS A A C pproach Delay 16.5 pproach LOS C I HCS2000: Unsignalized Intersections Release 4.1 loger Dickinson amoureux & Dickinson Lamoureux & Dickinson 4 Morse Drive ssex Jct., Vermont 05452 hone: (802) 878-4450 Fax: (802) 878-3135 I HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY �nalyst: R. Dickinson gency/Co.: Lamoureux & Dickinson ate Performed: 8/06/01 Analysis Time Period: 2006 AM w/ Project DHV ntersection: urisdiction: alysis Year: Project ID: East/West Street: Hayes / Old Home Farm Iorth/South Street: Hinesburg Rd. Intersection Orientation: NS Study period (hrs): 1.00 Vehicle Volumes and Adjustments ajor Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R L T R olume 32 572 1 8 308 9 eak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 32 572 1 8 308 9 rcent Heavy Vehicles 0 -- -- 0 -- -- dian Type Undivided F Channelized? No Lanes 1 1 0 1 1 1 configuration L TR L T R _Ipstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 1L T R R L L T T RT R Volume 2 0 42 38 0 24 Peak Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Flow Rate, HFR 2 0 42 38 0 24 fourly ercent Heavy Vehicles 0 0 0 0 0 0 ercent Grade (%) 0 0 Median Storage lared Approach: Exists? No No Storage T Channelized? Lanes 0 1 0 0 1 0 configuration LTR LTR J Delay, Queue Length, and Level of Service pproach NB SB Westbound Eastbound ovement 1 4 8 9 10 11 12 ane Config L L 17 LTR I LTR v (vph) 32 8 44 62 (vph) 1255 1010 492 286 t(m) /c 0.03 0.01 0.09 0.22 5% queue length 0.08 0.02 0.29 0.82 Control Delay 7.9 8.6 13.0 21.1 OS A A B C pproach Delay 13.0 21.1 pproach LOS B C HCS2000: Unsignalized Intersections Release 4.1 oger Dickinson amoureux & Dickinson Lamoureux & Dickinson 4 Morse Drive ssex Jct., Vermont 05452 hone: (802) 878-4450 Fax: (802) 878-3135 A TTA CHMENTJ Hinesburg Road/ Hayes Avenue Intersection Capacity Analyses PM Peak Hour Lamoureux & Dickinson Consulting Engineers, Inc. HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY alyst: R. Dickinson ency/Co.: Lamoureux & Dickinson ate Performed: 8/08/01 Analysis Time Period: 2001 PM Background DHV intersection: jurisdiction: alysis Year: Project ID: Fast/West Street: Hayes / Old Home Farm forth/South Street: Hinesburg Rd. Intersection Orientation: NS Study period (hrs): 1.00 Vehicle Volumes and Adjustments ajor Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R L T R olume 63 413 509 9 eak-Hour Factor, PHF 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 63 413 509 9 Heavy Vehicles 0 -- -- -- -- Iercent edian Type Undivided T Channelized? No Lanes 0 1 1 1 "''onf iguration LT T R Ipstream Signal? No No Minor Street: Approach Westb( Movement 7 8 1 L T Eastbouna 9 10 11 12 R L T R Volume 22 0 47 Peak Hour Factor, PHF 1.00 1.00 1.00 kourly Flow Rate, HFR 22 0 47 ercent Heavy Vehicles 0 0 0 ercent Grade (%) 0 0 Median Storage I ared Approach: Exists? No Storage T Channelized? Lanes 0 1 0 -onfiguration LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound fovement 1 4 7 8 9 10 11 12 ane Config LT I LTR v (vph) 63 69 (m) (vph) 1058 396 /c 0.06 0.17 5% queue length 0.19 0.63 Control Delay 8.6 16.0 OS A C pproach Delay 16.0 pproach LOS C HCS2000: Unsignalized Intersections Release 4.1 oger Dickinson amoureux & Dickinson Lamoureux & Dickinson 14 Morse Drive ssex Jct., Vermont 05452 hone: (802) 878-4450 Fax: (802) 878-3135 HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY nalyst: R. Dickinson gency/Co.: Lamoureux & Dickinson ate Performed: 8/08/01 Analysis Time Period: 2006 PM Backgroud DHV fntersection: risdiction: alysis Year: Project ID: Fast/West Street: Hayes / Old Home Farm �orth/South Street: Hinesburg Rd. Intersection Orientation: NS Study period (hrs): 1.00 Vehicle Volumes and Adjustments ajor Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R L T R volume 63 446 0 0 549 31 eak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 63 446 0 0 549 31 Heavy Vehicles 0 -- -- 0 -- -- Iercent edian Type Undivided T Channelized? No Lanes 0 1 0 0 1 1 ^onfiguration LTR LT R 4pstream Signal? No No Minor Street: Approacn 1 Movement Westbound 7 8 9 L T R Eastbound I 10 11 L T 12 R Volume 22 0 47 Peak Hour Factor, PHF 1.00 1.00 1.00 ourly Flow Rate, HFR 22 0 47 ercent Heavy Vehicles 0 0 0 ercent Grade (%) 0 0 Median Storage eared Approach: Exists? No Storage T Channelized? Lanes 0 1 0 ponfiguration LTR Delay, Queue Length, and Level of Service pproach NB SB Westbound Eastbound ovement 1 4 7 8 9 10 11 12 ane Config LTR LT LTR v (vph) 63 0 69 (m) (vph) 1004 1125 365 /c 0.06 0.00 0.19 51 queue length 0.20 0.00 0.70 Control Delay 8.8 8.2 17.2 OS A A C pproach Delay 17.2 pproach LOS C HCS2000: Unsignalized Intersections Release 4.1 oger Dickinson amoureux & Dickinson Lamoureux & Dickinson f4 Morse Drive ssex Jct., Vermont 05452 hone: (802) 878-4450 Fax: (802) 878-3135 HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY galyst: R. Dickinson ency/Co.: Lamoureux & Dickinson ate Performed: 8/08/01 Analysis Time Period: 2006 PM w/ Project DHV jntersection: urisdiction: nalysis Year: Project ID: forth/South ast/West Street: Hayes / Old Home Farm Street: Hinesburg Rd. Intersection Orientation: NS Study period (hrs): 1.00 Vehicle Volumes and Adjustments ajor Street: Approach Northbound Southbound Movement 1 2 3 4 5• 6 L T R L T R folume 63 446 6 33 549 31 eak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 63 446 6 33 549 31 ercent Heavy Vehicles 0 -- -- 0 edian Type Undivided T Channelized? No Lanes 1 1 0 1 1 1 configuration L TR L T R fpstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 I L T R I L T R Volume 1 0 26 22 0 47 Peak Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 ourly Flow Rate, HFR 1 0 26 22 0 47 ercent Heavy Vehicles 0 0 0 0 0 0 ercent Grade M 0 0 Median Storage Tared Approach: Exists? No No Storage T Channelized? Lanes 0 1 0 0 1 0 onfiguration LTR LTR Delay, Queue Length, and Level of Service pproach NB SB Westbound Eastbound ovement 1 4 7 8 9 10 11 12 ane Config L L LTR I LTR v (vph) 63 33 27 69 (m) (vph) 1004 1119 541 289 /c 0.06 0.03 0.05 0.24 5% queue length 0.20 0.09 0.16 0.93 Control Delay 8.8 8.3 12.0 21.4 OS A A B C pproach Delay 12.0 21.4 pproach LOS B C HCS2000: Unsignalized Intersections Release 4.1 oger Dickinson amoureux & Dickinson Lamoureux & Dickinson 4 Morse Drive ssex Jct., Vermont 05452 hone: (802) 878-4450 Fax: (802) 878-3135 ATTACHMENT Hinesburg Road I Hayes Avenue Left -Turn Lane Warrant Analyses I LaMOLflMLIX & Dickinson Constilting Engineers, Inc. LAMOUREUX & DICKINSON CONSULTING ENGINEERS, INC. LEFT -TURN LANE WARRANT ANALYSIS PROJECT #: 01-004 PROJECT: O'Brien Home Farm LOCATION: Hinesburg Rd - South Burlington i1%OY�wBoLAN5J YEAR: 2006 TIME: PM DHV SPEED. 40 ' mph Exclusive right -turn lane in the Va direction (Y/N)? Exclusive left -turn lane in the Vo direction (Y/N)? ENTER TRAFFIC VOLUMES (vph) Vadv. Vopp. Left -Turn = 63 33 Thru = 446 549 Right -Turn = 6 31 Va = 515 vph Vo = 613 vph L = 12% p = 2.0% u = 799 vph Tw = 2.8 sec. Te = 1.9 sec. N N BY: R. Dickinson DATE: 09-Aug-01 Va = ( 2,400*p*u / L*(1-L)*(Tw+Te) )^0.5 Warranting Va = 275 vph 515 > 275 THEREFORE, LEFT -TURN LANE IS WARRANTED REQUIRED LENGTH = 100 FEET LAMOUREUX & DICKINSON CONSULTING ENGINEERS, INC. LEFT -TURN LANE WARRANT ANALYSIS PROJECT #: 01-004 PROJECT: O'Brien Home Farm LOCATION: Hinesburg Rd. - South Burlington SD uL i 11 2ou N-D YEAR: 2006 TIME: PM DHV SPEED: 40 mph Exclusive right -turn lane in the Va direction (Y/N)? Exclusive left -turn lane in the Vo direction (Y/N)? ENTER TRAFFIC VOLUMES (vph) Vadv. Vopp. Left -Turn = 33 63 Thru = 549 446 Right -Turn = 31 6 Va = 613 vph Vo = 515 vph L = 5% p = 2.0% u = 859 vph Tw = 2.2 sec. Te = 1.9 sec. I BY: R. Dickinson DATE: 09-Aug-01 Va = ( 2,400*p*u / L" (1-L)"(Tw+Te) )^0.5 Warranting Va = 443 vph 613 > 443 THEREFORE, LEFT -TURN LANE IS WARRANTED REQUIRED LENGTH = 75 FEET 08/09/01, 3:17:22 PM