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HomeMy WebLinkAboutMiscellaneous - 1211 OSGOOD STREET 11/7/2003 III. TRAFFIC STUDY COMMENTS 1. The applicant should provide capacity analysis at the intersection of the Route 125 and Barker Street. As the majority of the site-generated traffic will exit the site at this location. This should include an assessment of the project-related traffic along with the additional developments noted in the vicinity of the project. Attached is a capacity analysis of the Barker Street/Osgood Street intersection. The access and circulation for this site was developed in concert with Mass Highway Traffic Engineering District 4 to reduce conflicts and left turn movements on Osgood Street in the vicinity of the Barker Street intersection. This location is proposed to be signalized with the development of a Mixed-Use Development,by Forgetta Development,LLC and will serve as the main access to that proposed development. At the time of that construction,Route 125 will be widened to accommodate protected left turn lanes to the Mixed-Use site and Barker Street. The geometry of the McLays site access on Osgood Street has been defined to be compatible with that future widening of Route 125 and the development of left turn lanes. A conservative approach was taken in the development of the attached 2005 analysis in that TEC did not assume any of the new trips would be drawn from the existing flow(i.e.0 trips from pass by traffic).The analysis shows LOS E for existing conditions,LOS F for proposed conditions without the installation of the proposed traffic signal and LOS D with the installation of the proposed traffic signal in the evening peak hour(with only a 2 second increase in delay due to our proposed development modifications). The same analysis for Saturday peak hour shows LOS C for existing conditions,LOS D for proposed conditions without the installation of the proposed traffic signal and LOS C with the installation of the proposed traffic signal 2. The applicant should evaluate the driveway locations with respect to the Route 125 corridor to assure that no traffic will be queuing onto the Route 125 corridor(or any public right of way) from within the site and/or as a result of queuing at unsignalized intersections. A demand analysis indicates that 24 vehicles will demand the right turn into the site from Route 125 during the evening peak hour(35 Saturday PH)while 15 vehicles will demand exiting maneuvers to Route 125 north during the evening peak hour(18 Saturday PH). The right turn only exit will assist in clearing the access to spaces located to the front of the building. All Left turn movements will be directed to the lower volume Barker Street and as such no queuing issues are anticipated. 3. The right turn lane into the site off of Route 125 appears to be extremely short. While this is a state highway location, the presence of the Barker Street intersection immediately to the west may influence driver access into(and out of)the site as there is limited deceleration distance provided along Route 125. The length of the right turn entrance was consciously designed so as T, to conflict or send confusing messages to drivers using the Barker Street intersection. T{�e curb line for the entrance is consistent with the improvements planned/permitted for the Route 125 corridor. 1 C: \ Program Files \ America Online 7 . 0 \ download \ Res ptoComml . doe NOV-07-2003 04�10PM FROM-TRANSPORTATION ENGINEERING & CONSTRUCTIO 978-794-1793 7-044 P.003 F-207 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst TRD Intersection Osgood Street at Barker Agency/Co. TEC, Inc. Street Date Performed 91/7/2003 Jurisdiction North Andover, MA Analysis Time Period Saturday-Midday Analysis Year 2005 No-Build Project Description TO 64 East/West Street: Barke Street North/South Street: Osgood Street Intersection orientation: Notch-South IStudy Period hrs : 1.00 MMehicle Volumes and Adjustments r Street Northbound Southbound ovement 1 2 3 4 5 6 L T R L T R Volume 0 559 61 3 664 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.OU 1.00 Hourly Flow Rate, HFR 0 559 61 3 664 0 Percent Heavy Vehicles 0 — -- 0 — -- Median Tye Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR LT T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 _01-1 12 L T R L T R Volume 60 0 3 0 0 0 Peak-Hour Factor,PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 60 0 3 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 0 0 Configuration t-R Delay, Queue Length, and Level of Service Approach N8 SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration Lit LR (vph) 3 63 (m)(vph) 970 278 I i c 0.00 0.23 5%queue length 0.01 0.87 ontrol Delay 8.7 21.7 08 A C pproach Delay -- -- 21.7 pproach LOS -- -- C file://C:\Docwnents%20and%20Settings\tdorman\Local%20SettingslTemp\u2k3E.tmp 11/7/2003 NOV-07-2003 04:10PM FROM-TRANSPORTATION ENGINEERING & CONSTRUCTIO 979-794-133 T-044 P.004/015 F-257 TWO-WAY STOP CONTROL. SUMMARY General Information Site Information Analyst TRD Intersection Osgood Street at Barker gency/Co. TEC, Inc. Street [East/West ate Performed 111712003 Jurisdiction North Andover,MA nalysis Time Period Saturday-Midday nalysis Year 2005 Build Project Description TO g44 Street: BarkeAStreet North/South Street: Os ood Street In tersection Orientation: North-South Etudy Period hrs : 1.00 ehicle Volumes and Adjustments Major Street Northbound Southbound ovement 1 2 3 4 5 6 L Y R L T R Volume 0 594 61 23 664 0 Peak-Hour Factor, Pi iF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, MFR 0 594 61 23 664 0 Percent Heavy Vehicles 0 Median Type Undivkfed RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR LT T U stream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 14 11 12 L T R L T R Volume 93 0 3 0 0 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.0o 1.00 1.00 Hourly Flow Rate, HFR 93 0 3 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 nfiguration I LR lay,Queue Len at and Level of Service proach NB SB Westbound Eastbound ovement 1 4 7 8 9 10 11 12 ane Configuration LT LR (vph) 23 96 (m) (vph) 942 242 Ic 0.02 0.40 950/c queue length 0.08 1.92 Control Delay 8.9 29.6 LOS A D pproach Delay -- M 29.6 pproach LOS -- -- p file://C:1 Documents%20and%20Settingsl tdorman\Loeal%20SettingslTemp1u2k3E.unp 11/7/2003 NOV-07-2003 04:111'M FROM-TRANSPORTATION ENGINEERING & CONSTRUCTIO 979-794-1793 7-044 P-006/015 F-257 TWO-WAY STOP CONTROL SUMMARY i General Information Site Information Analyst TRD Intersection Osgood Street at Barker gency/Co. TEC, Inc. Street Date Performed 111772003 Jurisdiction Noah Andover, MA Analysis Time Period PM Peak Analysis Year 2005 Na-Build Project Description T ta4 East/West Street: Sarke Street North/South Street: Omod Street Intersection Orientation: North-South @tudy Period hrs :- 1.00 _ Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 989 79 4 818 0 Peak-Hour Factor PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 989 79 4 818 0 Percent Heavy Vehicles 0 1 -- 0 -- -- Median Tye Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR LT T Upstream Signal 0 0 _ Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 47 0 3 0 0 0 Peak-Hour Factor, PHF 1.00 1.00 1100 1.00 1.00 1.00 Hourly Flow Rate, HFR 47 0 3 0 0 0 Percent Heavy Vehicles 0 0 D 0 1 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR DelaY, Queue Lon th, and Level of Service Approach NB Be Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 4 50 (m) (vph) 660 130 p0.01 0.38 e length 0.02 1.79 elay 10.5 49.7 BDelay -- 49.7 proach LOS -- -- E 7 file://C:1DocLiments%20and%20Settingsltdormanl Local%20SettingsiTemp\u2k3B.imp 17/7/2003 NOV-07-2003 04:11 PM FROM-TRANSPORTATION ENGINEERING & CONSTRUCTIO 970-794-1793 T-044 P.006/015 F-257 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst TRD Intersection Osgood Street at Barker Agency/Co. T C, Inc. Street Date Performed 111712003 Jurisdiction North Andover,MA Analysis Time Period Weekday-PM nalysis Year 2005 Build Project Descri tion jq264 East/West Street: Backe treat orth/South Street: Os ood Street Intersection ientation: North-South IStudy Period hrs : 1.00 ehlole Volumes and Adjustments Ma'or Street Northbound Southbound Movement 1. 2 3 4 5 6 L T R L T R olume 0 1012 79 17 818 0 Peak-Hour Factor,PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 1012 1 79 17 818 0 Percent Heavy Vehicles 0 — 0 Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR LT T U ttream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 73 0 3 0 0 0 Peak-Hour Factor, PHF 1.00 1100 1.00 1.00 1.00 1.00 Hourly Flow Rate, MFR 73 0 3 0 0 0 Percent Heavy Vehicles 0 0 0 0 1 . 0 0 Percent Grade (%) 0 0 Flared Approach aN N Storage 0 RT Channelized 0 0 anes 0 0 0 0 0 lue la Queue Length,aind Level of Service k ch NB SB Westbound Eastbound ent 1 4 7 8 9 10 11 12 ontlguration LT LR 17 7ti vph) 647 117 0.03 0.65 95%queue length 0108 4.55 Control Delay 10.7 88.4 LOS 8 F pproach Delay — -- 88.4 pproach LOS -- -- F file://C:`Documents%20and%20Settingsltdorman\Local%20Settings\Temp\u2k3E.tmp 11/7/2003 NOV-07-2003 04:12PM FROM-TRANSPORTATION ENGINEERING & CONSTRUCTIO 979-794-1793 T-044 P.007/015 F-25T HGS2000'" DETAILED REPORT General Information Site Information Analyst TRD Intersection Osgood Street at Barker Street Agency or Co. TEC, Inc. Date Performed 1 1/7/2003 Area Type All other areas Time Period Weekday-PM Jurisdiction Analysts Year 2005 Build w/Forgetta Pro'ect ID Volume and Timing Lnptk t EB WB NB SB LT I TH RT LT TH RT I~T TH RT LT TH RT Number of lanes, N1 1 1 1 0 1 1 0 1 2 0 1 2 1 Lane group L TR L TR L TR L T R Volume, V(vph) 173 ?1 127 47 5 3 93 972 79 4 830 27 %Heavy vehicles,%HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak-hour factor, PHF 0.90 0.90 0.90 0,90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed(P)or actuated A) A A A A A A Q A A A A A Start-up lost time, h 2.0 2.0 2.0 2.0 2.0 2.0 210 12.0 2.0 Extension of effective green,a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type,AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3,0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 10.0 0.0 1 0.0 10.0 10.0 0.0 10.0 Fed/Bike/RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 1 0 N Parking maneuvers, N. Buses stopping, NB 0 0 0 0 0 0 0 0 0 Min.time for pedestrians, 3.2 3.2 3.2 3.2 Phasing Excl. Left I EW Perm 03 04 Excl. Left Thru& RT 07 08 Timing G= 6.0 1 G= 14.0 G G = Jyz G ; 15.0 G= 33.0 G= G = Y= 5 Y= 6 Y= Y= 5 Y= 6 Y= Y= Duration of Analysis,T= 0.25 Cycle Length,C= 90.0 Lane Group Capacity, Control Delay,and L08 Determination EB WB NB SB LT TH I RT LT TH RT LT TH I RT I LT TH RT Adjusted flow rate,v 192 153 52 9 103 1168 4 922 30 Lane group capacity,c 320 250 272 266 286 1240 285 1254 561 Wo ratio, X 10.00 0.61 0.19 0.03 0.36 0.94 0.01 0.74 0.05 file://C:\Documents%20and%24SeWngsl tdorman\Local%20SettingslTempls2kA8.tmp 11/7/2003 NOV-07-2003 04.12PM FROM-TRANSPORTATION ENGINEERING & CONSTRUCTIO 978-794-1793 T-044 P.008/015 F-257 -- ---r--• rage 1 of 2 Total green ratio,g/C 0.28 0.16 0.28 0.16 0.17 0.37 0.17 0.37 0.37 Uniform delay,di 28.8 35.5 24.5 32.3 33.3 27.6 31.3 24.7 18.4 Progression factor, PF 1.D00 1,000 1.000 1.000 1.000 1.000 11000 1.000 1.000 Delay calibration,k 0.19 0.20 0.11 0.11 0.11 0.45 0.11 0.29 0.11 Incremental delay, dz 3.1 4.4 0.3 0.1 0.8 14.0 1 0.0 2.3 0.0 Initial queue delay, d3 Control delay 31.9 39.8 24.8 32.3 1344 41.5 31.3 270 18.5 Lane group LOS C D C C C D C C B Approach delay 35.4 25.9 40.9 26.8 Approach LOS D C D C - Intersection delay 34.7 Intersection LOS C Hcs2oodrm Cupyright 0 3000 Unlymity of Florida,All Rights Rcscrved VCTSion a.l t file,//C;1Docu rents%20and%2OSetting$Ntdorman\Local%2OSettings\Temp\s2kA8,tmp 11/7/2003 NOV-OT-2003 04:13PM FROM-TRANSPORTATION ENGINEERING & CONSTRUCTIO OTS-794-1793 7-044 P.009/015 F-257 HCS200r DETAILED REPORT General Information Site Information Intersection Osgood Street at Barker Analyst TRD Street Agency or Co. TEC, Inc. Area Type All other areas Date Performed 111712003 Jurisdiction Time Period Weekday-PM 2005 Build w/Forgetta+ Analysis Year McLays Project ID Volume and Timing In u ES WB NS SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 1 0 1 1 0 1 2 0 1 2 1 Lane group L TR L TR L TR L T R Volume, V(vph) 173 11 127 73 5 1 3 93 995 79 17 830 27 % Heavy vehicles,%HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak-hour factor,PHF 0.90 10.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed(P)or actuated (A) A A A A A A A A A A A A Start-up lost time,I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective reen,a 2.0 2.0 2.0 2.0 20 2.0 2.0 2.0 2.0 Arrival type,AT 3 3 3 3 3 3 3 3 3 Unit extension, LIE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 initiai unmet demand, Q. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 010 Pod/Bike I RTOR 0 0 0 0 0 0 0 0 volumes Lane width 12.0 12.0 1110 11.0 11.0 11.0 11.0 11.0 11.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM Buses stopping, NB 0 0 0 0 p 0 0 0 0 Min.time for pedestrians, 3.2 3.2 3.2 3.2 G Phasing Excl. Left EW Perm 03 04 EXCI,Left Thru& RT 07 1 08 G= 6.0 G= 14.0 G = G = G= 15.0 G= 33.0 G G= Timing Y= 5 IY= 6 Y= Y= JY= 5 Y= 6 1 Y= ly= Duration of Analysis,T= 0.25 Cycle Length, C= 90.0 Lane Group Capacity, Control Delay, and LOS Determination ES WB I NS SS LT TH RT LT I TH RT I LT TH RT LT TH RT Adjusted flow rate,v 192 153 81 9 103 1194 19 922 30 Lane group capacity,c 920 250 272 266 285 1240 285 1254 561 0.60 10.61 1 0.30 0.03 0.36 10,96 1 10.07 0.74 0.06 file,//C:\Documents%20and%20Settings\tdorman\Local%20Settings\Temp\s2kA8,tmp 11/7/2003 NOV-07-2003 04:13PN1 FROM-TRANSPORTATION ENGINEERING & CONSTRUCTIO 978-794-1793 T-044 P.010/015 F-257 - raga✓ � or � We ratio,X Total green ratio, g/C 0,28 0.16 0.28 0.16 0.17 0.37 0.17 0.37 0.37 Uniform delay,d, 28.8 35.5 24.9 32.3 33.3 27.9 31.6 24.7 18.4 Progression factor, PF 1,000 1.000 1.000 1.000 1.000 1.000 11-000 1.000 1.000 Delay calibration,k 0.19 0.20 0.11 0.11 0.11 0.47 0.17 0.29 0.11 Incremental delay, d2 .9 4.4 0.6 0.1 0.8 17.4 0.1 2.3 0.0 Initial queue delay, d3 Control delay 31.9 39.8 25.6 32.3 34.0 45.3 31.7 127.0 18.5 Lane group LOS C 0 G C C D C C 8 Approach delay 3514 26.2 44.4 26,8 Approach LOS 0 C 0 C Intersection delay 36.3 Intersection LOS p HCS20007M Copyriglu 0?000 University Of Florida,All Rights Reserved Version 4.1c file-//C:\Documents%20and%20Settings\tdorman\L.oea1%2OSettings\Temp\s2W.tmg 11/7/2003 NOV W-2003 04:14PM FROM-TRANSPORTATION ENGINEERING & CONSTRUCTIO 978-794-1793 T-044 P.011:/015 F-257 rage 1 ar z HCS20W DETAILED REPORT General Information Site Information Analyst 7R0 Intersection Sfre Street at Barker Agency of Co. 7-EC, Inc. Area Type All other areas Date Performed 11/7/2003 Time Period Saturpay Midday Jurisdiction Analysis Year 2005 Build W/Forgette Pr ect ID Volume and Timing I"P t Eta WB NB S3 LT TM RT LT TH RT LT TH RT LT TH RT Number of lanes, Ni 1 1 0 1 1 0 1 2 0 1 2 1 Lane group L TR L TR L TR L T R Volume, V(vph) 102 4 102 60 5 3 118 541 61 3 663 40 %Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak-hour factor, PHF 0.90 0190 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0190 0.90 Pretimed(P)or actuated q) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 12.0 20 1 2.0 2.0 2.0 2,0 2.0 Extension of effective green,a 2.0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 10 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1,000 1.000 Initial unmet demand, Qy 0.0 10.0 OA 0.0 10,0 0.0 0.0 0.0 0.0 Ped/Bike 1 RTOR plumes 0 0 0 0 0 0 0 Q Lane width 12.0 12.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N i Parking maneuvers, NM Buses stopping, Ng 0 0 1 0 0 0 -70- 0 j 0 0 Min.time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Exol,Left EW Perm 03 04 Excl. Left Thru& RT 07 08 Timing G= 6.0 1 G = 14.0 G = G = G= 15.0 G= 33.0 1G. G= 1Y= 5 ly= 6 Y= Y= Y= 5 Ym 6 1Y= Y= Duration of Analysis,T= 0.25 Cycle Length, C= 90.0 Lane Group Capacity, Control Delay,and LOS Determination Es W8 NB SS LT TH RT LY TH RT I LT TH RT LT I TH RT Adjusted flow rate,v 113 117 67 9 1131 669 3 726 44 Lane group capacity,c 320 248 291 266 285 1235 285 1254 561 v/c ratio, X 0.35 10.47 0.23 0.03 0.46 0.54 0.01 0.58 0,08 file:#C;1 Documents%20and%205ettings\tdor man\Local%24Settings\Templs2kA8,tmp 11/7/2003 NOV 70T-2003 04114PM FROM-TRANSPORTATION ENGINEERING 9 CONSTRUCTIO 978-794-1793 T-044 P.012/015 F-25T Total green ratio, g/C 0.28 0.16 0.28 0.16 0.17 0.37 0,17 0.37 0.37 Uniform delay,di 25.3 34.6 24.6 32.3 33.8 22.5 31.3 22.9 18.6 Progression factor, Pl= 1.000 1.000 1.000 1.000 1.000 1.000 11000 1.000 1,000 Delay calibration, It 0.11 0.11 0.11 0.11 0.11 0.14 0.11 0.17 0.11 Incremental delay,dz 0.7 1.4 0.4 0.1 1.2 0.5 0.0 0,7 0.1 Initial queue delay, d3 Control delay 2 .o 36.0 25.0 32.3 35.0+ 23.0 31.3 23.6 18.6 Lane group LOS C D C C D C C C B Approach delay 31,1 25,9 25.0 23.3 Approach LOS C ` C C C Intersection delay 25.1 Intersection LOS C HCS1000TM Copyright®2000 University ofFlorida,All Rights Rrervcd Version 4.1c file://C:\Documents%20and%20Settings\tdorman\Local%20Settings\Temp\s2kA8.tmp 11/7/2003 NOV-OT-2003 04c15PM FROM-TRANSPORTATION ENGINEERING & CONSTRUCTIO 978-794-1793 T-044 P.013/015 F-257 ` rage i of;G HCS20W DETAILED REPORT General Information Site Information Analyst TRD Intersection Osgood Street at Barker Street Agency or Co. T€C, inc. Area Type All other areas Date Performed 11/7/2003 Jurisdiction Time Period Saturday Midday 2005 Build w/Forgctta + Analysis Year McLays Project ID Volume and Timina lnpdt EB WS NB 1 96 LT 7H RT LT TH RT -J-1 TH RT I LT TH RT Number of lanes, N, 1 1 0 1 1 0 1 2 0 1 2 1 Lane group L TR L TR L TR L T R Volume,V(vph) 102 4 102 93 5 1 3 198 576 61 23 653 40 %Heavy vehicles, %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0,90 0.90 0.90 Pretimed(P)or actuated (A) A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 12.0 2,0 2.0 2.0 Arrival type,AT 3 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 11000 1.000 1.000 1.000 1.000 1,000 1.000 11.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.0 0.0 Ped/Bike/RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 11110 11.0 11.0 11.0 11.0 11.0 11.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NM_ Buses stopping,Na 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 3.2 3.2 3.2 Phasing Excl.Left EW Perm 03 04 Excl.Left Thru&RT 07 08 Timing G = 6.0 G = 14.0 G= G IGZ 15.0 G = 33.0 G ; G = Y= 5 Y= 6 Y; Y= ly= 5 Y= 6 Y= Y= Duration of Anal sis, T=0.25 C cle Len th, C= 90.p Lane Gropp Capacity, Control Delay,and LOS Datennlnadon EB WB NS SB LT TH ii RT LT TH RT Ur I TH RT LT TH I RT Adjusted flow rate,v 113 117 103 9 131 708 26 726 44 Lane group capacity, c 320 248 291 265 285 1236 285 1254 561 0.35 0.47 0.35 0.03 0.46 0.57 0.09 0.58 0.08 file://C:i Documents%20and%20Settingsltdorman\Local%20Settings\Temp\s2kA8.tmp 11/7/2003 NOV-07-2003 04:15PM FROM-TRANSPORTATION ENGINEERING & CONSTRUCTIO 978-794-1793 T-044 P-014/015 F-257 v/c ratio,X Total green ratio,g1C 0,28 0,16 0,26 0.16 0.17 0.37 0.17 0.37 0.37 Uniform delay,di 25-3 34.6 25.2 32,3 33,8 22.8 31,7 22.9 18.6 Progression factor, PF 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.00 Delay calibration, k 0.11 0.11 10.11 0.11 0.11 0.17 0.11 0.17 0,11 Incremental delay, dz .7 1-4 0.7 0.1 1.2 0.6 0.1 0.7 0.1 ! Initial queue delay, d3 Control delay 26.0 360 25.9 32,3 35.0* 2,15 3119 23.8 18.6 - Lane group LOS C p C C D C C C B Approach delay 31,T 26.4 25.3 23.5 Approach LOS C C C C Intersection delay 25,3 Intersection LpS C f/CS20001'M Copyright 0 ZOOQ University off lorida,All Rights Reserved Vosion 4.1 c file://C:1 Documents%20and%20Settingsltdormanl Local%20Settings\Temp\s2kA8.tmp 11/7/2003 NggR§# kdBN FROM-TRAMmrrla ENGINEERING | CN| gR£>| 978-94-293 5 04 Em|te Rm! E � 2 k § \ C%j > / $ � % k � m $ a . � � ) 3 / >. a / 2 � k2 D B U) ¢ � « 3 m 3: . , « � � n K § � — \ § - - w 777 . >,.c » m LIC 01 16 = = § @ 0. 0 227 7 § 2 7 � g � aa ■ _A c ƒ / / A � 2 \ / q2 \ $ \ � f I ■ § > . ® k k k CD k - k X20 u z J ' E 2 k © 6 m k § mA � o � 2E 2g (n C A @ � — $ Lo o ® ° ® e $ cJ $ k ® 3 A \ / 78- 2 � £ a) ■ § 7 ' § ƒ f £ b CL 0. / ±CL § 0 \ W _ § � � . tn U ki knk ® 0 _ gj uQ & CL § . § Q ° � i , 2 8- 0 \ k 2 « qm JC:C: 22 f � � -0 kkk � kEt 2k O \ � \ @ ui 05 2 _� . 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