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HomeMy WebLinkAboutTuscany Traffic StudyDOBIE ENGINEERING, INC. 777 Hearthstone Dr. Boise, fi) 83702 ph. (208)345-3290 fax (208)388-0309 LETTER OF TRANSMITTAL DATE: February 26, 2002 TO: Dave McKinnon City of Meridian Planning Department Patrick Dobie, P.E. Tuscany Lakes Subdivision - Traffic Impact Study FROM: RE: Attached please find two copies of the Tuscany Lakes traffic study for your review. DOBIE ENGINEERING, INC; TUSCANY LAKES SUBDIVISION TRAFFIC STUDY UPDATE DOBIE ENGINEERING, INC. 777 HEARTHSTONE DR., BOISE, ID 83702 (208)345-3290 I I TUSCANY LAKES SUBDIVISION TRAFFIC STUDY 1 PROPOSED DEVELOPMENT '1 Study Objectives I I I This study was initiated to assess the traffic impacts resulting from the development of the Tuscany Lakes Subdivision and to evaluate the capacity of the road system to accommodate the site-generated traffic. Dobie Engineering, Inc., was retained by the developer to perform this traffic study in accordance with ACHD policy for development impact studies. This study updates the TIS submitted in September of 2000 for the original development. ! I On-Site Development Tuscany Lakes Subdivision is a proposed 190 acre residential development containing 455 single family lots plus an elementary school site. The property is located south of Victory Road between Eagle and Locust Grove Roads in Meridian, Idaho. The project will be developed in phases and is now estimated to be fully developed by the year 2005. Illustrated in Figure I is a general vicinity map showing the location of the proposed subdivision and adjacent roads and subdivisions. Prepared by Dobie Engineering, Inc. I i ~ :T ' ~ ~ e ,. L _ ~  L----4 [--7 ~ . ~ ~ 'x ~ ".,,' I ~'-:4'4t," FIGURE 1 %.~/-, ~/ .......... ::2;:'" ~ TUSCANY CAKES VICINIW MAP SHERBROOK Z~ ~-~.~ .J I ~J ....... L..L. .o~ow ~ ~gC'n I~/( ~_~_)Z~-'zz::~ S. L~ GROVE RO~ I I I TUSCANY LAKES S~DIIVISION TRAFFIC STUDY 2 PROJECTED TRAFFIC I Existing Road System Traffic Volume I I I I Recent average daily traffic counts on the major roadways near the site are listed in Table 1. Table 1 Existinq Traffic Volumes 1 I I I Average Daily Traffic: Locust Grove South of Ovedand Road Eagle Road North of Victory Road Eagle Road South of Victory Road Victory Road East of SH 69 Victory Road East of Eagle Road Vehicles per Day: Date of Count: 3,552 7/99 7,498 2/00 4,227 2/00 3,116 8/99 4,692 2/00 I I I South Eagle Road is an ACHD road designated as a minor arterial. Adjacent to the site Eagle Road is improved with two traffic lanes with 3 ft. paved shoulders. The posted speed limit is 50 mph. Prepared by Dobie Engineering, Inc. TUSCANY LAKES SUBDIVISION TRAFFIC STUDY 3 Victory Road is a designated collector with a two lane 30 ft. rural paved section. The posted speed limit is 35 mph east of the canal, and 45 mph west of the canal. Locust Grove Road is an unclassified section line road with a 2 lane 30 ft. rural paved section. The posted speed limit is 50 mph. The Eagle Road/Victory Road intersection has all-way-stop-control with a traffic beacon. The level of service for current traffic conditions is "C." (Ref. Appendix A.) The Locust GroveNictory Road intersection is also all-way-stop-control. Neither intersection has auxiliary turn lanes on any approach. The level of service is currently "B." Projected average daily traffic and peak hour turning movement counts were prepared for the arterial intersections. Traffic data were obtained from DEl COunts and traffic studies for the Highlands Ranch and Sherbrooke Hollows developments. These volumess for the year 2002are summarized in Figures 2 and 3. Prepared by Dobie Engineering, Inc. I I i I I I I I I I I I I I I I I I N ~ 5O 15o =~- bJ DATE OF COUNT: 2-19-02 VICTORY FIGURE 2 EXISTING CONDITIONS AM PEAK HOUR YEAR 2002 ROAD ~ooo ~ lOO ~oo ..~ ,¢- ~o ~oo ~ Traffic Study Prepared By DOBIE ENGINEERING, INC. FIGURE ,3 I EXISTING CONDITIONS I PM PEAK HOUR YEAR 2002 i N II O0° 200 ~ 200 .,~ 0 rY w ! ! Traffic Study Prepered By:. DOBIE ENGINEERING, INC. DATE OF COUNT: 2-18-02 I I I Trip Generation ! I I I I I I I I I I I i I I TUSCANY LAKES S~DIVISION TRAFFIC STUDY 4 The following trip rates are recommended in the ITE Trip Generation Manual, (6th Edition), for the proposed land uses. These rates were used in this report to project traffic volumes within the study area: Table 2 Trip Generation Rates Residential Elementary Occumnce Single Family School (per Unit)' (per KSF) Weekday End Trips 9.57 12.0 AM Peak Hour 0.75 3.36 Enter (25%) (61%) Exit (75%) (39%) PM Peak Hour 1.01 3.12 Enter (64%) (26%) Exit (36%) (74%) Prepared by Dobie Engineering. Inc. I I I I I I I I I I I I I I I I I I TUSCANY LAKES SUBDIVISION TRAFFIC STUDY 5 Using the trip generation rates in Table 2, future site-generated traffic was estimated for full buildout of the Tuscany Lakes lots and school site. The findings are presented in Table 3. Table 3 Site-Generated Traffic (Rounded) Number New Trios/Day AM PH Trips PM PH Trios Residential Lots 455 lots 4350 340 460 Elementary Schoo* 50 KSF 600 170 155 Total Traffic 4950 510 615 New Traffic 4650 425 540 Traffic projections for the study area were obtained from COMPASS and reflect current planning assumptions in the 2020 Transportation Planning Model. Table 4 Regional Traffic Model Proiections Locust Grove North of Victory Victory East of Locust Grove Eagle Road North of Victory Eagle Road South of Victory (Rounded) 2005 2020 2,100 3,700 9,200 13,600 10,900 18,300 9,400 16,600 Prepared by Dobie Engineering, Inc. I I I Traffic Assignments I I I I I i I i I I I i I I TUSCANY LAKES SUBDIVISION TRAFFIC STUDY Based on the trip generation rates and regional growth projections previously presented, future trips resulting from development of the Tuscany Lakes Subdivision lots were estimated and assigned to the internal streets and project entrances. The projected average daily traffic volumes on the internal streets at full buildout of the subdivision are illustrated in Figure 4. Shown in Figures 5 and 6 are projected year 2005 AM and PM turning movements at the main entrances at full buildout of the subdivision. Prepared by Dobie Engineering, Inc. I TUSCANY LAKES AVERAGE DALLY TRAFFIC :"': i'"":'" ':------i ~------~ A~GE DAILY ~FRC ~ , /. E //.m- 'x i _~>-;- >//":",:5 x >,_:-. ~ / -~ S. LOCUST 6RO~ ROAD I I FIGURE 5 TUSCANY LAKES SUBDIVISION I N YR 2005 TURNING MOVEMENTS AM PEAK HOUR I oo88 ~oo-,* 2,50 ~ ! ° ! VICTORY ROAD gooe ~ 24o ~o -~' ~-5o 320 ~ 150 ~ TUSCANY LAKES Traffic Study Prepared DOBIE ENGINEERING, INC. 777 Heu~'mbme Dr', Bolm~, ID ~ ~ I I I I I I I I I YR TUSCANY LAKES 2005 TURNING PM FIGURE 6 SUBDIVISION MOVEMENTS PEAK HOUR "~' .900 ' 150 -~' ~ 50 100 ~ I VICTORY ROAD 180 ~ ,rao -~- 250 50 ~ ,,~ 70 100 ~ TUSCANY LAKES ~%..W. DARTMOOR DR. I I I Traffic Study Prepared By: DOBIE ENGINEERING, INC. II I I I I I I I I TUSCANY LAKES SUBDIVISION TRAFFIC STUDY 7 CAPACITY ANALYSIS - LEVEL OF SERVICE A capacity analysis and a Level of Service calculation were prepared to evaluate the present and future traffic conditions at the site entrances and arterial intersections with Victory Road. Assumed in the analysis were years 2005 traffic conditions. This analysis was based on the procedures and methodologies developed in the Highway Capacity Manual (TRB Report 209) for stop control intersections. I Capacity Analysis: Project Entrance Projected future traffic volumes at the project intersections are shown in Figures 5 and 6. It was assumed in the calculations that both Locust Grove and Victory Road would be improved to a three lane left-turn lane section at the site intersections by the year 2005. The findings of this analysis for the project entrances are summarized in Table 6 below. Prepared by Dobie Engineering, Inc. I I I I I I I I I I I I I I I I I I I TUSCANY LAKES SL~DIVISION TRAFFIC STUDY $ Tuscany Way (~ Victory Rd. Dartmoor Dr. ~ Locust Grove Rome Dr. ~ Eagle Road Table 6 Level of Service Analysis Proiect Entrances Year 2005 Peak Hour Left Turn In Left Turn Out Intersection From Main Road From Side Street LOS AM PM AM PM AM PM A A B C B B A A B C B B A A C C B C These findings indicate that all of the main subdivision entrances will function within acceptable standards with installation of the improvements recommended in this study. Refer to Appendix B for details of the calculations. Prepared by Dobie Engineering, Inc. I I I Capacity Analysis: Arterial Intersections I I I I I I I I I I I I I I I I TUSCANY LAKES SUBDIVISION TRAFFIC STUDY 9 Presented in Table 7 are the results of a level of service calculation for an all-way-stop-control intersection at Victory Road and Locust Grove Road. Service level standards were calculated for the year 2005 PM peak hour assuming improved lane geometry with the addition of left-turn lanes on all approaches. Details of the calculations are attached in Appendix C. Table 7 LOS Analvsis at Victory Road/LOcust Grove Road Intersection Year 2005 Traffic Volumes Approach AM PM Northbound B B Southbound C C Eastbound C B Westbound C E Intersection C D Projected traffic volumes exceed the range of the existing lane geometry. With the addition of left-turn lanes on all approaches, acceptable service levels can be achieved. Prepared by Dobie Engineering, Inc. I I I I I I I I I ! I I I I I I I I TUSCANY LAKES SUBDIVISION TRAFFIC STUDY 10 Presented in Table 8 are the results of a level of service calculation for an all-way-stop-control intersection at Victory Road and Eagle Road. Service level standards were calculated for the year 2005 PM Hour assuming improved lane geometry with the addition of left-turn lanes on all approaches. Details of the PM calculations plus the AM calculations are attached in Appendix D. Table 8 LOS Analysis at Victory Road/Eaqle Road Intersection Year 2005 Traffic Volumes Aooroach AM PM Northbound E C Southbound B F Eastbound C C Westbound C E Intersection C F Projected traffic volumes exceed the range of a stop-control intersection. A traffic signal will be needed at this location to accommodate projected traffic volumes. Prepared by Dobie Engineering, Inc. TUSCANY LAKES SU'~'DIVISION TRAFFIC STUDY 11 Capacity Analysis: Arterial Roads The capacities of the adjacent sections of Victory Road and Locust Grove Road, shown in Table 9, were calculated for the year 2020 with the addition of the site generated traffic. Table 9 Arterial Capacity - SiteTraffic Conditions Year 2015 Peak Hr. Volume No. Lanes Vol./Cap LOS Victory Road 1360 2 0.72 C Locust Grove Road 800 2 0.24 A Eagle Road 1660 2 1.00 F Eagle Road 1660 3 0.75 D Both Victory Road and Locust Grove Road will provide sufficient capacity through the year 2015 to accommodate the projected traffic. A two-lane section should be adequate. traffic. Eagle Road will need additional capacity to accommodate projected Prepared by Dobie Engineering, Inc. I 1 i I i I I I I i i TUSCANY LAKES SUBDIVISION TRAFFIC STUDY 12 Capacity Analysis: Lane Geometry at Project Entrances The need for auxiliary lane improvements at the project entrances were evaluated to determine if site related improvements would be needed to serve the development. Year 2005 PM hour traffic conditions were evaluated. Table 10 Auxiliary Lane Warrants Artedal Turnin,q Maximum Warrant Victory Rd./Tuscany Way Volume Volume Volume Met Left Tum 180 vph 30 100 Yes Right Turn 10,000 vpd 30 10 Taper Only Artedal Tumin,q Maximum Warrant Locust Grove/Dartmoor Dr. Volume Volume Volume Met Left Tum 160 vph 100 100 Yes Right Turn 4,000 vpd 25 10 Yes Arterial Turning Maximum Warrant Rome Dr./Ea~le Road Volume Volume Volume Met Left Turn 420 vph 25 100 Yes Right Turn 9,000 vpd 100 10 Yes Source: ACriD Policy Manual Update Memo (7-17-96) Prepared by Dobie Engineering, Inc. i TUSCANY LAKES SUBDIVISION TRAFFIC STUDY 13 Based on the evaluation criteria provided by ACHD, both a left-turn lane and a right-turn deceleration lane are warranted on Eagle Road and Locust Grove Road due to the higher posted speed. On Victory Road a left-tum lane plus a right-turn taper are required according to ACHD guidelines. Prepared by Dobie Engineering, Inc. I I i I i i I i I I I I I i I APPENDIX I I i I 1 I I I I ! I I I I I 1 I I I All-Way Stop Control General Information Analyst ?. DOBIE Agency/Co. ~DEI Date Performed 2/25/2002 Analysis Time Period .BASEUNE PM !Project ID EXISTING LANE GEOMETRY East/West Street:. VlCTORYROAD Volume Adjustments and Site Characteristics ALL-WAY STOP CONTROL ANALYSIS Site Information Intersection Jurisdiction Analysis Year INomVSouth Street: EAGLE ROAD Approach Eastbound Movement L T Volume 20 60 %Thrus Left Lane 50 Approach Northbound Movement L T R L Volume fO f00 20 150 %Thrus Left Lane 50 60 Eastbound Westbound NOrthbound LI L2 L1 L2 L1 Configuration L TR L TR L TR PHF O. g5 O. g5 O. g5 Flow Rate 115 346 136 % Heavy Vehicles 2 2 2 No. Lanes I I 1 Geometry Group 1 I 1 Duration, T 0.25 Saturation Headway Adjustment Worksheet R L 10 30 50 'Prop. Left-Turns 0.2 O. 1 O. 1 Prop. Right-Tums 0.1 0.3 0.2 :Prop. Heavy Vehicle 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 f.7 f.7 hadj, computed 6.47 6.47 6.47 'Departure Headway and Service Time hd, initial value 3.20 3.20 3.20 x, initial O. 10 0.31 O. 12 hd, final value 6.47 6.47 6.47 x, final value 0.21 0.56 0.23 Vlove-up time, m 2.0 2.0 Sen, ice Time 4.5 ~ 4.5 ~ 4.5 Capacity and Level of Service 2.0 Eastbound Westbound Northbound L1 1.2 L1 1.2 L1 Capacity 365 581 386 Delay .. 11.15 15.95 11.09 LOS B C B Approach: Delay 11.15 15.95 11.0~) LOS B C B Intersection Delay 17.57 Intersection LOS C Page 1 of 2 ,,EAGLE/VIC TORY ,ACHD YR. 2002 W/SITE L2 0.2 -0.6 1.7 L2 Westbound T R 200 100 Southbound T R 200 100 Southbound L1 L2 L TR 0.95 472 2 0.3 0.2 0.0 0.2 0.2 -0.6 -0.6 1.7 1.7 6.47 3.20 0.42 6.47 0.73 2.0 4.5 I Southbound L1 L2 626 22~ 18 C 22.18 C file://C:~Documents%20and%20Setfings~DOB[E~Local%20Setfings\Temp\u2k 17.tmp 2/25/2002 All-Way Stop Control t ALL-WAY STOP CONTROL ANALYSIS General Information Site Information I i I I I I I I I I I I I I I Analyst ,P. DOBIE Agency/Ce. .DE1 ~Date Performed 2/2,5/2002 Analysis Time Period J~4SELINE PM Project ID EastJWest Street: VICTORY ROAD Volume Adjustments and Site Characteristics Approach Movement Volume %Thrus Left Lane Approach Movement Volume %Thrus Left Lane Configuration iPH F Flow Rate % Heavy Vehicles ;No. Lanes Geometry Group Duration, T Eastbound Intersection Jurisdiction A~alysis Year ~NorthlSouth Street: EAGLE ROAD L T R L 50 50 20 30 50 50 Northbound T 50 L 30 50 Eastbound L1 LTR 0.95 125 2 1 1 Saturation Headway Adjustment Worksheet R Westbound L1 L2 LTR 0.95 346 2 1 O.25 L 50 50 Northbound L1 LTR 0.95 93 2 Prop. Left-Turns 0.4 O. 1 0.3 Prop. Right-Turns 0,2 0.3 O. 1 Prop. Heavy Vehicle 0. 0 0. 0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 f. 7 1.7 1.7 1.7 hadj, computed 4. 98 4. 98 4. 98 Service Time Departure Headway and hd, initial value 3.20 x, initial 0. hd, final value 4. 98 X, final value O. 17 Move-up time, m 2. 0 Service Time 3. 0 3.20 0.31 4.98 0.44 2.0 3.0 I 3.20 0.08 4.98 0.14 2.0 3.0 I Capacity and Level of Service Eastbound L1 Capacity 375 Westbound L1 L2 L1 596 343 Delay LOS Approach: Delay LOS Intersection Delay Intersection LOS 9.02 11.08 9.14 A B A 9.02 11.08 9.14 A B A 10.13 B Page 1 of 2 Northbound ,EAGLE/VICTORY ~ACHD YR. 2005 W/SITE L2 0.2 -0.6 1.7 L2 Westbound T 2OO Southbound T 50 R 100 R Southbound L1 L2 L TR 0.95 135 2 1 0.4 0.2 0.0 0.2 0.2 -0.6 -0.6 1.7 1.7 4.98 3.20 0.12 4.98 0.19 2.0 3.0 I I Southbound L1 L2 385 9.41 A 9.41 A o o o file://C:~Documents %20and %20Settings~DOBlE~Local %20Settings\Temp\u2k 11 .tmp 2/25/2002 I I I ! I I I I I I, I I I I I I I I I APPENDIX B I I I I ! i I I I I I I I I I I I I Two-Way Stop Control TWO-WAY STOP CONTROL SUMMARY General Information Analyst Agency/Co. :Date Performed Analysis Time Period Project Description East/West Street: VICTORY ROAD Intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Movement Site Information P. DOBIE Intersection DEl Jurisdiction 2/25/2002 Analysis Year AM HOUR Eastbound I 2 L T 0 320 0.95 0.95 0 336 0 - 7 L 30 0.95 31 0 Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 0 Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration L Delay, Queue Length, and Level of Service 0 NoRhbound 8 T 0 0 0 0 N 0 INorthlSouth Street: Study Period (hrs): 3 4 R L 10 10 0.95 0.95 10 10 - 0 Undivided 0 0 1 TR L 9 10 R L 30 0 ~95 ~95 31 0 0 0 0 I 0 R Approach EB WB Movement I 4 .7 Lane Configuration L L v (vph) 10 C (m) (vph) ~224 455 vic 0.01 0.07 95% queue length 0.02 0.22 Control Delay 8.0 ~ 3.5 LOS A B Approach Delay - - Approach LOS - _ HC$2000TM Copyright © 2000 University of Florida, All Righ~a R~ervcd Northbound 8 9 R 31 706 0.04 0.~4 10.3 B 11.9 B TUSCANY/VICTORY ACriD 2005 W/SITE TUSCANY 0.25 Westbound 5 T 240 ~95 252 1 T 0 Southbound 11 T 0 0.95 0 0 0 N 0 0 0 0 6 R 0 0.95 0 12 R 0 0.95 0 0 Southbound 10 11 12 Version 4. la file://C :~Documents%20and%20Settings~DOBIE~Local%20Settings\Temp\u2k2.tmp 2/25/2002 Two-Way Stop Control Page 1 of 1 I I I I I I I I I I I I I I I General Information Analyst P. DOBIE Agency/Co. DEl ~Date Performed 2/25/2002 Analysis Time Period PM HOUR Project Description East/West Street: VICTORY ROAD Intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Movement Volume Peak-Hour Factor, PHF :Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 1 L 0 0.95 0 0 TWO-WAY STOP CONTROL SUMMARY Site Information 7 L 20 0.95 0 Ea~bound 2 T 180 0 Northbound 8 T 0 0.95 0 0 0 N 0 0 Volume iPeak-Hour Factor, PHF iHourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes f Configuration L Delay, Queue Length and Level of Service Intersection Jurisdiction Analysis Year INortiVSouth Street: Study Period (hrs): 3 4 R L 30 30 0.95 0.95 - 0 Undivided 0 0 1 TR L 9 10 R L 20 0 0.95 0.95 21 0 0 0 0 I 0 R Approach EB WB Northbound Vlovement I 4 7 8 9 Lane Configuration L L R v (vph) 31 21 21 C (m) (vph) 136I 373 842 vic 0.02 0.06 0.02 95% queue length 0.07 O. 18 0.08 Control Delay 7.7 15.2 9.4 LOS A C A Approach Delay - - 12.3 Approach LOS - - B HC$2000TM Copyright © 2000 University of Florida, All Rights Reserved TUSCANY/VICTORY ACHD 2005 W/SITE TUSCANY 0.25 Westbound 5 T 460 0.95 484 T 0 Southbound 11 T 0 0.95 0 0 0 N 0 Southbound 10 11 6 R 0 0.95 0 0 0 12 R 0 0.95 0 0 0 0 12 V~rsion 4. la file://C:~)ocuments%20and%20Settings~DOBIE~Local%20Settings\Temp\u2k2.tmp 2/25/2002 I I I I I I I I I I I I I I I i I I I Two-Way Stop Control Page 1 of 1 General Information Analyst P. DOBIE Agency/Co. DEl Date Performed 2/25/2002 Analysis Time Period AM HOUR ,Project Description East/West Street: DARTMOOR DRIVE intersection Orientation: North-Sou~h Vehicle Volumes and Adjustments Major Street Vlovement Volume Peak-Hour Factor, PHF ,Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized ~Lanes Configuration :Upstream Signal M ino r Stre et Movement TWO-WAY STOP CONTROL SUMMARY Site Information Intersection Jurisdiction Analysis Year INorth/South Street: Study Period (hrs): DAR TMOOR/L O CUS T GROVE RD. ACHD 2005 W/SITE LOCUST GROVE ROAD 0.25 Northbound Southbound 1 2 3 4 5 L T R L T 0 165 10 30 220 0.95 0.95 0.95 0.95 0.95 0 173 10 31 231 0 - - 0 - Undivided 0 TR L T 0 0 Westbound Eastbound 8 9 10 11 T R L T 0 85 0 0 0.95 0.95 0.95 0.95 0 89 0 0 0 0 0 0 0 0 N N 0 0 0 0 0 I 0 R 7 L 25 0.95 26 0 Volume :Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized 'Lanes 1 Configuration L !Delay, Queue Length and Level of Service Approach NB SB Westbound Movement I 4 7 8 9 Lane Configuration L L R v (vph) 31 26 89 C (m) (vph) t404 543 870 vic 0.02 0.05 O. 10 95% queue length 0.07 O. 15 0.34 Control Delay 7.6 12.0 9.6 LOS A B A Approach Delay - - 10.1 Approach LOS - - B HC$2oooTM Copyright © 2000 Univmity of Florida, All Rights Reserved 0 6 R 0 0 0 12 R 0 0.95 0 0 0 0 Eastbound 10 11 12 V~rsion 4. la file://C :~Documents%20and%20Settings~DOBIE~Local%20Setfings\Temp\u2k2.tmp 2/25/2002 Two-Way Stop Control Page 1 of 1 I I I I I I I I I, I I I I I I I I General Information Analyst P. DOBIE · Agency/Co. DEl Date Performed 2/25/2002 Analysis Time Period PM HOUR East/West Street: DARTMOOR~b Intersection Orientation: North-South Vehicle Volumes and Adjustments Major Street Movement TWO-WAY STOP CONTROL SUMMARY ]Site Information Intersection Jurisdiction Analysis Year Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Vledian Type RT Channelized Lanes 0 1 Configuration Upstream Signal _ _ 0 Minor Street Westbound Movement 7 8 L T Volume 15 0 Peak-Hour Factor, PHF 0.95 0.95 Hourly Flow Rate, HFR 15 0 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 Flared Approach N Storage 0 RT Channelized Lanes I 0 .Configuration L t orth/South Street: udy Period (hrs): DAR TMOOR/LOCUS T GROVE RD. ACHD 2005 W/SITE LOCUST GROVE ROAD 0.25 Northbound Southbound 1 2 3 4 5 L T R L T 0 160 25 100 100 0.95 0.95 0.95 0.95 0.95 0 168 26 105 105 0 - - 0 - Undivided 0 0 TR R 60 0.95 63 0 Westbound 10.1 B 9 R 63 867 0.07 0.23 9.5 A 0 1 R 1 L 10 L 0 0.95 0 0 :Delay, Queue Length/and Level of Service IM°vement _ I ' I .~ I ~ Lane Configuration ] ] L ] L v (vp~) 105 15 C (m) (vph) 1391 496 v/c O. 08 O. 03 95% queue length .0.24 0.09 Control Delay 7.8 f2.5 ~LOS A B Approach Delay - - Approach LOS - - HC$2oooTM Copyright © 2000 University of Florida, All Rights 1 T 0 Eastbound 11 T 0 0.95 0 0 0 N 0 0 6 R 0 0 0 12 R 0 0.95 0 0 0 0 [ Eastbound 10 11 12 V~rsion 4. la file://C :~Documents%20and%20Settings~DOBIEkLocal%20Setfings\Temp\u2k2.tmp 2/25/2O02 I I I I I i I I I I I I I I I I I I I Two-Way Stop Control Page I of 1 General Information Analyst Agency/Co. Date Performed Analysis Time Period Project Description .East/West Street: ROME DRIVE 'Intersection Orientation: North-South Vehicle Volumes and Adjustments 'Major Street Movement Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channel/zed Lanes Configuration Upstream Signal Minor Street Movement Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channel/zed :Lanes Configuration TWO-WAY STOP CONTROL SUMMARY Site Information P. DOBIE Intersection DEl Jurisdiction 2/25/2002 Analysis Year AM HOUR Northbound 2 T 365 0.95 384 1 L 30 0.95 31 0 1 L 1 T 0 Westbound 8 T 0 0.95 0 0 0 N 0 0 0 7 L 0 0.95 0 0 Delay, Queue Length, and Level of Service Approach NB SB Movement 1 4 .Lane Configuration L v (vph) 31 C (m) (vph) 1374 v/c 0.02 95% queue length 0.07 Control Delay 7.7 LOS A Approach Delay - Approach LOS - HC82000TM [t orth/South Street: udy Period (hrs): ROME/EAGLE ACHD 2005 W/SITE EAGLE ROAD 0.25 Southbound 3 4 5 R L T 0 0 170 0.95 0.95 0.95 0 0 178 ~ 0 ~ Undivided 0 0 0 I 9 10 R L 0 85 0.95 0.95 0 89 0 0 1 L 0 0 Westbound 7 8 Copyright © 2000 University of Florida, All Righta Reserved 0 Eastbound 11 T 0 0.95 0 0 0 N 0 10 L 89 433 0.2t 0.76 15.5 C 6 R 30 o. g5 31 0 0 TR 12 R 25 0.95 26 0 Eastbound 11 14.1 B 0 1 R 12 R 26 853 0.03 O. Og 9.4 A Version 4. la file://C:kDocuments%20and%20SetfingskDOBIE~Local%20Settings\Temp\u2k8.tmp 2/25/2OO2 I I I I I I I I I I I i I I I I I Two-Way Stop Control Page 1 of 1 General Information Analyst Agency/Co. Date Performed Analysis Time Period Project Description East/West Street: ROME DRIVE Intersection Orientation: North-South Vehicle Volumes and Adjustments Major Street Northbound Movement Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal ~Minor Street Movement 'nNO-WAY STOP CONTROL SUMMARY ~Site Information P. DOBIE Intersection ROME/EAGLE DEl Judsdiclion ACHD 2/25/2002 Analysis Year 2005 W/SITE PM HOUR t orth/South Street: EAGLE ROAD udy Period (hrs): 0.25 Southbound 1 2 3 4 5 6 L T R L T R 25 360 0 0 420 100 0.95 0.95 0.95 0.95 0.95 0.95 26 378 0 0 442 105 0 - - 0 - - Undivided 1 T 0 Westbound 8 T 0 0.95 0 0 0 N 0 7 L 0 0.95 0 0 Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes 0 Configuration Delay, Queue Length, and Level of Service 0 0 0 0 I 9 10 R L 0 60 0.95 0.95 0 63 0 0 0 0 Approach NB SB Westbound Movement 1 4 7 8 9 :Lane Configuration L v (vph) 26 C (m) (vph) 1033 vic 0.03 95% queue length 0.08 Control Delay 8.6 LOS A Approach Delay - - Approach LOS - - HC$2000TM Copyright © 2000 Onivorsity of Florida, All Rights Read, yea 0 Eastbound 11 T 0 0.95 0 0 0 N 0 10 L 63 294 0.21 0.80 20.6 C 0 0 TR 12 R 15 0.95 15 0 0 1 R Eastbound 11 18.8 C 12 R 579 0.03 0.08 1t.4 B Version 4. la o o o fil e://C:~Documents Yo20and %20Settings~DOBIE~Local ~A20Settings\Temp\u2k8.tmp 2/25/2OO2 I i I I I I APPENDIX C I I I I i I I I I I i I I I All-Way Stop Control General Information Analyst Agency/Co. Date Performed Analysis Time Period ALL-WAY STOP CONTROL ANALYSIS Site Information ;P. DOBIE intemectlon ,DEl Jurisdiction 2/25/2002 Analysis Year Project ID ADD TURN LANES AN ALL APPROACHES EastlWest Street: VICTORY ROAD Volume Adjustments and Site Characteristics Approach Eastbound Vlovement L T volume 100 250 %Thrus Left Lane 50 Approach Northbound Movement L T Volume 50 150 %Thrus Left Lane 50 Eastbound L1 L2 L1 Configuration L TR L Flow Rate 105 315 52 % Heavy Vehicles 2 2 2 No. Lanes 2 Geometry Group 5 Duration, T Saturation Headway Adjustment Worksheet Prop. Left-Turns 1.0 0. 0 ~. 0 Prop. Right-Tums 6 0 O. 2 O. 0 Prop. Heavy Vehicle 0. 0 0. 0 0. 0 hLT-adj 0.2 0.2 0.2 ~RT-adj -0.6 -0.6 -66 hHV-adj 1.7 1.7 1.7 ~adi, computed 7.34 7.34 7.34 Departure Headway and Service Time hd, initial value 3.20 3.20 3.20 x, initial 0.09 0.28 0.05 qd, final value 7. 34 7. 34 7.34 x, final value 0.21 0.62 O. 11 Move-up time, m 2.3 Service Time 5.0 I 4.7 5.0 ~Capacity and Level of Service Capa¢~ Delay LOS Approach: Delay LOS 'Intersection Delay Intersection LOS ~orth/South Street: R R Westbound L2 TR 0.95 262 2 2 5 0.25 Page 1 of 2 !C TOR Y/L OCUST GROVE HD .2005 W/SITE LOCUSTGROVEROAD L 50 50 L 60 50 Northbound L1 L 0.95 52 2 Westbound T R 100 150 Southbound T R 100 200 Southbound L2 L1 L2 TR L TR 0.95 0.95 0.95 209 63 315 2 2 2 2 2 5 5 60 1.0 60 1.0 60 ~6 ~0 0.2 60 67 60 0.0 60 0.0 0.0 62 62 0.2 62 62 -66 -66 -66 -66 -0.6 1.7 1.7 1.7 1.7 1.7 Z34 Z34 ~34 ~34 ~34 3.20 - 3.20 3.20 0.23 0.05 0.19 7.34 7.34 7.34 0.51 0.11 0.43 2.3 2.3 14.7 5.0 I 4.7 Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 355 495 302 493 302 459 12.03 20.40 11.15 16.64 11.34 15.36 B C B C B C t8.31 15.73 14.56 C C B 16.93 C 3.20 3.20 0.06 0.28 7.34 7.34 0.13 600 2.3 5.0 14.7 Southbound L1 L2 313 505 11.29 19.39 B C 18.04 C o o o fil e://C:~Documents ~20and Vo20S ettings~D OBIE~Local ~A20Setfi ngs\Tem p\u2kC.tmp 2/25/2002 I I I I I I I I I i I I I I I I I All-Way Stop Control Page 1 of 2 General Information Analyst Agen=ylCo. Date Performed Analysis Time Period ALL-WAY STOP CONTROL ANALYSIS Site Information ,,P. DOBIE InterSection ,,DE1 Jurisdiction ,2/2,5/2002 ~nalysis Year Project ID ADD TURN LANES AN ALL APPROACHES East/VVest Street:. VICTORY ROAD Volume Adjustments and Site Characteristics Approach Movement Volume %Thrus Left Lane Approach Movement L Volume 100 %Thrus Left Lane 50 Eastbound L1 L2 Configuration L TR PHF O, g5 0.95 Flow Rate 157 157 % Heavy Vehicles 2 2 No. Lanes 2 Geometry Group 5 Duration. T L fSO 50 Saturation Headway Adjustment Worksheet Prop. Left-Turns 1,0 0.0 Prop. Right-Turns O, 0 0.3 Prop. Heavy Vehicle O, 0 O. 0 hLT-adj 0.2 0.2 hRT-adj -0.6 -0.6 hHV-adj 1, 7 t. 7 hadj, computed 7.86 7.86 Departure Headway and Service Time hd, initial value 3.20 3.20 x, initial O. 14 O. 14 hd, final value 7. 86 7. 86 x. final value 0.34 0.33 Move-up time, m 2.3 Servioe Time 5. 6 ~ 5. 2 Capacity and Level of Service Capacity Delay LOS Approach: Delay LOS InterSection Delay InterSection LOS Eastbound T 100 Northbound T fO0 INortlVSouth Street:. R R Westbound L1 L2 L TR 0.95 0.95 52 472 2 2 2 5 0.25 1.0 0.0 0.0 0.3 0.0 0.0 0.2 0.2 -0.6 -0.6 1.7 1.7 7.86 7.86 3.20 3.20 0.05 0.42 7.86 7.86 0.11 0.92 2.3 5.6 15.2 Eastbound Westbound L1 L2 L1 L2 L1 407 407 302 509 355 14.60 13.72 11.03 49.09 13.45 B B B E B f4.16 45.31 B E 26.47 D VICTORY/LOCUST GROVE ~ACHD YR. 2005 W/SITE LOCUST GROVE ROAD L 50 50 Westbound T 300 R 150 Southbound L T R 100 100 200 5O Northbound Southbound L1 1.2 L1 L2 L TR L TR 0.95 0.95 0.95 0,95 105 126 105 315 2 2 2 2 2 2 5 5 1.0 0.0 0.0 0.2 0.0 0.0 0.2 0.2 -0.6 -0.6 7.86 7.86 3.20 3.20 0.09 O. 11 7.86 7.86 0.24 0.28 2.3 5.6 15.2 Northbound L2 376 13.58 B 13.52 B 1.0 0.0 0.0 0.7 0.0 0.0 0.2 0.2 -0.6 -0.6 1.7 1.7 7.86 7.86 3.20 3.20 0.09 0.28 7. 86 7. 86 0.23 0.63 2.3 5.6 15.2 Southbound L1 L2 355 484 12.80 21.43 B C 19.27 C o o o file://C :~Documents %20and ~A20 S ettings~DOBIE~Local ~A20Setfings\Temp\u2kC.tmp 2/25/2002 I I I i I I I I I I I i I I I I I B I APPENDIX D I I I I I All-Way Stop Control Page 1 of 2 General Information Analyst Agency/Co. Date Performed Analysis Time Period ALL-WAY STOP CONTROL ANALYSIS Site Information ?. DOBIE intersection ~DF__/ ludsdiction 2/25/2002 Analysis Year Project ID'ADD TURN LANES AN ALL APPROACHES .East/VVest Street: VICTORY ROAD Volume Adjustments and SiteCharacteristics Approach Eastbound Movement L T Volume 50 fO0 %Thrus LeE Lane 50 Approach Northbound Movement L T Volume f20 200 %Thrus Left Lane 50 Eastbound L1 L2 L1 Configuration L TR L PHF 0.95 0.95 0.95 Flow Rate 52 157 73 % Heavy Vehicles 2 2 2 No. Lanes 2 Geometry Group 5 Duration, T Saturation Headway Adjustment Worksheet Prop. Left-Turns 1.0 O. 0 1.0 Prop. Right-Turns 0. 0 O. 3 0. 0 Prop. Heavy Vehicle 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 hRT-adj -0. 6 -0. 6 -0. 6 ~,v-edj 1.7 1.7 1.7 haft, computed 9.16 9.16 g. 16 Departure Headway and Service Time hd, initial value 3.20 3.20 3.20 x, initial O. 05 O. 14 O. 06 hd, final value 9.16 9.16 9. 16 · X, final value O. 13 0.38 O. 17 Move-up time, m 2.3 service Time 6.9 I 6.5 6.9 Capacity and Level of Service Eastbound L1 1.2 L1 Capacity 302 401 323 Delay 13.25 16.77 f2.84 LOS B C B Approach: Delay 15. 90 LOS C Intersection Delay Intersection LOS INorth/$outh Street: EAGLE ROAD Westbound 1.2 TR 0.95 420 2 2 5 /EAGLE/VICTORY /~CHD YR. 2005 W/SITE Westbound R L T 50 70 250 50 Southbound R L T 100 180 400 50 Northbound LI L2 L TR 0.95 0.95 126 315 2 2 2 5 0.25 0.0 1.0 0.0 0.4 0.0 0.3 0.0 0.0 0.0 0.2 0.2 0.2 -0.6 -0.6 -0.6 1.7 t.7 1.7 9.16 9.'16 9.16 3.20 3.20 O. f I 0.28 9.16 9.16 0.30 0.71 2.3 6.o I 6.5 L1 376 f4.84 B 61.01 F Northbound L2 437 28.55 D 24.64 C 3.20 0.37 9.16 0.93 Z3 I 6.5 Westbound 450 55.40 F 49.10 E R 750 R 120 Southbound L1 [.2 L TR 0.95 0.95 789 547 2 2 2 5 1.0 0.0 0.0 0.2 0.0 0.0 0.2 0.2 -0.6 -0.6 1.7 1.7 9.16 9.16 3.20 3.20 0.17 0.49 9.16 9.16 0.43 1.20 2.3 6.9 I 6.5 Southbound L1 L2 434 547 17.00 733.53 C F 103.60 F o o o file://C:~Documents ~A20and ¼20 Settings~D OBIE~Local ~20 Settings\Temp\u2kC.tmp 2/25/2002 I I I I I I I I I I I I I I I I I I I ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst ?. DOBIE Intersection Agency/Co. ~DE/ Jurisdiction Date Performed 2/25/2002 Analysis Year Analysis Time Period .AM Project ID ADD TURN LANES AN ALL APPROACHES ,East/West Street: VICTORY ROAD INorth/$outh Street: EAGLE ROAD Volume Adjustments and Site Characteristics Approach Eastbound Movement L T R L Volume 150 f50 50 50 %Thrus Left Lane 50 50 ApProach NorthbOund Movement L T R L Volume 50 350 50 110 %Thrus Left Lane 50 50 Eastbound Westbound Northbound L1 L2 L1 L2 L1 L2 Configuration L TR ' L TR L TR PHF 0.95 0.95 0.95 0.95 0.95 0.95 Flow Rate 157 209 52 325 52 420 % Heavy Vehicles 2 2 2 2 2 2 No. Lanes 2 2 2 Geometry Group 5 5 5 Duration. T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 1.0 0. 0 1.0 0.0 1.0 0. 0 Prop. Right-Turns 0.0 0.2 0.0 0.5 0.0 O. 1 Prop. Heavy Vehicle 0. 0 0. 0 0. 0 0, 0 0.0 0. 0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 ~RT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 hHV-adj t.7 1.7 f. 7 f.7 1.7 1.7 ~adj, computed 7.99 7.99 7. gg 7.99 7.99 7. gg Departure Headway and Service Time hd, initial value 3.20 3.20 3.20 3:20 3.20 3.20 x, initial O. 14 O. 19 0.05 0.29 0.05 0.37 hd, finalvalue 7.99 7.99 ~ 7.99 7.99 7.99 7.99 X, final value 0.35 0.44 O. 11 0.67 O. 11 0.86 Move-up time, m 2.3 2.3 2.3 ServiceTime 5.7 I 5.3 5.7 I 5.3 5.7 ] 5.3 Capacity and LeVel of service Eastbound Westbound Northbound L1 L2 L1 1.2 L1 L2 Ca pa city 407 451 302 472 302 482 Delay t4.90 16.29 1t.64 23.81 11.31 40.82 LOS B C B C B E Approach: Delay 15.69 22.13 37.56 LOS C C E Intersection Delay 23.96 Intersection LOS C EA GLENIC TORY' ,ACHe) YR. 2005 W/SITE Westbound T 150 Southbound T 100 R 160 R Southbound L1 L2 L TR 0.95 0.95 115 157 2 2 2 5 1.0 0.0 0.0 0.3 0.0 0.0 0.2 0.2 -0.6 -0.6 t.7 1.7 7. gg 7. gg 3.20 3.20 O. 10 '0.14 7. gg 7. gg 0.26 0.34. 2.3 5.7 I 5.3 Southbound L1 L2 365 407 73.66 t4.3t B B 14.04 B o o o file://C:~Documents ~20and ~20Setfings~DOBIE~Local ~20Settings\Temp\u2k 11 .tmp 2/25/2002