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Home My WebLink About16 - Traffic Impact Study - East Main Development (Blackmore Bend) KLI Traffic Impact Study East Main Street Development Bozeman, Montana August 2016 r .'j' 1982 Stadium Drive Suite 3 K L� Bozeman,MT 59715-0697 406 4041849 kljeng.com p V� �F D Letter of Transmittal P 0 1 /016 BY Date: September 1, 2016 —�—" To: Shawn Kohtz, PE Copy To: Rick Hixson, PE From: Shane Strong Re: Blackmore Bend - East Main - Traffic Impact Study Project #: 11415006 We Are Sending You: ❑x Attached ❑ Under Separate Cover ❑ As Requested ❑ Prints/Plans ❑ For Your Information ❑ For Your Review ❑ Specifications ❑ For Your Signature ❑ Samples ❑ Other Shipped via: Hand Delivered Copies (#) Description 5 Traffic Impact Study Remarks Shawn, these five (5) copies of the Traffic Impact Study for the East Main Development, named Blackmore Bend, are being provided for your review and files. Please distribute as appropriate. CERTIFICATION I hereby certify that this traffic impact study for the East Main Street Development in Bozeman, Montana was prepared by me or under my direct supervision and that I am a duly registered professional engineer under the laws of the State of Montana. ejeeeseee.ejOe STEVE -0 ' � 617-`?/Z ;�' No. 3 4584 PE • 'O%\c�`' ��CENS� f = ?✓� 8/29/16 Steve A. Grabill P.E., PTOE Date TABLE OF CONTENTS 077 ExecutiveSummary........................................................................................................ 1 Introduction ................................................................................................................ 2 StudyArea ............................................................................................................... 2 StudyIntersections .................................................................................................. 2 Methodology............................................................................................................. 4 DataCollection....................................................................................................... 4 TripGeneration ...................................................................................................... 4 Trip Distribution and Assignment .................................................................................4 CapacityAnalysis .................................................................................................... 4 Signal Warrant Analysis............................................................................................. 5 Turn Lane Warrant Analysis........................................................................................ 5 Access Spacing Analysis........................................................ ........................... ExistingConditions........................................................................................................ 6 Bicycle and Pedestrian Facilities .................................................................................... 7 SignalWarrant Analysis................................................................................................ 7 Intersection Capacity Analysis Results.............................................................................. 8 2016 Development Scenario............................................................................................. 9 TripGeneration......................................................................................................... 9 Trip Distribution and Assignment.................................................................................. 10 Signal Warrant Analysis.............................................................................................. 16 Intersection Capacity Analysis Results............................................................................ 22 AccessSpacing Analysis................................................................................ ............ 25 Other Access Spacing Considerations ............................................................................. 25 QueuingAnalysis...................................................................................................... 25 Bicycle and Pedestrian Facilities .................................................................................. 30 Recommendations........................................................................................................31 East Main Street Development Traffic Impact Study TABLE OF CONTENTS Table of Figures Figure1 - Study Area ..................................................................................................... 2 Figure 2 - Preliminary Site Plan......................................................................................... 3 Figure 3 - Study Methodology ...........................................................................................4 Figure 4 - Existing Traffic Conditions ..................................................................................6 Figure 5 - Existing Traffic Volumes..................................................................................... 7 Figure 6 - Alternative 1 Trip Assignment............................................................................ 11 Figure 7 - Alternative 2 Trip Assignment............................................................................ 12 Figure 8 - Alternative 3 Trip Assignment............................................................................ 13 Figure 9 - Alternative 4 Trip Assignment............................................................................ 14 Figure 10 - Alternative 5 Trip Assignment .......................................................................... 15 Figure 11 - Alternative 1: 2016 Development Traffic Volumes................................................. 17 Figure 12 - Alternative 2: 2016 Development Traffic Volumes................................................. 18 Figure 13 - Alternative 3: 2016 Development Traffic Volumes................................................. 19 Figure 14 - Alternative 4: 2016 Development Traffic Volumes................................................. 20 Figure 15 - Alternative 5: 2016 Development Traffic Volumes................................................. 21 Figure 16 - Alt 1 Anticipated Queuing .............................................................................. 26 Figure 17 - Alt 2 Anticipated Queuing .............................................................................. 27 Figure 18 Alt 3 F±Alt 4 Anticipated Queuing...................................................................... 28 Figure 19 - Alt 5 Anticipated Queuing ............................................................................... 29 Table of Tables Table 1 - Highway Capacity Manual Level of Service Thresholds ................................................. 5 Table 2 - Bozeman City Code Access Spacing Requirements ...................................................... 5 Table 3 - Existing Intersection Capacity Analysis Results ..........................................................8 Table 4 - Development Trip Generation Summary ..................................................z...............9 Table 5 - Development Trips by Land Use Category ................................................................9 Table 6 - Development Trip Origin/Distribution Summary....................................................... 10 Table 7 - 2016 Development Scenario Intersection Capacity Analysis Results ............................... 22 Table 8 - Alternatives' Benefit Et Weakness Summary............................................................ 24 Appendix Appendix A - Turning Movement Counts Appendix B - Capacity Analysis Worksheets Appendix C - Signal Warrant Analysis East Main Street Development Traffic Impact Study EXECUTIVE SUMMARY This traffic study was completed for the proposed East Main Street development in Bozeman, Montana. Two traffic scenarios were evaluated for the proposed development. These scenarios include: Existing Conditions and 2016 Development Conditions. The following recommendations for the study roadways are based upon the results of the analyses completed for each scenario. Signalization of the Haggerty Lane and East Main Street intersection is recommended as it would reduce delay and improve LOS under both existing and development conditions. Signalization would greatly improve the northbound approach from LOS "F" under existing PM peak hour stop-controlled conditions to LOS "D" under development PM peak signalized conditions. If this intersection was left unsignalized, it would result in higher delays and operate at LOS "F". Analyses were performed for the following site access alternatives: • Alternative 1: Full accesses off of Highland Boulevard, East Main Street and Haggerty Lane • Alternative 2: Full accesses off of Highland Boulevard and Haggerty Lane (no development access on East Main Street) • Alternative 3: Restricted access right-in and right-out (RIRO) off of Highland Boulevard, Full accesses off East Main Street and Haggerty Lane • Alternative 4: Restricted access RIRO off of Highland Boulevard and East Main Street, Full access off of Haggerty Lane • Alternative 5: Restricted access off Highland Boulevard right-in and right and left-out (RIRLO) and East Main Street left and right-in and right out (LRIRO), Full access off of Haggerty Lane Based on the analysis conducted on five alternatives for access to the development, it is recommended that Alternative 5 be advanced as the preferred alternative. Improvements to the northbound left turn at Highland Boulevard and East Main Street are needed, and double left turn lanes should be installed. Alternative 5 provides good traffic operations for all adjacent roadways and provides slightly less access restrictions than Alternative 4. Access to and from the development is superior to alternative 4 as traffic to and from all directions has good options for entering and leaving the site. The proposed site plan shows how sidewalks are proposed to connect to building and parking areas within the development. The site plan also shows sidewalks proposed along Highland Boulevard, East Main Street and Haggerty Lane which may connect to existing and future sidewalk facilities off-site. It is recommended that sidewalks be installed as is shown in the proposed site plan. Concerns have been voiced by local citizens regarding safety for pedestrians and bicyclists crossing Highland Boulevard. It is recommended that these crossings be promoted to occur at the north approach for the Highland Boulevard and East Curtiss Street intersection. Safety at this crossing should be enhanced using appropriate pedestrian crossing signs and markings, ADA accessible ramps, and installation of Rectangular Rapid Flashing Beacons. Crossings may also continue to be promoted at the East Main Street traffic signal along with the existing crossing further south along Highland Boulevard. East Main Street Development Traffic Impact Study l INTRODUCTION The purpose of this study is to identify traffic operations or safety issues that could be triggered by the addition of traffic related to the proposed East Main Street development in Bozeman, Montana. This report has been developed to provide technically sound mitigation options to development-related issues identified during the analysis process. This traffic impact study assumes the proposed development will be constructed in 2016. Study Area This study was completed for the traffic impacts corresponding to the proposed development. Initial plans indicate three new buildings on the site including a grocery store, retail shops, office spaces, and residential spaces. The proposed development site is located on the south side of East Main Street, between Highland Boulevard and Haggerty Lane in Bozeman, Montana. The surrounding land is of mixed usage with businesses along the north side of East Main Street, a residential neighborhood to the west, and a softball field complex to the south. The proposed development location and latest site plan can be seen in Figure 1 and Figure 2 respectively. East Main Street is classified as a principal arterial, Highland Boulevard and Haggerty Lane are classified as minor arterials. Under current conditions, East Main Street has a posted speed limit of 40 MPH, Highland Boulevard and Haggerty Lane have a 35 MPH posted speed limit and all other roadways within the study area operate under a 25 MPH speed limit. Study Intersections The following intersections were evaluated within this study (see Figure 1): 1. Highland Boulevard and East Main Street - Currently signalized 2. Highland Boulevard and East Curtiss Street - Currently two-way stop controlled on East Curtiss Street 3. Haggerty Lane and East Main Street - Currently two-way stop controlled on Haggerty Lane 4. Cypress Street and East Main Street - Currently two-way stop controlled on Cypress Street Figure 1 - Study Area ZiAM- I TV II -ter' i•. �1.\ I rt , y—r 2 I Signalized Intersection n \J Two-way Stop Controlled Intersection it East Main Street Development Traffic Impact Study 2 Figure 2 - Preliminary Site Plan YlAFipl�Allt FpiriM �\ ' OVERALL SITE; 240 PARKING SPACES Sl � TO7AI.AREA 4.325 ACRES 166.436S,F. / � fV6 T6'iJJ / d? /i +� isr�RUDR11RwMD�sTam�� sss, � GROUND FLOOR: \\\ / 13.000 SQ.FT,RETAIL \` SECOND FLOOR; / 6 RESIDENTIAL UNITS A-256,47' y 78.50' / THIRD FLOOR: 6 RESIDENTIAL UNITS / C�32WI)7' / / `% (31,Op080.FT,TOTAL) 7 / r I r7 n HAGODMOU11LOW672SWRY) r &727SO.FT.GROUNDFLOOR�� J ' .f aaayxior:J t 11 r gp° GROUND FLOOR: I Ik$ 4,477 SO.FT.RESTAURANT A r ! t .50 SO.FT.RETAIL RESTAURANT` �1 I 1 1 SECOND FLOOR: 1 ' C / 3.169 SQ.FT,RESTAURANT r (11,696 SO,FT,TOTAL) f t / Q t 1 1 I I��r,\AACR � I `vim f + I 1 l 9 9 9 9 MARKETPLACE 6UILOING(2 STORY) - \ ��'4 � `�1 23,390 S0.FT.GROUND FLOOR 1 ' ( I GROUND FLOOR: _ 9272$0.FF..GROCERY 1 4,117 S0.FT RE.WAREHOUSE I 57550.FT.OUTDOOR PATIO L NE2WJI4G FLOOR: ' 1 3,103 S.FT.F&EANINE FLOOR _ j - J&H OFFICE BUILDING 1 1 1 2,071 S0,FT,AIEWU NING / 1 1 1Z4D4 SO.FT.BUSINESS 050 S0.:T.MECKANICAL ; d 4 j l 2901 SC.Fr.WAREHOUSEIru 1 1 SECOND FLOOR: I / / y - (15,395 SO.FT,TOTAL) 14,136 SQ FT,SECOND FLOOR(OFFICE) / ' 12 1 (42,956 SO,FT.TOTAL) f / 1 ^'MV/ __� � CWAfVLL Bm b NIN / 1 East Main Street Development Traffic Impact Study 3 Methodology Figure 3 - Study Methodology Within this study, the following traffic conditions were analyzed to evaluate traffic impacts of the proposed development: 2016 Existing Conditions - Existing Conditions •Data Collection 2016 Existing •Capacity Analysis based on field collected data prior to proposed conditions •Signal Warrant Alanysis development ' 2016 Conditions with Development Traffic - A* Traffic Conditions expected with construction of proposed development -Trip Generation,Distribution,and Assignmen 2016 Conditions •Capacity Analysis with Development •Signal Warrant Analysis Mitigation Strategies - Possible improvements Traffic •Access Spacing Analysis identified to mitigate development-related deficiencies Figure 3, to the right, illustrates the planning Mitigaion Strategies process used within this study. Data Collection Weekday AM and PM peak hour turning movements collected at study intersections in October 2015 were provide with the exception of Highland Boulevard and East Curtiss Street with was collected by KLJ in May 2016. Average daily traffic volumes (ADT) within the study area were obtained from the Montana Department of Transportation (MDT). Trip Generation Site-generated volumes were estimated using the Institute of Transportation Engineers' Trip Generation Manual. Trip Distribution and Assignment, Trip distribution refers to the origin for entering trips and the destination for exiting trips to and from the proposed site. Trip assignment is the designated routing of trips between origin and destination. Both origins and destination for trips generated by the proposed site were estimated based on average daily traffic volumes obtained from MDT. Trips were assigned to the existing road network based upon engineering judgement, estimating the most ideal and reasonable route between origins and ' destination. Capacity Analysis 1 Capacity analyses were performed using the Synchro 9 software, which implements an analysis methodology based on that in the Highway Capacity Manual to determine intersection delay and level of service. Level of service (LOS) is the qualitative measure of operational performance of transportation infrastructure using grades ranging from "A" to "F", with "A" being the optimal level of service and "F" indicating breakdown of traffic flow. A breakdown of the HCM grading scale can be seen in Table 1. 1 East Main Street Development Traffic Impact Study 4 For intersection analyses within this study, intersection oper ations at LOS "C" or better are to be considered to be acceptable. Table 1 - Highway Capacity Manual Level of Service Thresholds ' Control I- - Volume Signalized `a CapacityCapacity rs10 <_ 10 A - F y > 10-20 l > 1015 B F > 20-35 > 15-25 C F > 35-55 > 25-35 D _F > 55-80 > 35-50 w E F > 80 —� > 50 F �, Signal Warrant Analysis At all unsignalized study intersections, KLJ performed signal warrant analyses in accordance with 1 guidelines in the 2009 Manual on Traffic Control Devices. Turn Lane Warrant Analysis MDT turn lane warrants were analyzed at all study intersections. Turn lanes will be considered based on the results of operational analyses. Access Spacing Analysis ' The minimum access spacing found in the Bozeman City Code can be seen in Table 2. For the purposes of this study, queues from the capacity analysis will be used to determine whether there will be potential issues with proposed access spacing. Access spacing analyses were performed fof development accesses off Highland Boulevard, East Main Street and Haggerty Lane. Table 2 - Bozeman City Code Access Spacing Requirements Access Located on Access Located on Arterial Streets Collector Streets Average Spacing In All Districts In All Districts Partial Access' 315' 150' Full Access2 660' 330' ' Minimum Seperation 315' 150' 1: Partial access includes right turn in and out only 1 2: Full access allows all turn movements,in and out 1 . 1 ' East Main Street Development Traffic Impact Study 5 X EXISTING CONDITIONS ' Analyses performed for the existing transportation network traffic scenario include the identification of existing roadway/traffic characteristics, signal warrant analysis, and turn lane warrant analysis. Existing daily traffic volumes can be seen in Figure 4. Intersection geometries and peak hour traffic volumes can be seen in Figure 5. Figure 4-Existing Traffic Conditions 'L .i t s1�. '•• �• i - s Q Signalized Intersection N Two-way Stop Controlled Intersection c ® 2015 Montana DOT AADT i 1 1 1 1 1 East Main Street Development Traffic Impact Study 6 Figure 5- Existing Traffic Volumes AM Traffic Volumes PM Traffic Volumes 1.Highland Blvd&E Main St Z.Highland Blvd&E Curtis St 1.Highland Blvd&E Main St =.Highland Blvd at E Curtiss St 3 2 0 16 ' 0 0 463 3+5 0...� 8 3 428 _ 6 3 0+ 0 _ 379 637 0 6 15f- 364 7 ' f1 5 319 1 0 10 684 287 1731 129 +1 5 7 612 3411 363 +2 13 2 264 14 + 180 1 9 3.H>>garty Ln&E Main St a.Cypress St&E Main St 3,Haggerty Ln&E Main St 4.Cypress St&E Main St 0 1 773 2 0 701 � 1 1 496 � 1 3 788 4 0 92� 0 5f_ 0 69f— 0 2f_ 2 4 0 2 3 0 �� 332 62 0 49 -� 601 30 3 811 97 0 95 - 784 10 7 �83 27 11550 + 4r2 1 Bicycle and Pedestrian Facilities On-street bicycle facilities are located on both sides of the East Main Street and Haggerty Lane roadways. Sidewalks running along East Main Street conclude at Highland Boulevard on the southern side and between Highland Boulevard and Haggerty Lane on the northern side. A shared-use path runs along the western side of Highland Boulevard. Signal Warrant Analysis Unsignalized intersections within the study area were analyzed to determine if installation of traffic signalization would be warranted per guidelines published in the Manual on Uniform Traffic Control Devices (MUTCD). The eight-hour warrant, four-hour warrant, and peak hour warrants were analyzed for this study. The four-hour volume warrant and peak hour volume warrant were met at the intersection of Haggerty Lane and East Main Street under existing traffic conditions. All other unsignalized study intersections do not meet signal warrants under background traffic conditions. Signal warrant analysis results are found in Appendix C. East Main Street Development Traffic Impact Study 7 Intersection Capacity Analysis Results Intersection capacity analyses were performed for existing weekday AM peak hour and PM peak hour traffic conditions at all study intersections. Intersection capacity analysis spreadsheets are found in Appendix B. The Haggerty Lane and East Main Street intersection along with the Highland Boulevard 1 and East Main Street intersection were found to currently operate below acceptable MDT standards. (See Table 3) The Highland Boulevard and East Main Street intersection currently operates at an overall LOS "B" ' during the AM peak hour and LOS "C" during the PM peak hour. However, deficiencies are experienced with an overall LOS "D" reached for the PM peak hour on the northbound approach. The LOS for the northbound left turning vehicles is at LOS "F". 1 The intersection of Haggerty Lane and East Main Street currently operates at an overall LOS "A" during the AM peak hour and LOS "B" during the PM peak hour. Deficiencies are experienced on the northbound and southbound approaches during both AM and PM peak hour operations. Table 3- Existing Intersection Capacity Analysis Results PeriodIntersection Lane Traffic Time Level of Service/Delay(seconds) Geometry Control overall ' East Main Street AM Peak B A B C C it Existing Signalized 14.0 8.7 15.2 20.5 23.0 Highland Boulevard PM Peak C� B A D B � 21.3 14.6 9.1 39.0 16.9 AM Peak A C B A A Highland Boulevard EB/WB 0.5 16.9 10.2 0.3 0.1 Et Existing Stop East Curtiss Street Control PM Peak A C C A A a _ 1.0 21.8 19.8 0.3 0.1 East Main Street NB/SB AM Peak A A A C B It Existing Stop 0.4 0.1 0.1 15.3 11.0 �Cypress Street Control PM Peak A A A C C 0.2 0.1 0.0 16.1 16.5 East Main Street NB/SB AM Peak A A A D E It Existing Stop 2.9 0.1 0.9 29.3 39.1 Haggerty Lane Control pM peak B A A F D 12.1 0.0 1.3 104.8 30.3 tEast Main Street Development Traffic Impact Study 8 1 , 2016 DEVELOPMENT SCENARIO ' The 2016 development scenario analyses were performed for conditions with site generated traffic added to the existing transportation network traffic. Analyses performed for this scenario include trip generation, distribution, and assignment, signal warrant analysis, turn lane warrant analysis, and access spacing analysis. These analyses were performed for the following site access alternatives: • Alternative 1: Full accesses off of Highland Boulevard, East Main Street and Haggerty Lane • Alternative 2: Full accesses off of Highland Boulevard and Haggerty Lane (no development access on East Main Street) • Alternative 3: Restricted access right-in and right-out (RIRO) off of Highland Boulevard, Full accesses off East Main Street and Haggerty Lane • Alternative 4: Restricted access RIRO off of Highland Boulevard and East Main Street, Full access off of Haggerty Lane ' • Alternative 5: Restricted access off Highland Boulevard right-in and right and left-out (RIRLO) and East Main Street left and right-in and right out (LRIRO), Full access off of Haggerty Lane The intersection of Haggerty Lane and East Main Street was analyzed as a signalized intersection for each site access alternative as it was found to meet signalization warrants under existing peak hour conditions. ! Trip Generation Site generated traffic was estimated using the Institute of Transportation Engineers' (ITE) Trip Generation Manual. Applying the applicable ITE land use categories, daily, AM and PM Peak hour trips were calculated for the proposed development as seen in Table 4 and Table 5. Table 5- Development Trips by Land Use Category qjffiw� Devd(opment Totals by Land Use -_ �-�- - - Trip JAM Peak Hr Trip !M Peak Fl�r 7frip Square [Independent, Land Use Ca I Generation Trips Generation Trips I G�neratfon Tn P, Genoratiorf togary Footage Variable I General Office Building 33000 1000 sf 1.56 51 1.49 49 11.03 364 3.58 1 118 High-Tumover(Sit-Down)Restaurant 10800 1000 sf 10.81 117 9.85 106 127.15 1373 73.51 794 Low Rise Apartment 12 units 0.46 6 0.58 7 6.59 79 5.10 0 Medical-Dental Office Building 3000 1000 sf 2.39 7 3.57 11 36.13 108 23.16 69 Single Tenant Office Building 12404 1000 sf 1.80 22 1.74 22 11.65 145 5.33 66 Specialty Retail Center LE3 0 sf 0 2.71 46 44.32 753 21.30 362 Supermarket 0 sf 3.41 81 9.48 225 102.24 2427 68.65 1629 Warehousing 0 sf 0.30 1 0.32 1 1 3.56 11 1.51 5 102943 285 467 5260 3044 Table 4- Development Trip Generation Summary General Office Building 45 6 8 41 182 182 High-Turnover(Sit-Down)Restaurant 64 53 64 43 687 687 Low Rise Apartment 1 4 5 2 40 40 Medical-Dental Office Building 6 2 4 7 54 54 Single Tenant Office Building 20 2 3 18 72 72 Specialty Retail Center 0 0 26 20 332 422 Supermarket 50 31 115 310 1213 1213 Warehousing 1 0 0 1 5 5 Total 187 98 224 242 2585 2675 East Main Street Development Traffic Impact Study 9 1 Trip Distribution and Assignment Trip distribution refers to the origin for entering trips and the destination for exiting trips to and from the proposed site. The origins and destinations for site generated traffic were estimated based on existing average daily traffic on functionally classified roadways in the study area. Estimated site ' generated trip distribution can be seen in Table 6. Table 6 - Development Trip Origin/Distribution Summary Trip Origin/Desti nation Origin/Destination AM PM E Main St (W of Site) 12680 40.1% 75 39 90 97 E Main St (E of Site) 7440 23.6% 44 23 53 57 Highland Blvd 8640 27.4% 51 27 61 66 Haggerty Ln 2830 9.0% 17 9 20 22 31590 Trip assignment is the designated routing of trips between origin and destination. Trips were assigned to the existing road network based on engineering judgement, estimating the most ideal and reasonable route between origins and destination. It is assumed that most traffic to and from the ' proposed development site will use major roadways and avoid unclassified roadways, as roads provide the most direct route to the site. The assumptions seen in Figure 6, Figure 7, Figure 8, Figure 9, and Figure 10 were applied in order to estimate trip assignments within the study area. East Main Street Development Traffic Impact Study 10 Alternative 1 - Fullaccesses Street r a es off of Highland Boulevard, East Main St e t and Haggerty Lane Origin/Destination E Main St West of Proposed Site- 40.1% of site generated trips o Route: E Main St to Highland Blvd Access (50% of trips from this origin/destination) o Route: E Main St to E Main St Access (50% of trips from this origin/destination) Origin/Destination E Main St East of Proposed Site - 23.6% of site generated trips o Route: E Main St to Haggerty Ln Access (50% of trips from this origin/destination) o Route: E Main St to E Main St Access (50% of trips from this origin/destination) Origin/Destination Highland Blvd - 27.4% of site generated trips o Route: Highland Blvd to Highland Blvd Access (100% of trips from this origin/destination) Origin/Destination Haggerty Ln - 9.0% of site generated trips o Route: Haggerty Ln to Haggerty Ln Access (100% of trips from this origin/destination) Figure 6-Alternative 1 Trip Assignment ' Alternative 1 A r 0. 1 46,11 lot1 u I 23.6�/ I 27.4°o Origin/Destination as a percentage of total traffic volume on study roadways ' Development generated trips entering and exiting same access as a percentage of O/D traffic volume aDDevelopment generated trips entering or exiting an access as a percentage of O/D traffic volume East Main Street Development Traffic Impact Study 11 Alternative 2 - Full accesses off of Highland Boulevard and Haggerty Lane (no development access on East Main Street) ' Origin/Destination E Main St West of Proposed Site- 40.1% of site generated trips o Route: E Main St to Highland Blvd Access (100% of trips from this origin/destination) ' Origin/Destination E Main St East of Proposed Site - 23.6% of site generated trips o Route: E Main St to Haggerty Ln Access (100% of trips from this origin/destination) Origin/Destination Highland Blvd - 27.4% of site generated trips o Route: Highland Blvd to Highland Blvd Access (100% of trips from this Iorigin/destination) Origin/Destination Haggerty Ln - 9.0% of site generated trips o Route: Haggerty Ln to Haggerty Ln Access (100% of trips from this origin/destination) ' Figure 7-Alternative 2 Trip Assignment ' Alternative 2 •-0 6q 27. in , ci(y:;, 1 ® Origin/Destlnation as a percentage of total traffic volume on study roadways Development generated trips entering and exiting same access as a percentage of O/D traffic volume ®D Development generated trips entering or exiting an access as a percentage of O/D traffic volume East Main Street Development Traffic Impact Study 12 Alternative 3 - Restricted access (RIRO) off of Highland Boulevard, Full accesses off East Main Street and Haggerty Lane Origin/Destination E Main St West of Proposed Site- 40.1% of site generated trips o Route: E Main St to Highland Blvd Access (50% of entering trips from this origin/destination) o Route: E Main St to E Main St Access (50% of entering trips and 100% of exiting trips from this origin/destination) Origin/Destination E Main St East of Proposed Site - 23.6% of site generated trips o Route: E Main St to Haggerty Ln Access (50% of trips from this origin/destination) o Route: E Main St to E Main St Access (50% of trips from this origin/destination) Origin/Destination Highland Blvd - 27.4% of site generated trips o Route: Highland Blvd to Highland Blvd Access (100% of entering trips from this origin/destination) o Route: Highland Blvd to East Main Street Access (50% of exiting trips from this origin/destination) o Route: Highland Blvd to Haggerty Lane Access (50% of exiting trips from this origin/destination) Origin/Destination Haggerty Ln - 9.0% of site generated trips o Route: Haggerty Ln to Haggerty Ln Access (100% of trips from this origin/destination) Figure 8-Alternative 3 Trip Assignment ' Alternative 3 _ 'i0.i'; A �1 r ! 23.U'' I \ T_7.4aXc Origin/Destination as a percentage of total traffic volume on study roadways mow Development generated trips entering and exiting same access as a percentage of O/D traffic volume aDDevelopment generated trips entering or exiting an access as a percentage of O/D traffic volume ' East Main Street Development Traffic Impact Study 13 - i Street F Boulevard and East Man Full access Alternative 4 Restricted access (RIRO) off of Highland Boulev ess off of Haggerty Lane Origin/Destination E Main St West of Proposed Site- 40.1% of site generated trips o Route: E Main St to Highland Blvd Access (100% of exiting trips from this origin/destination) o Route: E Main St to E Main St Access (100% of entering trips from this origin/destination) 1 Origin/Destination E Main St East of Proposed Site - 23.6% of site generated trips o Route: E Main St to Haggerty Ln Access (100% of entering trips from this origin/destination, 50% of exiting trips from this origin/destination) o Route: E Main St to E Main St Access (50% of exiting trips from this origin/destination) Origin/Destination Highland Blvd - 27.4% of site generated trips o Route: Highland Blvd to Highland Blvd Access (100% of entering trips from this origin/destination) ' o Route: Highland Blvd to Haggerty Lane Access (100% of exiting trips from this origin/destination) Origin/Destination Haggerty Ln - 9.0% of site generated trips o Route: Haggerty Ln to Haggerty Ln Access (100% of trips from this origin/destination) Figure 9-Alternative 4 Trip Assignment Alternative 4 it 1 I .,ftrlt• 27.4�' 9.04'0 27.44' Origin/Destination as a percentage of total traffic volume on study roadways 1 Development generated trips entering and exiting same access as a percentage of O/D traffic volume QDDevelopment generated trips'entering or exiting an access as a percentage of O/D traffic volume ' East Main Street Development Traffic Impact Study 14 Alternative 5 - Restricted access off of Highland Boulevard (RIRLO)and East Main Street (LRIRO), Full access off of Haggerty Lane Origin/Destination E Main St West of Proposed Site- 40.1% of site generated trips o Route: E Main St to Highland Blvd Access (50% of entering trips from this origin/destination, 100% of exiting trips from this origin/destination) o Route: E Main St to E Main St Access (50% of entering trips from this origin/destination) Origin/Destination E Main St East of Proposed Site - 23.6% of site generated trips o Route: E Main St to Haggerty Ln Access (50% of trips from this origin/destination) o Route: E Main St to E Main St Access (50% of trips from this origin/destination) Origin/Destination Highland Blvd - 27.4% of site generated trips o Route: Highland Blvd to Highland Blvd Access (100% of trips from this origin/destination) Origin/Destination Haggerty Ln - 9.0% of site generated trips o Route: Haggerty Ln to Haggerty Ln Access (100% of trips from this origin/destination) Figure 10-Alternative 5 Trip Assignment Alternative 5 VA Origin/Destination as a percentage of total traffic volume on study roadways Development generated trips entering and exiting same access as a percentage of O/D traffic volume Development generated trips entering or exiting an access as a percentage of O/D traffic volume D East Main Street Development Traffic Impact Study 15 Signal Warrant Analysis Peak hour turning movement volumes including both development generated traffic and existing traffic volumes can be seen in Figure 11, Figure 12, Figure 13, Figure 14 and Figure 15. These volumes were used in the signal warrant analyses for each development scenario. The eight-hour volume, four-hour volume and peak hour volume warrants were met at the intersection of Haggerty Lane and East Main Street under development traffic conditions. The four-hour and peak hour volume warrants were also met under background traffic conditions. If left unsignalized this intersection is expected to operate at LOS "F" during peak hour operations. No other unsignalized study intersections warranted signalization under development traffic conditions. East Main Street Development Traffic Impact Study 16 Fieure 11 - Alternative 1: 2016 Development Traffic Volumes 5 r w T Alternative 1 AM Traffic Volumes PM Traffic Volumes 1." tb Hiig�hland Blvd B:E Main St 2.Highland Blvd 8 E Curtiss St 1.Hlighland Blvd&E Main St 2, F1,ghland Blvd&E Curtiss St 0 0 502 �-��- o"T r W r 0 379 652 0 6 15� 352 7 1 5 313 �1 I 0 10 713 315 189 129 4. 5 24 OG52 3821 363 � J 13 2 3.Haggerty Ln&E Main St' 4.Cypress St B:E Main St 3.Haggerty Ln B:E Main St• 4.Cypress St B:E Main St 2 3 1 1 0 1 817 � - 734� +1 524 ;�— 1 3 863 0 136f— 0 5f— 0 11 97 `i— 0 2f- 2 0 4' 0 2 I 3 0 342 62 60 -- -- 656 30 3 -- 874 97 0 143 663 83 27 150 + 42 10 7 5.Highland Blvd Access 6.E Main St Access 5.Highland Blvd Access 6.E Main St Access 1 4 28 868 40 593 643 17 11 341 20 28 303 704 17 416 16��11 �35 11 978 41-)r48 40 7.Haggerty Ln Access 7.Haggerty Ln Access 49A 33A 170 214 11 111 48 192 — 16 -3 24� 23 'HaVgrrty Ln R E Nam 5t analyzed:ts n signnttxcd tntcrsottica East Main Street Development Traffic Impact Study 17 Figure 12 -Alternative 2: 2016 Development Traffic Volumes tiff - 2 - Alternative 2 AM Traffic Volumes PM Traffic Volumes 1.Highland Blvd&E Main St 2.Highland Blvd&E Curtiss St 1.Highland Blvd 13 E Main St 2_Highland Blvd St E Curtiss St 0+0 497 ' 35 •� 8+ 16 3 463 6+3 •--�— 0 379 652 0 6 15� 352 7 1 5 313 J 0 i0 713 — 315 205- 129 �. I 5+24 �t�652 423��363 �` 13+2 320 3.Haggerty Ln&E Main St' 4.Cypress St 3 E Main St 3.Haggerty Ln et E Main St' 4.Cypress St&E Main St 0+1 817 t=: 2+0 734 0 1 524 ��'�___ 1 3 863 0 147� 0 5f— 0 125� • 0 2� 2 0 �� 010 �2 0 00 359 62 1 71 656 30 3 s66 97 191 �� 863 10 7 83 27 1% 42 5.Highland Blvd Access 6.Haggerty Ln Access 5.Highland Blvd Access 6.Haggerty Ln Access I 56 •3 f— 60 80 8 f- 61 643 17 170 341 20 214 303 22 111 704 9b 192 17 —49 16 35 —423� 24 I 'Hagq-ty Ln&E Main St analy—d as a signali—f intersectinn East Main Street Development Traffic Impact Study 18 Figure 13 -Alternative 3: 2016 Development Traffic Volumes o!� s 6 1, 7 _ _ I 2 t i r, Alternative 3 AM Traffic Volumes PM Traffic Volumes 1.Highland Blvd i}E Mahn St 2.Highland Blvd&E Curtiss St 1.Highland Blvd&E Main St 2.Highland Blvd&E Curtiss St 16 0+0 502 --1- 3+5 � 8 3 476 6+3 • 0 38f- 643 0 6 166 343 7 �0 1 5 313 �1 0 ._10 713 343 189- 129 -+ 5 24 -�►�692 423-1 363 9 : 13 2 264 3.Haggerty Ln&E Main St' 4.Cypress St&E Main St 3.Haggerty Ln&E Main St" 4.Cypress St&E Main St 0+1 817 � 2 0 734 .4- '1 524 :-L 1 3 863 0 136f- 0 5f- 0 97 f- 0 21- �2 0 0 _j2 0 l 0 a 1 342 621� 656 30 3 874 97 143 863 10+7 83 S.Highland Blvd Access 6.E Main St Access 5.Highland Blvd Access 6.E Main St Access • 1� 868 593 651 11 352 28 303 . 704 17 —�416 24��11 35 978 52, �48 7.Haggerty Ln Access 7.Haggerty Ln Access 49A 61 170 214 11 111 48 192 16� 4 18� -Al1 � "HaFGerty Ln k E Main St analyzed as a SiGnalized interxer-tian East Main Street Development Traffic Impact Study 19 Figure 14 -Alternative 4: 2016 Development Traffic Volumes T r(. 5 2 Alternative 4 AM Traffic Volumes PM Traffic Volumes 1."Wand Blvd B;E!chin St 2-Highland Blvd It E Curti=St 1.Highland B0.vd Et EMain St 2.Highland Blvd It E Curtiss St 0 0 486 •�� 3+5 * 8 3 435 6 3 • 0 379 635 0 +6� 155 332 7 -j0- 1 5 313 --p- 0 10 713 �2b4 3 124 9 14 • 5 24 T 1806 � 363 S 13 2 3.Haggerty Ln B E Main St' 4.Cypro St It E Main St 3.Haggerty Ln 8 E Main SC 4-Cypre=St @ E Main St 2 3 I 1 I 1 0 1 _ 2+0 .� +1 {� 1+3 863 0 ''+�. •0 734 0 496 ' GO 25 2 0 4 0 + 2 0 3 09 -7711, 342 62 60 '1'y 656 30 3 874 97 143 r 10 7 83 I T27 150 42 5_Highland Blvd Ao - 6.E Main St Aoor 5.Highland Blvd Aeocs 6.E Main St Aoocs 693 341 303 704 17 6416 �� 35 978 _ 5-6-,0, b _7.HI aggerty Ln Aoce= 7_Haggerty Ln Aoc 61 61 170 214 11 111 48 192 16 24 . -4260 43 'HoW rty Ln S E Main St anayrM-S W a siemd--..ea intersection East Main Street Development Traffic Impact Study 20 Figure 15-Alternative 5: 2016 Development Traffic Volumes q�— �: l �s i Alternative 5 AM Traffic Volumes PM Traffic Volumes 1.lhghland Blvd&E Main St 2.1 Ugl,land Blvd&E Curtiss St 1.Highland Blvd&E Main St 2.Highland Blvd it E Curtiss St 16 0+0 486 '—A- 3+5 0-.-�— 8" 3 435 -*A- 6+3 0-+ 0 379 652 0 b 1555 352 7 1 �0 1 5 313 0 10 713 -- 343 205 129 1 5 24 . 692 423- 3b3 � 13+2 264 I 14 I 180 9 0 3,Hagg—ty Ln&E Main St' 4.Cypress St&E Main St 3.1laggerty Ln&E Main St^ 4-Cypress St @ E Main St 2 ll 3 1 1 0 1 817 •2 "I'`0 734 * 1 524 ± 1+3 863 0 136� 1110 5f— 0 97 '- 0 2f- 0 �2 4 0 Z 0 3 0 342 b2 � 656 30 3 874 47 143 � 863 10 7 +60�83 27 150 + 42 5.Highland Blvd Access 6.E Main St Access 5.Highland Blvd Access 6.E Main St Access 32 ph 82 868� � � 593 643 17 19 341 20 28 303 704 -------0-416 —�978 17 —T", 11 35 56 0� 7.Haggerty Ln Access 7.linpverty Ln Access 49� 33� 170 214 11 111 48 _ 192 16 24 q 0 zi I 'Haggerty Ln R E Mnin Sr nnnly—d ns n signali—i intersection East Main Street Development Traffic Impact Study 21 Intersection Capacity Analysis Results Intersection capacity analyses were performed for weekday AM peak hour and PM peak hour traffic conditions at all study intersections under the 2016 completed development scenario. (See Table 7) Capacity analyses were performed for the following site access alternatives: • Alternative 1: Full accesses off of Highland Boulevard, East Main Street and Haggerty Lane • Alternative 2: Full accesses off of Highland Boulevard and Haggerty Lane (no development access on East Main Street) • Alternative 3: Restricted access (RIRO) off of Highland Boulevard, Full accesses off East Street and Haggerty Lane • Alternative 4: Restricted access (RIRO) off of Highland Boulevard and East Main Street, Full access off of Haggerty Lane • Alternative 5: Restricted access off of Highland Boulevard (RIRLO) and East Main Street (LRIRO), Full access off of Haggerty Lane Table 7-2016 Development Scenario Intersection Capacity Analysis Results PeriodAlternative Alternative Alternative Alternative Alternative Alternative Alternative- Overall Overall Overall Overall Overall Overall Overall Overall East Main Street AM Peak B C CEt C C C C B 14.0 23.5 25.1 25.0 26.0 25.8 26.0 19.6 C D D D D D D C Highland Boulevard PM Peak 21.3 37.4 48.2 38.2 48.7 48.7 48.7 24.8 Highland Boulevard AM Peak A A A A A A A A 0.5 0.9 0.9 1.0 0.9 0.9 0.9 1.0 Et A A A A A A A A East Curtiss Street PM Peak 1.0 1.3 1.3 1.3 _ 1.3 1.3 1.3 1.3 _ East Main Street AM Peak A A r A A A A A A 0.4 0.7 0.7 0.7 0.7 0.7 0.7 0.7 Et A A A A A A A A Cypress Street PM Peak 0.2 0.4 0.4 0.4 0.4 0.4 0.4 0.4 4 East Main Street AM Peak A A A _ A A A C A Et 2.9 7.7 8.3 7.7 7.8 7.7 16.0 7.7 B C C C C C F C Haggerty Lane PM Peak -----� - 12.1 22.8 28.8 � 22.8 27.1 22.2 1540.9 22.2 Development Access AM Peak -- 0.3 0.4 0.1 0.1 0.1 0.1 Et A A A A A A East Main Street PM Peak 1.0 1.1 0.3 0.4 0.4 0.4 A A A A A A A Development Access AM Peak 1.0 1.6 0.2 0.3 0.7 0.7 0.7 Et Highland Boulevard PM Peak A A A A A A A 1.5 2.6 0.6- 1.2 1.6 1.6 1.6 A A A y A A A A Development Access AM Peak I Ft 0.9 1.2 1.1 1 1.3 0.9 0.9 0.9 Haggerty Lane PM Peak A A A A A A A 2.0 3.0 2.2 , 2.3 _� 2.0 2.0 2.0 #Alternative 5with Two-waystop controlled HaggertyLn and Main St intersection *Alternative 5 with double northbound left-turn lanes at Highland Blvd and Main St intersection East Main Street Development Traffic Impact Study 22 As seen in Table 7, the intersection of Highland Boulevard and Main Street is expected to operate deficiently during PM peak hour operations under all single northbound turn-lane scenarios. The northbound approach is expected to operate at LOS "D", with the northbound left-turn movements operating at LOS "F". Provision of double left turn lanes improves overall intersection LOS to LOS "C", with northbound left turns operating at LOS "C". Haggerty Lane and East Main Street westbound left-turn movements also experienced deficient levels of delay (LOS "D") under all signal-controlled scenarios. A summary of the proposed alternatives' benefits and weaknesses (associated with how well each of the site accesses would perform) is provided in Table 8. Detailed capacity analysis results are provided in Appendix B. East Main Street Development Traffic Impact Study 23 Table 8-Alternatives'Benefit 8 Weakness Summary Benefits _ Weaknesses Alternative 1 Full accesses off of Highland Boulevard, East Main Street and Haggerty Lane • Full accesses off East Main Street, Highland Boulevard access westbound left-turn Highland Boulevard, and Haggerty Lane. movements experience 27.8 s delay (LOS "D") during PM peak hour conditions. Alternative 2 Full accesses off of Highland Boulevard and Haggerty Lane (no development access on East Main Street) • No private access onto East Main Street 1 Highland Boulevard access westbound left-turn movements experience 25.9 s delay (LOS "D") during PM peak hour conditions and 33.3s delay (LOS "D") during PM peak hour conditions. • Haggerty Lane and East Main Street intersection northbound approach experience 37.3 s delay (LOS "V) during PM peak hour conditions. • No access from East Main Street. Alternative 3 Restricted access (RIRO)off of Highland Boulevard, Full accesses off East Main Street and Haggerty Lane • Highland Boulevard and East Curtiss Street intersection eastbound approach experience 25.2 s delay (LOS "D") during AM peak hour conditions. Alternative 4 Restricted access (RIRO) off of Highland Boulevard and East Main Street, Full access off of Haggerty Lane • Access for development traffic wanting to head south on Highland Boulevard is convoluted due to left turns prohibited from exiting the Highland Road and East Main Street accesses. • Access into the development for cars travelling west on East Main is limited to Haggerty Lane. • Haggerty Lane and East Main Street intersection northbound approach experience 41.1s delay _ (LOS "V) during PM peak hour conditions. Alternative 5 Restricted access off of Highland Boulevard (RIRLO)and East Main Street (LRIRO), Full access off of Haggerty Lane • Resolves weaknesses attributed to Restricted access configurations require special Alternative 4. median or channelization treatments to control traffic movements. These can increase maintenance. • Haggerty Lane and East Main Street intersection northbound approach experiences 44.0 s delay (LOS "V) during PM peak hour conditions. Legend RIRO: Right-in, Right-out Access Control RIRLO: Right-in, Right/Left-out Access Control LRIRO: Left/Right-in, Right-out Access Control I East Main Street Development Traffic Impact Study 24 Access Spacing Analysis The proposed site plan shows single accesses centrally located in the development connecting to Highland Boulevard and East Main Street. This equates to one new access onto Highland Boulevard and four fewer accesses onto East Main Street. Two accesses are proposed onto Haggerty Lane, which matches the number of accesses present at this time. The northern access onto Haggerty Lane is proposed to be moved south to provide further separation from the Main Street intersection. No access connection from the development to the existing private road across from East Curtiss Street is being proposed due to grade issues. The existing 465 feet of frontage on East Main Street between Highland Boulevard and Haggerty Lane only allows 213 feet and 237 feet between accesses under the current site plan (See Figure 2). This does not provide the minimum access spacing distance prescribed by Bozeman city code. According to the code, development access would require 660 feet for a full access or 315 feet for a partial access. A Highland Boulevard access requires 660 feet of spacing distance for a full access or 315 feet of spacing distance for a partial accesses under city code. A distance of approximately 545 feet is available between East Main Street and East Curtiss Street. The proposed access provides 327 feet of separation from East Main Street and 197 feet of separation from East Curtiss Street. Assuming partial access, it is possible to satisfy the minimum spacing requirements between a Highland Boulevard development access and East Main street, however, this access would fail to meet minimum spacing requirements with East Curtiss Street. The proposed full accesses on Haggerty Lane do not meet the minimum 660 feet spacing for full access or the 315 feet spacing for partial access on arterial streets. One planned access is located approximately 146 feet south of East Main Street and the proposed J Et H Inc. access is located only 32 feet north of the alley and 60 feet south of the other proposed site access. The Haggerty Lane accesses were analyzed as a single access. The Haggerty Lane access was evaluated to determine the level of benefit that could be seen by using left and right turn lanes. Left and Right turn lanes at the Haggerty exit only reduce delay from 12.0 to 11.4 s. The northbound lane only experiences 1.2 seconds of total delay and 3.0 seconds delay for left turning vehicles. Therefore, insufficient benefit was realized by the addition of left and right turn lanes at the driveway for the development. Proposed development access spacing can be seen in Figure 2. Other Access Spacing Considerations Aside from concerns regarding access to the proposed development, there are other private accesses across from the development and along both Highland Boulevard and East Main Street (See Figure 1). These private accesses currently have full access and do not meet minimum access spacing distances found in the Bozeman city code. If access to the proposed development were to be restricted, many of these existing establishments could have impacts to their own level of access. Queuing Analysis Queues from the capacity analysis were used to determine whether there will be potential issues with proposed access spacing. Under average peak hour queuing conditions the proposed development accesses are not expected to experience any blockage. However, under 9511 percentile queuing conditions access blockages become an issue for the following turning movements: • Right-turning vehicles entering and exiting at the Highland Boulevard access. This is resolved if the northbound left turn lane becomes a double left. • Left-turning vehicles entering and exiting at the Haggerty Lane accesses • All vehicles exiting at the East Main Street access. East Main Street Development Traffic Impact Study 25 • Left-turning vehicles entering the East Main Street access Anticipated average and 9511 percentile queues at the study intersections are shown in Figure 16- Figure 19. Full queuing details can be found in Appendix B. Figure 16-Alt 1 Anticipated Queuing 14 W 41 W S i rTi • s'. WAW ` East Main Street Development Traffic Impact Study 26 Figure 17-Alt 2 Anticipated Queuing L 7 � 4 I a —J ` 95th Percentile Queues Average Peak Hour Queues East Main Street Development Traffic Impact Study 27 Figure 18 Alt 3 £t Alt 4 Anticipated Queuing 1 � y T- r ; /L) _ h LM 1I 95th Percentile Queues a— Average Peak Hour Queues East Main Street Development Traffic Impact Study 28 1 ' Figure - Alt 5 Anticipated Queuing 19 p Q g r �- _ • 41/ - 4F +_+ T 4 ru Q � s Ln 4-1 Ja 1 r Fes, c J r East Main Street Development Traffic Impact Study 29 1 F: ,f�_ 06 { Ln I flu J Z a) • 7 , • 95th Percentile Queues Average Peak Hour Queues Bicycle and Pedestrian Facilities On-street bicycle facilities are currently located on both sides of the East Main Street and Haggerty Lane roadways. Sidewalks running along East Main Street conclude at Highland Boulevard on the southern side and between Highland Boulevard and Haggerty Lane on the northern side. A shared-use path runs along the western side of Highland Boulevard. The proposed site plan shows how sidewalks are proposed to connect to building and parking areas within the development. The site plan also shows sidewalks proposed along Highland Boulevard, East Main Street and Haggerty Lane which may connect to existing and future sidewalk facilities off-site. Concerns have been voiced by local citizens regarding safety for pedestrians and bicyclists crossing Highland Boulevard. It is recommended that these crossings be promoted to occur at the north approach for the Highland Boulevard and East Curtiss Street intersection. Safety at this crossing should be enhanced using appropriate pedestrian crossing signs and markings, ADA accessible ramps, and installation of Rectangular Rapid Flashing Beacons. Crossings may also continue to be promoted at the East Main Street traffic signal along with the existing crossing further south along Highland Boulevard. 1 East Main Street Development Traffic Impact Study 30 1 RECOMMENDATIONS Warranted signalization of the Haggerty Lane and East Main Street intersection is recommended as it would reduce delay and improve LOS under both existing and development conditions. Signalization would greatly improve the northbound approach from LOS "F" under existing PM peak hour stop- controlled conditions to LOS "D" under development PM peak signalized conditions. If this intersection was left unsignalized, it would result in higher delays and operate at LOS "F". Based on the analysis conducted on five alternatives for access to the development, it is recommended that Alternative 5 be advanced as the preferred alternative. Improvements to the northbound left turn at Highland Boulevard and East Main Street are needed, and double left turn lanes should be installed. Alternative 5 provides good traffic operations for all adjacent roadways and provides slightly less access restrictions than Alternative 4. Access to and from the development is superior to Alternative 4 as traffic to and from all directions has good options for entering and leaving the site. The proposed site plan shows how sidewalks are proposed to connect to building and parking areas within the development. The site plan also shows sidewalks proposed along Highland Boulevard, East Main Street and Haggerty Lane which may connect to existing and future sidewalk facilities off-site. It is recommended that sidewalks be installed as is shown in the proposed site plan. Concerns have been voiced by local citizens regarding safety for pedestrians and bicyclists crossing Highland Boulevard. It is recommended that these crossings be promoted to occur at the north approach for the Highland Boulevard and East Curtiss Street intersection. Safety at this crossing should be enhanced using appropriate pedestrian crossing signs and markings, ADA accessible ramps, and 1 installation of Rectangular Rapid Flashing Beacons. Crossings may also continue to be promoted at the East Main Street traffic signal along with the existing crossing further south along Highland Boulevard. East Main Street Development Traffic Impact Study 31 1 Appendix A: Turning Movement Counts i I`I i t WAS Robert Peccia&Associates Count Name:Broadway/Main 825 Custer Ave TMC Site Code: 16 Helena,Montana,United States 59604 Start Date:10/22/2015 406-447-5000 shane@rpa-hln.com Page No: 1 Turning Movement Data Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Start Time App App. App. App. Int. Left Thru Right Peds Total Left Thru Right Peds Total Left Thru Right Peds Total Left Thru Right Peds Total Total 7:OO AM 0 0 0 1 0 7 0 2 4 9 9 65 0 0 74 0 65 15 0 80 163 7:15 AM 0 0 0 0 0 12 0 4 0 16 9 76 0 1 85 0 63 16 0 79 180 7:30 AM 0 0 0 1 0 22 0 7 0 29 10 127 0 0 137 0 92 12 0 104 270 7:45 AM 0 0 0 2 0 31 0 1 1 32 4 145 0 1 149 0 155 31 1 186 367 Hourly Total 0 0 0 4 0 72 0 14 5 86 32 413 0 2 445 0 375 74 1 449 980 8:00 AM 0 0 0 1 0 24 0 5 1 29 9 120 0 0 129 0 129 28 0 157 315 11:15 AM 0 0 0 2 0 111 0 7 1 25 17 113 0 3 130 1 141 31 0 173 328 8:30 AM 0 0 0 1 0 20 0 10 1 30 11 130 0 1 141 0 99 24 0 123 294 8:45 AM 1 0 0 0 1 16 0 4 0 20 13 113 1 0 127 0 122 26 0 148 296 Hourly Total 1 0 0 4 1 78 0 26 3 104 50 476 1 4 527 1 491 109 0 601 1233 BREAK - 4:00 PM 1 0 0 4 1 17 0 8 1 25 27 146 0 4 175 0 148 18 2 166 367 4:15 PM 1 0 0 2 1 19 0 12 1 31 32 127 1 0 160 0 131 31 2 162 354 4:30 PM 0 0 0 1 0 21 0 6 2 27 25 160 1 2 186 0 176 36 1 212 425 4:45 PM 0 1 1 1 2 34 0 14 4 48 15 134 3 0 152 0 154 31 1 185 387 Hourly Total 2 1 1 8 4 91 0 40 8 131 99 569 5 6 673 0 609 116 6 725 1533 5:00 PM 1 0 0 3 1 45 0 3 6 48 19 212 1 1 232 0 181 36 0 217 498 5:15 PM 1 0 0 2 1 40 0 8 0 48 14 179 0 2 193 0 164 35 2 199 441 5:30 PM 0 0 0 3 0 27 0 7 1 34 20 147 0 0 167 0 123 26 0 149 350 5:45 PM 0 0 0 1 0 22 0 4 1 26 20 137 0 1 157 0 118 27 1 145 328 Houdy Total 2 0 0 9 2 134 0 22 8 156 73 675 1 4 749 0 586 124 3 710 1617 Grand Total 5 1 1 25 7 375 0 102 24 477 254 2133 7 16 2394 1 2061 423 10 2485 5363 IApipro8rh% 71.4 14.3 14.3 - - 78.6 0.0 21.4 - 10.6/ 89.1 0.3 - 0.0 82.9 17.0 - - Total% 01 0.0 0.0 0.1 7.0 0.0 1.9 8.9 4.7 39.8 0.1 44.6 0.0 38.4 7.9 46.3 - Motorcycles 0 0 0 0 1 0 0 1 2 6 0 8 0 7 0 7 16 %Motorcycles 0.0 0.0 0.0 0.0 0.3 0.0 0.2 0.8 0.3 0.0 0.3 0.0 0.3 0.0 0.3 0.3 Cars 5 0 1 6 263 0 65 328 190 1639 7 1836 1 1601 341 1943 4113 %Cars 10a0 o.0 100.0 85.7 70.1 - 63.7 - 68.8 74.8 76.8 100.0 - 76.7 100.0 77.7 80.6 78.2 76.7 Lighao t Gs 0 0 0 0 91 0 27 118 50 401 0 451 0 408 72 480 1049 e Go %Light Goods 0.0 0.0 0.0 0.0 24.3 - 26.5 24.7 19.7 18.8 0.0 18.8 0.0 19.8 17.0 19.3 19.6 Vehicles Buses 0 0 0 0 1 0 0 1 1 19 0 20 0 9 1 10 31 %Buses 0.0 0.0 0.0 0.0 0.3 0.0 0.2 0.4 0.9 0.0 0.8 0.0 0.4 0.2 0.4 0.8 Single-Unit 0 0 0 0 9 0 7 16 3 32 0 Trucks 35 0 25 4 29 80 Single-Unit Trucks 0.0 0.0 0.0 0.0 2.4 - 6.9 3.4 1.2 1.5 0.0 1.5 0.0 1.2 0.9 1.2 1.5 Articulated 0 0 0 0 4 0 2 6 1 20 0 Trucks 21 0 10 4 14 41 %Articulated 0.0 0.0 0.0 - 0.0 1.1 - 2.0 - 1.3 0.4 0.9 0.0 Trucks - 0.9 0.0 0.5 0.9 - 0.6 0.8 Bicycles on 0 1 0 1 6 0 1 7 7 16 0 R 23 0 1 1 2 33 Bicycles on 0.0 100-0 0.0 - 14.3 1.6 - 1.0 - 1.5 2.8 O.B 0.0 Road - 1.0 1 0.0 0.0 0.2 - 0.1 0.6 Pedestrians - - - 25 - 24 - - - - 16 10 - %Pedestrians 100.0 100-0 100-0 100.0 RPA Robert Peccia&Associates Count Name: Broadway/Main 825 Custer Ave TMC Site Code:16 Helena,Montana, United States 59604 Start Date: 10/22/2015 406-447-5000 shane@rpa-hln.com Page No:2 Soulntwund mneh In Total 23 2 1 9 531 328 859 122 11e 2400 2 1 3 21 29 rA 678 477 1165 0 0 1 0 65 0 263 0 27 0 91 0 0 0 0 1 0 10 0 19 24 102 0 375 24 R T L P N 1 4 5555y^'''' Op N T ;z 10/22/2015 7:00 AM > _ W m N n Ending Al $ N o > 10/22/2015 6:00 PM g Motorcycles ` r () 1� ` V m Y N Cars N N A A d ul Light Goads Vehicles p a Buses 'o Other h t F1 L T R P 0 0 0 0 5 0 1 0 ' 0 0 0 0 0 0 0 0 0 1 0 25 1 5 1 1 25 0 U 6 8 8 14 0 0 0 D 0 0 0 1 1 8 in 15 out In Tant P18dhboundA nch[5? Turning Movement Data Plot R► Robert Peccia&Associates Count Name:Broadway/Main 825 Custer Ave TMC Helena,Montana,United States 59604 Site Code: 16 Srt 406-447-5000 shane@rpa-hln.com Pa9 a No:310/22/2015 Turning Movement Peak Hour Data (7:45 AM) Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Start Time A App. App. App. Int. Left Thu Right Peds Total Left Thu Right Peds Total Left Thru Right Peds Talal Left Thu Right Peds Total Total 7:45 AM 0 0 0 2 0 31 0 1 1 32 4 145 0 1 149 0 155 31 1 186 367 8:00 AM 0 0 0 1 0 24 0 5 1 29 9 120 0 0 129 0 129 28 0 157 315 8:15 AM 0 0 0 2 0 18 0 7 1 25 17 113 0 3 130 1 141 31 0 173 328 8:30 AM 0 0 0 1 0 20 0 10 1 30 11 130 0 1 141 0 99 24 0 123 294 Total 0 0 0 6 0 93 0 23 4 116 41 508 0 5 549 1 524 114 1 639 JXW Approach% NaN NaN NaN - - 80.2 0.0 19.8 - 7.5 92.5 0.0 - 0.2 82.0 17.8 - Total% 0.0 0.0 0.0 0.0 7.1 0.0 1.8 8.9 3.1 39.0 0.0 42.1 0.1 40.2 8.7 49.0 PHF 0.000 0.000 0.000 0.000 0,750 0.000 0.575 0.906 0.603 0,876 0.000 0.921 0.250 0.845 0.919 0.859 0.888 motorcycles 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 %Motorcycles - - - - 0.0 - 0.0 0.0 0.0 0.0 - 0.0 0.0 0.2 0.0 0.2 0.1 Cars 0 0 0 0 68 0 16 84 33 394 0 427 1 388 87 476 987 %Cars 73.1 69.6 72.4 80.5 77.6 77.8 100.0 74.0 76.3 74.5 75.7 Llghl Goods 0 0 0 0 19 0 5 24 7 93 0 100 0 121 22 143 267 ' Vehicles _ - - _ - - - %Light Goods 20.4 21.7 20.7 17.1 18.3 18.2 0.0 23.1 19.3 22.4 20.5 Vehicles - _ _ Buses 0 0 0 0 0 0 0 0 1 2 0 3 0 2 0 2 5 Buses 0.0 0.0 0.0 2.4 0.4 0.5 D.D 0.4 0.0 0.3 0.4 Single-Unit 0 0 0 0 2 0 1 3 0 12 0 12 0 8 1 9 24 Trucks %Single-Unit 2.2 - 4.3 2-6 0.0 2.4 - 2.2 0.0 1.5 0.9 1.4 1.8 Trucks Articulated Trucks 0 0 0 0 2 0 1 3 0 6 0 6 0 3 4 7 16 - %Articulated 22 - _4.3 2.6 0.0 1.2 1.1 0.0 0.6 3.5 1.1 1.2 Trucks Bicycles on 0 0 0 0 2 0 0 2 0 1 0 1 0 1 0 - 1 4 Road %Bicycles on - - - - 22 - 0.0 1.7 0.0 0.2 - - 0.2 0.0 0.2 0.0 0.2 0.3 Road Pedestrians 6 4 5 - 1 %Pedestrians 100.0 100.0 100.0 10D.0 - j RPAS Robert Peccia&Associates Count Name:Broadway/Main 825 Custer Ave TMC Helena,Montana,United States 59604 Site Code:16 Start Date: 10/22/2015 406-447-5000 shane@rpa-hln.com Page No:4 SouthboundAppmach,N Out I In Total 0 0 0 120 84 204 29 24 53 1 0 1 5 8 13 185 116 271 0 0 0 1 0 16 0 68 0 5 0 19 0 0 0 0 6 2 0 6 4 23 0 93 4 R I T L P N 1 4 Peak Hour Data , A 10/2212015 7:45 AM a o. Ending At v N A > 0 0 0 0 0! 10/2212015 8:45 AM $9Uv N N d Motorcycles Z u A A uNi iJ O Gars A N w Light Goods Vehicles o a �n in o. Buses ro Other h t r► t L T R P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 t 0 0 0 s 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 1 0 7 OW In Total Northbound Approach S Turning Movement Peak Hour Data Plot (7:45 AM) RPAS Robert Peccia&Associates Count Name:Broadway/Main 825 Custer Ave TMC Helena,Montana,United States 59604 Start Site Code:16 406-447-5000 shane@rpa-hln.com P 10/22/2015 Page No-e5 9 Turning Movement Peak Hour Data (4:30 PM) Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Start Time App App. App. Int. Left Thru Right Peds Total Lek Thru Right Peds Total Left Thru Right Peds Left Thru Right Peds Total Total 4:30 PM 0 0 0 1 0 21 0 6 2 27 25 160 1 2 186 0 176 36 1 212 425 4:45 PM 0 1 1 1 2 34 0 14 4 48 15 134 3 0 152 0 154 31 1 185 387 5:00 PM 1 0 0 3 1 45 0 3 6 48 19 212 1 1 232 0 181 36 0 217 498 515 PM 1 0 0 2 1 40 0 8 0 48 14 179 0 2 193 0 164 35 2 199 441 Total 2 1 1 i 4 140 0 31 12 171 73 685 5 5 763 0 675 138 4 813 1751 Approach% 50.0 25.0 25.0 - 81.9 0.0 18.1 - 9.6 89.8 0.7 - - 0.0 83.0 17.0 - Total% 0.1 0.1 0.1 02 8,0 0.0 1.8 9.8 4.2 39.1 0.3 43.6 0.0 38.5 7.9 46.4 PHF 0.500 0.250 0.250 0500 0.778 0.000 0.554 0.891 0.730 0.808 0.417 0.822 0.000 0,932 0.958 0.937 0.879 Motorcycles 0 0 0 0 0 0 0 0 1 0 0 1 0 1 0 1 2 %Motorcycles 0.0 0.0 0.0 0.0 0.0 - 0.0 0.0 1.4 0-0 0.0 0.1 - 0.1 0.0 0.1 0.1 Cars 2 0 1 3 96 0 22 118 47 545 5 597 0 549 119 668 1386 Cars 100.0 0.0 100.0 75.0 68.6 71.0 - 69.0 64.4 79.6 100.0 78.2 81.3 86.2 82.2 79,2 Light Goods 0 0 0 0 38 0 9 47 18 119 0 137 0 109 17 126 310 %Light Goods 0.0 0.0 0.0 0.0 27.1 -Vehicles - - - 29.0 27.5 24.7 17.4 0.0 18.0 - 16.1 12.3 15.5 17.7 Vehicles Buses 0 0 0 0 0 0 0 0 0 5 0 5 0 3 0 3 B %Buses 0.0 0.0 0.0 0.0 0.0 - 0.0 00 0.0 0.7 0.0 0.7 - 0.4 0.0 0.4 0.5 Single-Unit 0 0 0 0 4 0 0 4 1 5 0 6 0 9 2 11 21 Trucks %Single-Unit 0.0 0.0 0.0 0.0 2.9 - 0.0 2.3 1.4 0.7 0.0 0.8 - 1.3 1.4 - 1.4 1.2 Trucks 1 Articulated 0 0 0 0 0 0 0 0 0 4 0 Truck = 4 0 4 0 4 8 Trucks Articulated Trucks 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.5 0.6 0.0 0.5 0.5 Bicycles on 0 1 0 Road 1 2 0 0 2 6 7 0 - 13 0 0 0 0 16 Bicycles on 0.0 100,0 0.0 - 25.0 1.4 - 0.0 1.2 8.2 1.0 0.0 - 1.7 - 0-0 0,0 0.0 0.9 Road Pedestrians - - 7 - - 12 - 5 - 4 %Pedestrians - - 100.0 - - - 1000 - 100-0 - 100.0 r WAS Robert Peccia&Associates Count Name:Broadway/Main 825 Custer Ave TMC Helena,Montana, United States 59604 Site Code: 16 406-447-5000 shane@rpa-hln.com Pa 10/22/2015 Page No:rt 6 9 SoulhhourW A 12- 35 Out In f 0 166 118 47 0 0 10 8 212 171 393 0 0 0 0 22 0 96 0 0 0 38 0 0 0 0 6 0 0 12 31 0 140 12 R T L P N 1 4 Peak Hour Data NN F N o N m n m N N J N o O e 4— m a 10122I2015 4:30 PM n n Ending At m � r 10/22/2015 5:30 PM — Motorcycles O' Cars u w w Light Goods Vehicles — !n a Buses +' n Other h t r► L T R P 0 0 0 0 2 0 1 0 a 0 0 0 0 0 0 0 0 1 0 7 2 1 1 7 0 1 0 1 MTot-al 5 a 0 0 0 0 0 1 6 4 out In t4(W Und A adt Turning Movement Peak Hour Data Plot (4:30 PM) WAS Robert Peccia&Associates Count Name:Broadway/Main 825 Custer Ave TMC Site Code:16 Helena,Montana, United States 59604 Start Date: 10/22/2015 406-447-5000 shane@rpa-hln.com Page No:1 Turning Movement Data Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Start Time g App App, APP. App. Int. Left Thru Right Peds Total Left Thu Right Peds Total Left Thru Right Peds Total Left Thru Right Peds Total Total 7:00 AM 0 0 0 1 0 7 0 2 4 9 9 65 0 0 74 0 65 15 0 80 163 7:15 AM 0 0 0 0 0 12 0 4 0 16 9 76 0 1 85 0 63 16 0 79 180 7:30 AM 0 0 0 1 0 22 0 7 0 29 10 127 0 0 137 0 92 12 0 104 2711 7A5 AM 0 0 0 2 0 31 0 1 1 32 4 145 0 1 149 0 155 31 1 186 367 Hourly Total 0 0 0 4 0 72 0 14 5 86 32 413 0 2 445 0 375 74 1 449 980 8:00 AM 0 0 0 1 0 24 0 5 1 29 9 120 0 0 129 0 129 28 0 157 315 8:15 AM 0 0 0 2 0 18 0 7 1 25 17 113 0 3 130 1 141 31 0 173 328 6:30 AM 0 0 0 1 0 20 0 10 1 30 11 130 0 1 141 0 99 24 0 123 294 8:45 AM 1 0 0 0 1 16 0 4 0 20 13 113 1 0 127 0 122 26 0 148 296 Hourly Total 1 0 0 4 1 78 0 26 3 104 50 476 1 4 527 1 491 109 0 601 1233 BREAK- 4:00 PM 1 0 0 4 1 17 0 8 1 25 27 148 0 4 175 0 148 18 2 166 367 4:15 PM 1 0 0 2 1 19 0 12 1 31 32 127 1 0 160 0 131 31 2 162 354 4:30 PM 0 0 0 1 0 21 0 6 2 27 25 160 1 2 186 0 176 36 1 212 425 4:45 PM 0 1 1 1 2 34 0 14 4 48 15 134 3 0 152 0 154 31 1 185 367 I'lourIX Total 2 1 1 8 4 91 0 40 8 131 99 569 5 6 673 0 609 116 6 725 1533 5:00 PM 1 0 0 3 1 45 0 3 6 48 19 212 1 1 232 0 181 36 0 217 498 5:15 PM 1 0 0 2 1 40 0 8 0 48 14 179 0 2 193 0 164 35 2 199 441 5:30 PM 0 0 0 3 0 27 0 7 1 34 20 147 0 0 167 0 123 26 0 149 350 5:45 PM 0 0 0 1 0 22 0 4 1 26 20 137 0 1 157 0 118 27 1 145 328 Hourly Total 2 0 0 9 2 134 0 22 8 156 73 675 1 4 749 0 586 124 3 710 1617 Grand Total 5 1 1 25 7 375 0 102 24 477 254 2133 7 16 2394 1 2061 423 10 2485 5363 Approach% 71.4 14.3 14.3 78.6 0.0 21.4 10*13 119.1 0.3 0.0 82.9 17.0 Total% 0.1 0.0 0.0 0.1 7.0 0.0 1.9 8.9 4.7 39.8 0.1 44.6 0.0 38.4 7.9 46.3 - Motorcycles - -cles 0 0 0 0 1 0 0 1 2 6 0 8 0 7 0 7 18 %Motorcycles 0.0 0.0 0.0 0.0 0.3 0.0 0.2 0.8 0.3 0.0 0.3 0.0 0.3 0.0 0.3 0.3 Cars 5 0 1 6 263 0 65 328 190 1639 7 1836 1 1601 341 1943 4113 %Cara 100.0 0.0 100.0 85.7 70.1 - 63.7 - 68.8 74.8 76.8 100.0 - 76.7 100.0 77.7 80.6 - 78.2 76.7 Light Goods 0 0 0 0 91 0 27 118 50 401 0 451 0 408 72 480 1049 Vehicles •Light Goods 0.0 0.0 0.0 0.0 24.3 - 26.5 24.7 19.7 18.8 0.0 18.8 0.0 19.8 17.0 19.3 19.6 Vehicles Buses 0 0 0 - 0 1 0 0 - 1 1 19 0 - 20 0 9 1 - 10 31 %Buses 0.0 0.0 0.0 0.0 0.3 0.0 0.2 0.4 0.9 0.0 08 0.0 0.4 0.2 0.4 0.6 Single-Unit 0 0 0 - 0 9 0 7 16 3 32 0 35 0 25 4 29 80 Trucks •Single-Unit 0.0 0.0 0.0 0.0 2.4 6.9 3.4 1.2 1.5 0.0 1.5 0.0 1.2 0.9 1,2 1,5 Trucks Articulated 0 0 0 0 4 0 2 6 1 20 0 21 0 10 4 14 41 Trucks %Articulated 0.0 0.0 0.0 0.0 1.1 - 2.0 1.3 0.4 0.9 00 0.9 0.0 0.5 0.9 0.6 0.8 1 • Trucks Bicycles on 0 1 0 1 6 0 1 7 7 16 0 23 0 1 1 2 33 Road Bicycles on 0.0 100.0 0.0 14.3 1.6 1.0 1.5 2.8 0.8 0.0 1.0 0.0 0.0 0.2 0.1 0.6 Road Pedestrians 25 - - 24 - - _ 16 - - - 10 = %Pedestrians 100.0 1000 100,0 100.0 1 Robert Peccia&Associates Count Name: Broadway/Main 825 Custer Ave TMC Helena,Montana, United States 59604 Site Code:16 406-447-5000 shane@rpa-hln.com Pa rt Date: 10/22/2015 Page No:2 9 Sou0lDound A4p. ach INI Out In Tolal 2 1 3 531 326 659 122 116 240 2 1 3 21 29 50 670 477 1155 0 1 0 1 0 65 0 263 0 27 0 91 0 0 0 1 0 16 0 18 za 102 0 376 24 R T L P N 1 4 t0 m N h O J O N 0 N � S m 10/22/2015 7:00 AM y, a m m ^ Ending At mo a o r a 10/22/20156:00 PM fe ,n MotoicyGes r —i O' Oars ry o N :it m o m Light Goods Vehicles a Buses Other h t 0 L T R P D 0 0 0 5 0 1 0 0 0 0 0 0 6 a o 0 1 0 25 l 5 1 1 25 0 0 6 8 6 U 0 0 0 0 0 0 0 1 1 7 Out In Totof al NWhbwW AWmach Turning Movement Data Plot Robert Peccia&Associates Count Name:Broadway/Main 825 Custer Ave TMC Helena,Montana,United States 59604 Site Code: 16 Start Date: 10/22/2015 406-447-5000 shane@rpa-hln.com Page No:3 Turning Movement Peak Hour Data (7:45 AM) Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Start Time App App, App. App. Int. Left Thru Right Peds Total Left Thru Right Peds Total Left Thu Right Peds Total Left Thru Right Peds Total Total 7:45 AM 0 0 0 2 0 31 0 1 1 32 4 145 0 1 149 0 155 31 1 11111 367 8:00 AM 0 0 0 1 0 24 0 5 1 29 9 120 0 0 129 0 129 28 0 157 315 8:15 AM 0 0 0 2 0 18 0 7 1 25 17 113 0 3 130 1 141 31 0 173 328 6:30 AM 0 0 0 1 0 20 0 10 1 30 11 130 0 1 141 0 99 24 0 123 294 Total 0 0 0 6 0 93 0 23 4 116 41 508 0 5 549 1 524 114 1 639 1304 Approach% NaN NaN NaN - - 80.2 0.0 19.8 - - 7.5 92.5 0.0 - - 0.2 82.0 17.8 Total% 0.0 0.0 0.0 0.0 7.1 0.0 1.8 8.9 3.1 39.0 0.0 42.1 0.1 40.2 8.7 49.0 PHF 0.000 0.000 0.000 0.000 0.750 0.000 0.575 0.906 0.603 0,876 0.000 0.921 0.250 0.845 0.919 0.859 0.888 Motorcycles 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 %Motorcycles - - - 0.0 - 0.0 0.0 0.0 0.0 - 0.0 0.0 G2 0.0 0.2 0.1 Cars 0 0 0 0 68 0 16 84 33 394 0 427 1 388 87 476 987 %Cars - 73.1 69.6 72.4 80.5 77.6 77.8 100.0 74.0 76.3 74.5 75.7 Light Goods 0 0 0 0 19 0 5 24 7 93 0 100 0 121 22 143 267 ' Vehicles%Light Goods 20.4 - 21.7 20.7 17.1 18.3 18.2 0.0 23.1 19.3 22.4 20.5 Vehicles Buses 0 0 0 0 0 0 0 0 1 2 0 3 0 2 0 2 5 %Buses - - - 0.0 - 0.0 0.0 2.4 0.4 - 05 0,0 0.4 0.0 0.3 0.4 Single-Unit 0 0 0 0 2 0 1 3 0 12 0 12 0 a 1 9 24 Trucks %Single-Unit 2.2 - 4.3 2.6 0.0 2.4 2.2 0.0 1.5 0.9 1.4 1.8 Trucks Articulated 0 0 0 0 2 0 1 3 0 6 0 6 0 3 4 7 16 Trucks %Articulated Z2 4.3 2.6 00 1.2 1.1 0.0 0.6 3.5 1.1 1.2 Trucks Bicycles on 0 0 0 0 2 0 0 2 0 1 0 1 0 1 0 1 4 Road %Bicycles on - - - 2.2 - 0.0 1.7 0.0 0.2 0.2 0.0 0.2 0.0 0.2 0.3 Road Pedestrians 6 4 5 1 %Podestrans - 100.0 100.0 100.0 100.0 - 1 1 r Robert Peccia&Associates Count Name:Broadway/Main 825 Custer Ave TMC Helena,Montana,United States 59604 Site Code:16 406-447-5000 shane@rpa-hln.com Page 10/22/2015 a No:rt 4 Soulhbound Ch INI out In TOUT 0 a 0 ,m ea 204 29 24 53 1 0 1 5 6 13 165 116 271 0 0 0 0 16 0 66 0 5 0 19 0 a 0 0 0 z o s a 23 a 93 4 R T L P N 1 4 Peak Hour Data O 4— N N N N N IV C n r o F)i W015 7:46 AMn9 Al.015 6:45 AM g N y MotorcyGes p N 1 g O Cars Light Goods VehlGes — —-- w w o_ Buses v + + o a o Other h 1 rl L T R P 0 0 a 0 0 0 0 0 0 0 0 0 0 0 a o 0 0 a 6 0 0 0 6 a 0 0 , 0 1 0 0 0 0 0 0 o a 0 1 0 1 Oul In Totel NoAbtnurW roach Turning Movement Peak Hour Data Plot (7:45 AM) �� Robert Peccia&Associates Count Name:Broadway/Main 825 Custer Ave TMC Site Code: 16 Helena,Montana,United States 59604 Start Date: 10/22/2015 406-447-5000 shane@rpa-hln.com Page No:5 Turning Movement Peak Hour Data (4:30 PM) Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Start Time Northbound Southbound Eastbound Westbound A Leh Thru Right Peds Total Left Thu Right Pedsp'l Leh Thru Right Peds App.Total Left Thru Right Peds M.Total InL Total 4:30 PM 0 0 0 1 0 21 0 6 2 27 25 160 1 2 186 0 176 36 1 212 425 4:45 PM 0 1 1 1 2 34 0 14 4 48 15 134 3 0 152 0 154 31 1 185 387 5:00 PM 1 0 0 3 1 45 0 3 6 48 19 212 1 1 232 0 181 36 0 217 498 5.15 PM 1 0 0 2 1 40 0 8 0 48 14 179 0 2 193 0 164 35 2 199 441 Total 2 1 1 7 4 140 0 31 12 171 73 685 5 5 763 0 675 138 4 813 1751 Approach% 50.0 25.0 25.0 - 81.9 0.0 18.1 - 9.6 89.8 0.7 - 0.0 83.0 17.0 - - Total% 0.1 0.1 0.1 0.2 8-0 0.0 1.8 9.8 4.2 39.1 0.3 43.6 0.0 38.5 7-9 46.4 PHF 0.500 0.250 0.250 0.500 0.778 0.000 0.554 0.891 0.730 0.808 0.417 0,822 0.000 0.932 0.958 - 0.937 0.879 Motorcycles 0 0 0 0 0 0 0 0 1 0 0 1 0 1 0 1 2 %Motor Iles 0.0 0.0 0.0 - 0.0 0.0 - 0.0 0.0 1.4 0.0 0.0 - 0.1 - 0.1 0.0 0.1 0.1 Cars 2 0 1 3 96 0 22 118 47 545 5 597 0 549 119 668 1386 Cars 100.0 0.0 100.0 7&0 66.6 71.0 69.0 64.4 79.6 100.0 78.2 81.3 86.2 - 82.2 792 Light Goods 0 0 0 0 38 0 9 47 18 119 0 137 0 109 17 126 310 Vehicles Light Goods Vehicles 0.0 0.0 0.0 0.0 0.0 27.1 29.0 27.5 24.7 17.4 0.0 18.0 16.1 12,3 15.5 17.7 Buses 0 0 0 0 0 0 0 0 0 5 0 - 5 0 3 0 - 3 8 %Buses 0.0 0.0 0.0 - 0.0 0.0 - 0.0 - 0.0 0.0 0,7 0.0 0.7 - 0.4 0.0 0.4 05 Single-Unit 0 0 0 0 4 0 0 4 1 5 0 6 0 9 2 11 21 Trucks Single-Unit Trucks 0.0 0.0 0.0 0.0 2.9 - 0.0 2.3 1.4 0.7 0.0 08 - 1.3 1.4 1.4 1.2 Articulated D 0 0 0 0 0 0 0 0 4 0 4 0 4 0 4 8 Trucks Articulated Trucks 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.5 0.6 0.0 0.5 0.5 Blan o.d 0 1 0 1 2 0 0 2 6 7 0 13 0 0 0 0 16 ad Bicycles on 0.0 100.0 0.0 - 25.0 1.4 - 0.0 - 1.2 8.2 1.0 0-0 - 1.7 - 0.0 0.0 - 0.0 0.9 Road Pedestrians 7 12 5 4 Pedestrians 100.0 100.0 1000 - 100.0 WAS Robert Peccia&Associates Count Name:Broadway/Main 825 Custer Ave TMC Site Code:16 Helena,Montana, United States 59604 Start Date:10/22/2015 406-447-5000 shane@rpa-hln.com Page No:6 8outhbourrd Approach out In TOtal 1 0 1 166 118 284 35 47 82 0 0 0 10 8 16 212 171 383 o 1 a 0 0 22 a 98 a 9 0 30 a 0 0 0 a 0 0 8 12 31 0 140 12 R T L P N 1 4 € n m J S Peak Hour Data t + + > o C N [ O d V ~ 10/22/2015 4:30 PM m Ending Al g N 10/22/2015 5:30 PM r o 8 9 o Z Motorcycles o 1 + Cars w m m Light Goods Vehicles �n a Buses v A A o Other +1 t r► , L T R P 0 0 0 0 2 0 1 0 0 0 0 0 a o a o 0 1 0 7 2 1 1 7 0 o a 5 3 9 0 0 0 0 0 0 0 1 1 a 4 9 Out In Total NorlhbouM A roads 8 Turning Movement Peak Hour Data Plot (4:30 PM) Robert Peccia&Associates Count Name:Highland/Main 825 Custer Ave TMC Site Code:17 Helena,Montana, United States 59604 Start Date: 10/22/2015 406-447-5000 shane@rpa-hln.com Page No: 1 Turning Movement Data Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Soulhbound Eastbound Westbound Start Time Left Thru Right Peds Total Left Thru Right Peds Total Left Thru Right Peds Total Left Thru Right Peds Total Total 7:00 AM 21 0 29 0 50 0 0 0 0 0 0 49 22 0 71 48 56 0 0 104 225 7:15 AM 18 1 26 0 45 0 0 0 1 0 0 45 46 0 91 65 63 1 0 129 265 7:30 AM 27 0 36 0 63 0 0 0 0 0 0 53 76 0 129 95 83 0 0 178 370 7:45 AM 46 0 35 0 81 0 0 0 1 0 0 83 90 0 173 136 144 1 0 281 535 Hourly Total 112 1 126 0 239 0 0 0 2 0 0 230 234 0 464 344 346 2 0 692 1395 8:00 AM 57 1 37 1 95 0 0 0 0 0 0 76 51 0 127 75 114 2 1 191 413 8:15 AM 43 0 21 0 64 0 0 0 0 0 0 75 47 0 122 73 122 0 0 195 381 8:30 AM 42 1 20 0 63 0 0 2 0 2 1 72 62 0 135 80 83 0 0 163 363 8:45 AM 55 0 27 0 82 0 0 0 0 0 1 53, 58 0 112 75 92 1 0 168 362 Hourly Total 197 2 105 1 304 0 0 2 0 2 2 276 218 0 496 303 411 3 1 717 1519 BREAK - - - - - - - - - - - - - - - - - 4:00 PM 88 0 65 0 153 0 0 1 0 1 0 109 46 0 155 40 91 0 0 131 440 4:15 PM 81 0 61 0 142 0 0 0 0 0 0 108 44 0 152 42 85 0 0 127 421 4:30 PM 94 0 83 0 177 0 3 0 0 3 0 128 45 0 173 40 102 0 0 142 495 4:45 PM 71 0 93 1 164 0 2 1 0 3 0 122 43 1 165 35 106 0 0 141 473 Hourly Total 334 0 302 1 636 0 5 2 0 7 0 467 178 1 645 157 384 0 0 541 1829 5:00 PM 88 0 106 0 194 0 1 7 0 8 0 206 44 0 250 46 103 0 0 149 601 5:15 PM 88 0 81 0 169 3 0 0 0 3 1 156 46 0 205 34 117 0 0 151 528 5:30 PM 49 0 57 1 106 0 0 1 0 1 0 110 42 0 152 27 87 0 1 114 373 5:45 PM 53 0 59 1 112 0 0 0 1 0 1 119 47 0 167 33 92 0 1 125 404 Hourly Total 278 0 303 2 581 3 1 8 1 12 2 691 181 0 774 140 399 0 2 539 1906 Grand Total 921 3 836 4 1760 3 6 12 3 21 4 1564 811 1 2379 944 1540 5 3 2489 6649 Approach% 52.3 0.2 47.5 14.3 28.6 57.1 0.2 65.7 34.1 37.9 61.9 0.2 Total% 13.9 0.0 12.6 26.5 0.0 0.1 0.2 0.3 0.1 23.5 122 35.8 14.2 23.2 0.1 37.4 Motorcycles 1 0 0 1 0 0 0 0 0 5 1 6 0 3 0 3 10 %Mol«cycles 0.1 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.3 0.1 0.3 0.0 0.2 0.0 0.1 0.2 Cars 760 3 693 1456 3 5 12 20 4 1181 655 1840 748 1330 5 2083 5399 %Cars 82.5 100.0 82.9 82.7 100.0 83.3 100.0 95.2 100.0 75.5 SUB 77.3 79.2 86.4 100.0 83.7 81.2 Light Goods 145 0 126 271 0 1 0 1 0 312 135 447 174 164 0 338 1057 Vehicles Light Goods Vehicles 15.7 0.0 15.1 15.4 0.0 16.7 0.0 4.8 0.0 19.9 16.6 18.8 16.4 10.6 0.0 13.6 1519 Buses 4 0 4 8 0 0 0 0 0 14 9 - 23 2 5 0 7 38 %Buses 0.4 0.0 0.5 0.5 0.0 0.0 0.0 0.0 0.0 0.9 1.1 - 1.0 0.2 0.3 0.0 0.3 0.6 Single-Unit 9 0 12 21 0 0 0 - 0 0 24 10 - 34 15 21 0 - 36 91 Trucks %Single-Unit 1.0 0.0 1.4 1.2 0.0 0.0 0.0 0.0 0.0 1.5 1.2 1.4 1.6 1.4 0.0 1.4 1.4 Trucks Articulated 1 0 1 2 0 0 0 0 0 22 1 23 4 14 0 18 43 Trucks %Articulated 0.1 0.0 0.1 - 0.1 0.0 0.0 0.0 - 0.0 0.0 1.4 0.1 - 1.0 0.4 0.9 0.0 - 0.7 0.6 Trucks Bicycles on 1 0 0 1 0 0 0 0 0 6 0 6 1 3 0 4 11 Road %Bicycles on 0.1 0.0 0.0 - 0.1 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.3 0.1 0.2 0.0 0.2 0.2 Road Pedestrians 4 3 1 3 %Pedestrians 100.0 1000 100.0 100.0 Robert Peccia&Associates Count Name:Highland/Main 825 Custer Ave TMC Site Code: 17 Helena,Montana,United States 59604 Start Date: 10/22/2015 406-447-5000 shane@rpa-hln.com Page No:2 soulhlwund ach N Out M Total 0 o a 12 20 32 0 1 1 0 0 0 0 0 0 12 21 33 1. 0 do 0 0 123 0 0 0 0 0 0 0 a 0 3 123 3 R L P N 1 4 6 9 O < �j N N W O J O Iyyn o N m m J ttgC35 N 10/22/2015 7:00 AM dd 3, N Endingg At m p 10/22I2015 6:00 PM p m a � Z Motorcycles B o `* m rn v a Cars w Llghl Goods Vehicles m 0 0 a Me-- Olher h t f+ L T R P 1 a a 0 760 3 693 0 145 a 126 0 4 0 4 0 11 0 13 4 921 3 E36 4 1 1 2 140E 1456 2064 310 271 501 11 6 19 31 24 55 1761 1760 3521 Out In Total Northbound A Turning Movement Data Plot Robert Peccia&Associates Count Name:Highland/Main 825 Custer Ave TMC Helena,Montana, United States 59604 Site Code:17 r a-hln.com Start Date: 10/22/2015 406-447-5000 shane @ p Page No:3 Turning Movement Peak Hour Data (7:30 AM) Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Start Time App. App. App. App. Int. Left Thru Right Peds Total Left Thru Right Peds Total Left Thru Right Peds Total Left Thru Right Peds Total Total 7:30 AM 27 0 36 0 63 0 0 0 0 0 0 53 76 0 129 95 83 0 0 178 370 7:45 AM 46 0 35 0 81 0 0 0 1 0 0 63 90 0 173 136 144 1 0 281 535 8:00 AM 57 1 37 1 95 0 0 0 0 0 0 76 51 0 127 75 114 2 1 191 413 8:15 AM 43 0 21 0 64 0 0 0 0 0 0 75 47 0 122 73 122 0 0 195 381 Total 173 1 129 1 303 0 0 0 1 0 0 287 264 0 551 379 463 3 1 845 1899: Approach% 57.1 0.3 42.6 NaN NaN NaN 0.0 52.1 47.9 44.9 54.8 0.4 Total% 10.2 0.1 7.6 17.8 0.0 0.0 0.0 0.0 0.0 16.9 15.5 32.4 22.3 27.3 0.2 49.7 PHF 0.759 0.250 0.872 0.797 0.000 0.000 0.000 0.000 0.000 0.864 0.733 0.796 0.697 0.804 0.375 0.752 0.794 Motorcycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %Motorcycles 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cars 137 1 107 245 0 0 0 0 0 197 226 423 300 392 3 695 1363 %Cars 79.2 100.0 82.9 80.9 - 68.6 85.6 76.8 79.2 84.7 100.0 82.2 80.2 Light Goods 32 0 17 49 0 0 0 0 0 77 35 112 72 55 0 127 288 Vehicles °h Light Goods Vehicles 18.5 0.0 13.2 16.2 - - - - - - 26.8 13.3 20.3 19.0 11.9 010 15.0 17.0 Vehicles Buses 1 0 0 1 0 0 0 - 0 0 2 0 2 _ 0 2 0 2 5 %Buses 0.6 0.0 0.0 0.3 - - 0.7 0.0 0.4 0.0 0.4 0.0 0.2 0.3 Single-Unit 2 0 5 7 0 0 0 0 0 5 3 8 6 5 0 11 26 Trucks %Single-Unit 1.2 0.0 3.9 2.3 - - - - 1.7 1.1 1.5 1.6 1.1 0.0 1.3 1.5 Trucks Articulated 1 0 0 1 0 0 0 0 0 4 0 4 1 8 0 9 14 Trucks %Articulated 0.6 0.0 0.0 - 0.3 - - - - - - 1.4 0.0 - 0.7 0.3 1.7 0.0 - 1.1 0.8 Trucks Bicycles on 0 0 0 - 0 0 0 0 0 0 2 0 2 0 1 0 1 3 Road Bicycles on 0.0 0.0 0.0 - 0.0 - - - - - - 0.7 0.0 - 0.4 0.0 R2 0.0 - 0.1 0.2 Road Pedestrians 1 1 0 - 1 %Pedestrians - - - 1000 - 100,0 - - - - 100.o kQ AR 46 Robert Peccia&Associates Count Name: Highland/Main 825 Custer Ave TMC Helena,Montana,United States 59604 Site Code:17 Start Date: 10/22/2015 406-447-5000 shane@rpa-hln.com Page No:4 SouthbountlApproach out In Tolal 0 0 0 4 0 0 0 0 a 0 0 0 0 0 4 9 6 1 a 1 a 0 0 0 0 0 a 0 0 0 0 0 0 a 0 a 0 1 0 0 0 1 R T L P +1 1 4 J S Peak Data F o m w o o Pk H Dt � m ~ 4— T p N N N - - C N a 10/22I2015 7:30 AM n N Ending Al eo o 10/22/2015 8:30 AM o N m MolorcyGes o Cars o Light Goods Vehicles e o Buses v Other h 1 F► L T R P 0 0 0 0 137 1 107 0 32 0 17 0 1 0 0 0 3 0 5 1 173 1 129 1 0 0 d771 526 245 107 49 0 1 10 a 643 303 out In Northbound Turning Movement Peak Hour Data Plot (7:30 AM) WAS Robert Peccia&Associates Count Name:Highland/Main 825 Custer Ave TMC Site Code: 17 Helena,Montana, United States 59604 Start Date: 10/22/2015 406-447-5000 shane@rpa-hln.com Page No:5 Turning Movement Peak Hour Data 14:30 PM) Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Start Time App. App, Apo. App. Int. Left Thru Right Peds Total Left Thru Right Peds Total Left Thru Right Peds Total Left Thru Right Peds Total Total 4:30 PM 94 0 83 0 177 0 3 0 0 3 0 128 45 0 173 40 102 0 0 142 495 4:45 PM 71 0 93 1 164 0 2 1 0 3 0 122 43 1 165 35 106 0 0 141 473 5:00 PM 88 0 106 0 194 0 1 7 0 8 0 206 44 0 250 46 103 0 0 149 601 5:15 PM 88 0 81 0 169 3 0 0 0 3 1 158 48 0 205 34 117 0 0 151 528 Total 341 0 363 1 704 3 6 8 0 17 1 612 180 1 793 155 426 0 0 583 2097 Approach% 48A 0-0 51.6 17.6 35.3 47.1 0-1 7T2 22.7 - 26.6 73.4 0.0 Total% 16.3 0.0 17.3 336 0.1 0.3 0.4 &B 0.0 29.2 8.6 37.8 7.4 20.4 0.0 27.8 PHF 0.907 0.000 0.656 0-907 0.250 0.500 0.286 0.531 0.250 0.743 0.938 0.793 0.842 0.915 0.000 0.965 0.872 Motorcycles 1 0 0 1 0 0 0 0 0 2 0 2 0 1 0 1 4 Motorcycles 0.3 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.3 0.0 0.2 0.2 0.2 Cars 288 0 303 591 3 5 8 16 1 491 142 634 113 377 0 490 1731 %Cars 84.5 83.5 83.9 100.0 833 100.0 94.1 100.0 80.2 78.9 79.9 72.9 88A 64.0 82.5 Light Goods Vehicles 48 0 55 103 0 1 0 1 0 103 32 135 38 35 0 73 312 Light Goods Vehicles 14.1 15.2 14.6 0.0 16.7 0.0 5.9 0.0 16.8 17.8 17.0 24.5 8.2 12.5 14.9 Buses 2 0 2 4 0 0 0 0 0 2 3 5 1 1 0 2 11 %Buses 0.6 0.6 0.6 0.0 0.0 0.0 0.0 0.0 0.3 1.7 0.6 0.6 0.2 0.3 0.5 Single-Unit Trufttckscks2 0 3 5 0 0 0 0 0 8 3 11 3 8 0 11 27 Single-Unit Trucks 0.6 0.8 0-7 0.0 0.0 0.0 0.0 0.0 1.3 1.7 1.4 1.9 1.9 - 1.9 1.3 Articulated Trucks 0 0 0 - 0 0 0 0 - 0 0 4 0 - 4 0 4 0 - 4 8 %Articulated 0.0 - 0.0 - 0.0 0.0 0.0 0.0 - 0.0 0.0 0.7 0.0 - 0.5 0.0 0.9 - - 0.7 0.4 Trucks Bicycles on 0 0 0 0 0 0 0 0 0 2 0 2 0 2 0 2 4 Road %Bicycles on 0.0 - 0.0 0.0 0.0 0.0 0.0 - 0.0 0.0 0.3 0.0 0.3 0.0 0.5 - - 0.3 0.2 Road Pedestrians 1 - 0 - 1 0 - %Pedestrians - 1000 - - 100-0 - NPAS Robert Peccia&Associates Count Name:Highland/Main 825 Custer Ave TMC Helena,Montana, United States 59604 Site Code:17 Start Date: 10/22/2015 406-447-5000 shane@rpa-hln.com Page No:6 r und roachIn Tote1 0 0 16 17 1 1 0 0 0 0 1 17 18 0 0 0 ❑ 8 5 3 0 0 1 0 0 0 0 0 0 0 0 0 0 8 6 3 a R T L P +1Eli 1 4 O . O O ' o J S Peak Hour Data t p { a N N m O V v A Vt 0 N S ' 3 ~ A 4- 101222015 4:30 PM Ending At 102212015 5:30 PM aNi 8 5 N m Motorcycles m cs+ u9� O N Cars m A Light Goods Vehicles n. Ruses o Other h t 0 L T R P 1 0 0 0 280 0 303 0 48 0 55 0 2 0 2 ❑ 2 0 3 1 341 0 363 1 0 1 1 260 591 851 _N _ 103 174 4 4 6 a 5 11 341 704 1045 Out In Total Northbound A_pruach IS1 Turning Movement Peak Hour Data Plot (4:30 PM) Bozeman Traffic Volumes East Main Commercial Development TIS File Name : Main&Cypress Site Code : 2 Start bate : 6/25/2016 Page No : 1 Groups Printed-Unshift_ed-Bank 1 Parking Lot Mairi St. Cypress St. Main St. From North From East From South From West 5� IIM Right ru Left Peds I .Tw Right Thru Left Pads n0.Tm� Right fihrU LEft Peds apo.Tdm Right ThrU Left Peds 07:00 AM 0 0 0 v 2 2 0 82 0 0 62 1 0 3 0 4 2 81 0 Apo. 84 1n1-172 07:15 AM 0 0 1 1 2 1 91 1 1 94 1 0 7 0 8 2 95 1 4 102 206 07:30 AM 0 0 0 0 0 1 111 1 0 113 0 0 4 0 4 24 121 0 4 149 266 07:45 AM 1 0 0 0 1 1 217 3 0 221 _ 2 0 8 __ 0 10 10 153 _ 0 ___ 1 _ 164, 396 Total 1 0 1 3 5 3 501 5 1 510 4 38 A50 1 10 499� 1046 08:00 AM 0 0 0 0 0 0 178 0 0 178 0 0 9 1 10 4 160 0 1 165 353 08:15 AM 0 0 0 2 2 1 160 1 0 162 1 0 11 3 15 3 130 2 1 136 315 08:30 AM 1 0 0 0 1 1 146 1 2 150 0 0 2 1 3 10 158 2 0 170 324 _08:45 AM _ 0 0 1 _0 _ 1 1 131 0 0 132 1 0 6 0 7 4 139 0 3 146 266 Total 1 0 1 2 a 3 1G155 2 2 622 2 0 28 6 35 21 587 4 5 6171 1278 «.BREAK"* 04:00 PM 0 0 1 2 3 1 198 0 0 199 0 0 22 0 22 10 185 2 2 199 423 04:15 PM 1 0 1 0 2 1 160 0 1 162 3 0 12 0 15 11 157 1 7 176 355 04:30 PM 1 0 0 2 3 2 185 2 0 189 2 0 9 1 12 9 166 1 6 182 386 04:45 PM 0 0 1 0 1 0 179 1 0 1801 2 0 3 0 5 2 163 0 6 171 357 Total 2 0 3 4 91 4 722 3 1 7301 7 0 46 1 54 32 671 4 21 728 1521 05:00 PM 0 0 0 2 21 0 232 0 0 232 1 0 0 3 0 3 8 203 0 0 211 448 05:15 PM 1 0 2 0 3 0 204 0 0 204 2 0 3 2 7 12 208 2 8 230 444 05:30 PM 0 0 0 0 0 1 173 1 1 176 3 0 1 2 6 20 210 1 0 231 413 05:45 PM 1 0 1 0 2 0 152 0 2 154 _ 1 0 4 3 8 8 182 1 2 193 357 Total 2 D 3 2 7 1 761 1 3 766 ' 6 0 11 7 24 48 803 4 10 865 1662 Grand Total 6 0 8 11 25 11 2599 11 7 2628 19 0 107 13 1391 139 2511 13 46 2709 5501 Apprch% 24 0 32 44 0.4 98.9 0.4 0.3 13.7 0 77 9.4 6.1 92.7 0.5 1.7 Total% 0.1 0 _ 0.1 0.2 0.5 _0.2 47.2 0.2 0.1 47.8 0.3 0 1.9 0.2 2.6 2.6 45.6 0.2 0.8 49.2 Unshifted 6 0 8 11 25 11 2477 9 7 2504 97 0 106 13 136 f:4 2405 73 '46 2598 6263 1/9 Unshitted 1100 0 100 100 100 100 95.3 81.8 100 95.3 89.5 0 99.1 100 _ 97.8 96.4 95.8 100 100 95.9 95.7 Bank 0 0 0 0 0 0 122 2 0 124 2 0 1 0 3 5 106 0 0 111 238 %Bank 1 I 0 0 0 0 0 I 0 4.7 18.2 0 4.7, 10.5 0 0.9 0 2.2 3.6 4.2 0 0 4.1 4.3 Bozeman Traffic Volumes East Mein Commercial Development TIS He Name ; Main&Cypress Site Code : 2 Start Datc ; 5/2512016 Page No ; 2 Farm Out In TOW 24 25 0 0 0 ^2_ 4 I s b 01 0 FI ups—i1� Ri ht 7hru Loll Pads + I Ak —jLn Ian bp I �oY1 G7 W 0, 0 0�•' y_y A_ i N N_'Nl1 ..,-.eA �i n_ SV"IIm 5f2 IM%05:45 Prv1 ��7•Es! m+7 N Bank Bank 1 i UL � tl7 W W Q• �'N O+1 07 N 6 Left Thou Rdt Penis 31 1 0 12 0 107 b 10 13 7 3 _ 10 1$0 31f � �99 0ia n TOF Parking Lot WSW cypress at. Main St From North �y From East From South Fram West Start Tim@ R ht Thtu Lefl Peels .Amreai, Right I ru Lt'lit Peds .rani R l TtIrY Lett Peels Taos RI9ld 1Tyu_� Ld Peds Ord W.S`,bial Pea Hour Analysis From 07:00 AM to 11:g5 AM-Peak 1 o?1 Peak Flour for Entire Intersection Begins at 07:45 AM 07:45 AM 1 0 0 0 1 1 217 3 0 221 2 0 8 0 10 10 155 0 1 164 396 08:00 AM 0 0 0 0 0 0 178 0 0 176 0 0 9 1 1101 4 160 D 1 165 353 08:15 AM 0 0 0 2 2 1 160 1 0 162 1 0 11 3 i6 3 130 2 1 136 315 08:30 AM 1 0 0 0 1 1 146 1 2 15D 0 0 2 1 3 10 168 2 0 170 324 Yule;Yolwno 2 0 0 2 4 3 7O1 5 2 711 3 0 30 5 38 — 27 601 4 3 635 1388 %App Total 1 50 0 0 5CI OA _88.6 0.7 0.3 7.9 0 78.9 U2 _ 4.3 94.6 all �0.5 PHF I ._6W f}_00 .000 2flC 5 .750 .417 .280 .804 .375 .000 .062 A17 -_633 . 776 B3si-5W-7 S� .876 UnstdRed 2 0 0 2 4 3 658 6 2 888 3 0 20 5 3T 26 *"-T66 4 7 5" 1308 %Unshilled Bank 1 0 0 0 0 0 0 43 0 0 43 0 0 1 0 1 1 35 0 0 36 80 %Bank 1 0 0 0 0 0 0 6.1 0 0 6.0 0 0 3.3 0 2.6 17 5.8 0 0 5.7 6,6 Bozeman Traffic Volumes lsast Main Commercial Development TIS File Name : Main&Cypress Site Code : 2 Start Date : 512512016 Page No : 3 Alq L01 Out to Total._ 4 11 L _UQ0 0 2 F go Ttutt GO Pads v Peak Hour Data - - - � � Q �� AL _ - d Fr m �J F 0 r Nxh z„ cD _ Peaic Hour isegins at D -6 rvd Unshload Bank 1 _ u+lo cn /LeQ TITU Ri'la Pods I t i 2 Ou! Total Peak Hour Analysis Fror:112:00 PM to 05:45 PPd-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04.45 PM 04:45 PM 0 0 1 0 1 0 179 1 0 180 2 0 3 0 5 2 163 0 6 111 357 05:00 PM 1 0 0 0 2 2 4 232 0 0 232 0 0 3 0 3 6 203 0 0 211 � 448 05.15 PM 1 0 2 0 3 0 204 0 0 204 2 0 3 2 7 12 208 2 8 230 444 05.30 PM I 0 0 0 0 0 1 173 1 1 176 3 0 1 2 6 20 210 1 0 231 _ 413 Total Volume 1 to 3 —T -/ff 2 792 7 0 10 4 21 42 784 ��-- 843 1662 %App,Total 16.7 0 54 33.3 0.1 so.$ 0.3 0-1 33.$ 0 47.6 19 5 93 0.4 1.7 PHF .250 DDO _375__ .250 I d _ .8W .5b .25�-�3 .03 .33 8 oD .760 _25 .933 .375 .438 .912 .927 Unshifte 1 D 3 2 6 1 768 2 1 772 7 0 10 4 21 42— 785 3 T4— 824 v 1623 Unshlfted Bank 1 0 0 0 0 0 0 20 0 0 20 0 0 0 0 0 0 19 0 0 19 39 04 Bank 1 0 0 0 0 0 0 2.5 0 0 2.5 0 0 0 0 0 0 2.4 0 0 2.3 2.3 Bozeman Traffio Volumes East Main Commercial Development TIS File Narne : Bain&Cypress Site Code ; 2 Start Date : 5125/2016 Page No o 4 ` r�g Lct Out In TOW 6 10 JA OI A�,I� Thai�I.A—53s � I L► T Peak Hour Data ij Norlh ! x oa r In s-► :1-r .x g.m TeakHc uBegi 2 o �-- N log o�oo a .Wnk1 -- --- -- ---- w 'r n�o w n N fN�1 Q O.. 44t8� Lea Trnm R' ht Peda 0 0 0 0 C 10; 01 1 A - --- I 71 - -r - CIO In 1 l�nr MPFO Appendix B: Capacity Analysis Worksheets 1 i 1 1 1 i � I 1 1 1 1 1 1 1 1 1 1 1 1 %O o0 ' m V N Q Q Q O Q O Q ^ U N Q O Q O Q O Q Q O Q N • I � � I O N ' V %O C 00 Q Q Q O Q O U NO LL Q 0 Q Q Q 0 Q Q 0 Q N N Ul O U N C Q Q Q O Q Q ^ U N Q O Q O Q O Q Q O Q N • I O ^ C� fM I� `d o0 U N o Q o Q Q o QI Q ^ U N Q O Q O ' • f —J V N O M .QI Q Q C Q O Q ^ U N Q O Q Q Q 0 Q Q • c .O *p Q N O N cc) O O o0 N Q' Q N Q M o IV iu ai Ln o� � t% M O O Iffcrj G ^ Q Q Q QQ ^ U nj Q O Q r Q Q Q Q N c v� N r7 N o a C m 76 c m N m NA e- N ra t6 rt rd ro ro ra ra ra rd ( r6 ra ,°D, E a� a) m v a) ( a) a) a, a� a� a� a, (U a) _ a a a a ga a a a a a CL a a. CL y o c a _- — - g o Q) 441 H N -0 N I T p u a7 U rd u aj 3 U a, U > U N = = N N N fd Q L Q Q r�0 O O yNj N �, c o c J ' ~ c � ,� cW +� a) cd C add m a� � Y rC r0 L- E E v E 3 3 C C O � o � o c o o)n v v (ts .0 -C 1 r�C >% rNC > to > Lon > _ �o W bJ1 bJl Rj W U LLI = a) LU (U c c LLI _ +�� a)2 2 a a Q Q Q Q Q Q Q Q U Q m U Q 4 m m O O vi r4 O d > -1 Ooo ^? o 'n oo 41 aioo Lri oo � c m W OAS 4) 40+ F- F- ate+ F- F- +�+ F- F- r Y al al J L O J L O J L O J L 0 0 Y O ~ ~ ~ ~ ~ ~ ~ ~ C V1 O CA �+ U N � o m 3 m m a`) U W Z H C Q u u u u L6 6 0 6 O O O O O O 3 � U _ Q CO C w O y aJ J ..0 J .,.0 J L �' O J L w O O W 7 O ~ I-- F- F- F-- I ~ ~ ~ O O m -a U C V a) m M aN O m 00 m co a) 0a Y W 3 Z V1 Q — < Q Q Q Q Q Q Q O Q O O W Q Q W Q Q Q Q Q u < Q m U Q Q u Q U Q U m G1 (r7 a-1 O1 1� N Ln O O O O 01 M N00 L N eny m e�-1 N N .i y > 0 -! O tD O O m O m r-i 00 H CD I- O (3) 00 '1: o 0 O q O ~H O DO N o NOM > NN O fa m fa E E G1 W W C 03 C 06 al aJ J L p'_ ' te ' ' O � O am m*'F + F F + F m 41 r OC O O OLC O C O O J O F- F- F- F- F- F- 3 C F- F- F- F- F- F- A O O O t m Y a) W O U = O °° cam m w s O m 00 m co v W Z H C Oa L W Z N C CL CL Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 - '- t I Lane Group EBL EBT EBR 013L WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M ♦1�- 4 4 Traffic Volume(vph) 2 332 83 92 773 2 62 0 49 1 0 0 Future Volume(vph) 2 332 83 92 773 2 62 0 49 1 0 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 65 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.970 0.940 Fit Protected 0.950 0.973 0.950 Satd. Flow(prot) 0 3433 0 1770 3539 0 0 1704 0 0 1770 0 Fit Permitted 0.950 0.973 0.950 Satd. Flow(perm) 0 3433 0 1770 3539 0 0 1704 0 0 1770 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 541 1310 967 143 Travel Time(s) 12.3 29.8 22.0 3.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 2 361 90 100 840 2 67 0 53 1 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 453 0 100 842 0 0 120 0 0 1 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 49.1% ICU Level of Service A Analysis Period(min) 15 BASE 5/27/2016 Baseline Synchro 9 Report Page 1 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 Lane Group FBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *T+ *T* 41� 41- Traffic Volume(vph) 5 1 14 0 0 2 5 319 7 5 637 3 Future Volume(vph) 5 1 14 0 0 2 5 319 7 5 637 3 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.904 0.865 0.997 0.999 Fit Protected 0.988 0.999 Said.Flow(prot) 0 1664 0 0 1611 0 0 1855 0 0 1861 0 Fit Permitted 0.988 0.999 Satd. Flow(perm) 0 1664 0 0 1611 0 0 1855 0 0 1861 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 444 358 425 606 Travel Time(s) 10.1 8.1 9.7 13.8 Confl, Peds.(#/hr) 1 1 2 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 5 1 15 0 0 2 5 347 8 5 692 3 Shared Lane Traffic(%) Lane Group Flow(vph) 0 21 0 0 2 0 0 360 0 0 700 0 Enter Blocked Intersecton No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 48.9% ICU Level of Service A Analysis Period(min) 15 BASE 5/27/2016 Baseline Synchro 9 Report Page 2 Lanes, Volumes, Timings 7: Cypress ST & E Main ST I 8/26/2016 --*� ■-- k 4\ t # Lane GrouP EBL EBT EBR WBL WB T WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4� 1 +T #4 4 Traffic Volume(vph) 4 601 27 5 701 3 30 0 3 0 0 2 Future Volume(vph) 4 601 27 5 701 3 30 0 3 0 0 2 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.994 0.999 0.975 0.865 Flt Protected 0.950 0.950 0.960 Satd.Flow(prot) 0 3518 0 1770 3536 0 1681 1656 0 0 1611 0 Flt Permitted 0.950 0.950 0.960 Satd.Flow(perm) 0 3518 0 1770 3536 0 1681 1656 0 0 1611 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 585 1415 691 162 Travel Time(s) 13.3 32.2 15.7 3.7 Confl.Peds.(#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 4 653 29 5 762 3 33 0 3 0 0 2 Shared Lane Traffic(%) 45% Lane Group Flow(vph) 0 686 0 5 765 0 18 18 0 0 2 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop MR?9Wn Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 35.5% ICU Level of Service A Analysis Period(min) 15 BASE 5/27/2016 Baseline Synchro 9 Report Page 3 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Lane Group EBL EBT EBR JVBL 4'VBT WBR NBL NBT NBR SBL SBT S B R Lane Configurations 1 0 tip, I T 4 Traffic Volume(vph) 0 287 264 379 463 3 173 1 129 1 0 0 Future Volume(vph) 0 287 264 379 463 3 173 1 129 1 0 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 100 0 185 0 325 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 1.00 0.99 1.00 Frt 0.928 0.999 0.851 Flt Protected 0.950 0.950 0.950 Satd.Flow(prot) 1863 3284 0 1770 3535 0 1770 1564 0 0 1770 0 At Permitted 0.326 0.757 0.641 Satd.Flow(perm) 1863 3284 0 607 3535 0 1408 1564 0 0 1193 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 287 1 140 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1415 541 606 185 Travel Time(s) 32.2 12.3 13.8 4.2 Confl.Peds.(#Ihr) 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 0 312 287 412 503 3 188 1 140 1 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 599 0 412 506 0 188 141 0 0 1 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split(s) 45.0 45.0 15.0 60.0 30.0 30.0 30.0 30.0 Total Split(%) 50.0% 50.0% 16.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green(s) 40.5 40.5 10.5 55.5 25.5 25.5 25.5 25.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 BASE 5/27/2016 Baseline Synchro 9 Report Page 4 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 * Lane Group EBL EBT ESR WBL VVBT WBR NBL NBT NBR SBA SBT SBR Recall Mode Max Max Max Max Max Max Max Max Walk Time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 0 0 Act Effct Green(s) 40.5 55.5 55.5 25.5 25.5 25.5 Actuated g/C Ratio 0.45 0.62 0.62 0.28 0.28 0.28 v/c Ratio 0.37 0.81 0.23 0.47 0.26 0.00 Control Delay 8.7 23.9 8.0 31.4 6.0 23.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.7 23.9 8.0 31.4 6.0 23.0 LOS A C A C A C Approach Delay 8.7 15.2 20.5 23.0 Approach LOS A B C C Queue Length 50th(ft) 54 106 61 88 0 0 Queue Length 95th(ft) 92 #202 85 154 43 4 Internal Link Dist(ft) 1335 461 526 105 Turn Bay Length(ft) 185 325 Base Capacity(vph) 1635 510 2180 398 543 338 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.37 0.81 0.23 0.47 0.26 0.00 Intersection Summary - Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Natural Cycle:60 Control Type: Semi Act-Uncoord Maximum v/c Ratio:0.81 Intersection Signal Delay: 14.0 Intersection LOS:B Intersection Capacity Utilization 63.7% ICU Level of Service B Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 22:Highland BLVD&E Main ST 1 02 1163tl4 sips 155 T 06 08 3 . BASE 5/27/2016 Baseline Synchro 9 Report Page 5 a a Q a a a < < U < U U U a U U a O rl If1 N O O tD t0 O y j c-I r-I O 00 0 0 i1 O O 0 0 0 O1 O O 6 O 6 O Ln C N m 0 — W N O) 0) J L C✓ p J L O[ O J L d' J L d' p O h O fA u U 0l N O 00 m m m 01 U a ua 3 Z (A a a u a u u u d u u a a a a Q a a a a .i of y t N rI L N O cq oq O oq N m m O c-I r-I y > N O N �i Or-I O O O O O O t f0 7 O1 U a 03 4� C on W Q CCO J ~ ~ J ~ ~ J ~ ~ J ~ ~ ~ CO C 'O U � � a m m L O m m m m N 00 W Z V7 C a Q Q Q Q m Q Q Q LL Q LL LL Q Q G] (1] ') Q m m Q < < W M 0 0 0 CCI Q M U N o m 09 m .4 io eI O m m O a-I O N m e-I y r a-I m a�-I N 0) a) O O O �t 0 0 4 O 4 M O O � 0 0 0 Q) O E N O O C O N0 0 0 5 0 0 O O O � 0 0 O z r4 4 O I, O - N O O O m m C 0 v W W C 06 ' 13 gym.+ I- i F- +m+ +'' m F- i F- am+ 41 F- i I- � I- � F- +m+ •m' C Ol J L O J L Q J L Q' Q O O ~ F- 0 F- t ++ 00 O �7 tw U M H m m 01 f0 m i _ m m m m a0+ L Q CO m m m O) O. 41 W Z N C 0A a W 3 Z H Lanes, Volumes, Timings 1: Haggerty LN & E Main ST II 8/26/2016 } --1' f, 4--- t t Lane Group EBL EBT EBR WBl_ WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M ♦1�- 4 41- Traffic Volume(vph) 2 811 150 69 496 1 97 0 95 1 0 0 Future Volume(vph) 2 811 150 69 496 1 97 0 95 1 0 0 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 65 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.977 0.933 Flt Protected 0.950 0.975 0.950 Satd.Flow(prot) 0 3458 0 1770 3539 0 0 1694 0 0 1770 0 Flt Permitted 0.950 0.975 0.950 Satd.Flow(perm) 0 3458 0 1770 3539 0 0 1694 0 0 1770 0 Link Speed(mph) 40 40 30 30 Link Distance(ft) 541 1310 967 143 Travel Time(s) 9.2 22.3 22.0 3.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 2 882 163 75 539 1 105 0 103 1 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1047 0 75 540 0 0 208 0 0 1 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 61.0% ICU Level of Service B Analysis Period(min) 15 PM PEAK existing 5/27/2016 PM PEAK existing Synchro 9 Report Page 1 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 Lane Group ESL EBT EBR WBL WBT WBR NBL NB T NBR SBL SB i SSR Lane Configurations 4, 41- Traffic Volume(vph) 10 0 9 7 0 16 13 684 2 3 364 6 Future Volume(vph) 10 0 9 7 0 16 13 684 2 3 364 6 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.936 0.908 0.998 Flt Protected 0.974 0.984 0.999 Satd. Flow(prot) 0 1698 0 0 1664 0 0 1861 0 0 1859 0 At Permitted 0.974 0.984 0.999 Satd.Flow(perm) 0 1698 0 0 1664 0 0 1861 0 0 1859 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 444 358 425 606 Travel Time(s) 10.1 8.1 9.7 13.8 Confl.Peds. (#/hr) 2 2 1 1 7 7 2 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 11 0 10 8 0 17 14 743 2 3 396 7 Shared Lane Traffic(%) Lane Group Flow(vph) 0 21 0 0 25 0 0 759 0 0 406 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free InMrsection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 55.2% ICU Level of Service B Analysis Period(min) 15 PM PEAK existing 5/27/2016 PM PEAK existing Synchro 9 Report Page 2 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 --► --# t ' , Lane Group EBL EBT EBR WBL WS T WBR iNBL NBT NBR SBL SB,r SBR Lane Configurations 4'# I +T 4� 41- Traffic Volume(vph) 3 784 42 2 788 1 10 0 7 3 0 1 Future Volume(vph) 3 784 42 2 788 1 10 0 7 3 0 1 ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane U61.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.992 0.943 0.966 Flt Protected 0.950 0.972 0.964 Satd.Flow(prot) 0 3511 0 1770 3539 0 0 1707 0 0 1735 0 Flt Permitted 0.950 0.972 0.964 Satd.Flow(perm) 0 3511 0 1770 3539 0 0 1707 0 0 1735 0 Link Speed(mph) 25 25 30 30 Link Distance(ft) 585 1415 691 162 Travel Time(s) 16.0 38.6 15.7 3.7 Confl.Peds.(#/hr) 4 4 4 4 14 14 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 3 852 46 2 857 1 11 0 8 3 0 1 Shared Lane Traffic(%) Lane Group Flow(vph) 0 901 0 2 858 0 0 19 0 0 4 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop n Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 38.9% ICU Level of Service A Analysis Period(min) 15 PM PEAK existing 5/27/2016 PM PEAK existing Synchro 9 Report Page 3 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST * 8/26/2016 --0- *-- I * '/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SET SBR Lane Configurations I +T I +T* il� 41. Traffic Volume(vph) 1 612 180 155 428 0 341 0 363 3 6 8 Future Volume(vph) 1 612 180 155 428 0 341 0 363 3 6 8 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length(ft) 100 0 185 0 325 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 Frt 0.966 0.850 0.936 Fit Protected 0.950 0.950 0.950 0.992 Satd.Flow(prot) 1770 3419 0 1770 3539 0 1770 1562 0 0 1730 0 Fit Permitted 0.485 0.230 0.745 0.952 Satd.Flow(perm) 903 3419 0 428 3539 0 1386 1562 0 0 1660 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 62 291 9 Link Speed(mph) 40 40 30 30 Link Distance(ft) 1415 541 606 185 Travel Time(s) 24.1 9.2 13.8 4.2 Confl.Peds.(#/hr) 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 1 665 196 168 465 0 371 0 395 3 7 9 Shared Lane Traffic(%) Lane Group Flow(vph) 1 861 0 168 465 0 371 395 0 0 19 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split(s) 50.0 50.0 10.0 60.0 30.0 30.0 30.0 30.0 Total Split(%) 55.6% 55.6% 11.1% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green(s) 45.5 45.5 5.5 55.5 25.5 25.5 25.5 25.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 PM PEAK existing 5/27/2016 PM PEAK existing Synchro 9 Report Page 4 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 --a. --# ice - t ► Lane Gf0UD EBL EBT EBR VVHL WB'r WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max Max Max Max Max Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 45.5 45.5 55.5 55.5 25.5 25.5 25.5 Actuated g/C Ratio 0.51 0.51 0.62 0.62 0.28 0.28 0.28 v/c Ratio 0.00 0.49 0.49 0.21 0.95 0.61 0.04 Control Delay 11.0 14.6 12.4 7.9 67.5 12.2 16.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.0 14.6 12.4 7.9 67.5 12.2 16.9 LOS B B B A E B B Approach Delay 14.6 9.1 39.0 16.9 Approach LOS B A D B Queue Length 50th(ft) 0 148 37 55 206 45 4 Queue Length 95th(ft) 3 198 64 78 #380 138 21 Internal Link Dist(ft) 1335 461 526 105 Turn Bay Length(ft) 100 185 325 Base Capacity(vph) 456 1759 345 2182 392 651 476 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.00 0.49 0.49 0.21 0.95 0.61 0.04 Intersection Summary Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Natural Cycle:55 Control Type: Semi Act-Uncoord Maximum v/c Ratio:0.95 Intersection Signal Delay:21.3 Intersection LOS:C Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 22: Highland BLVD&E Main ST 02 f"03 -404 I;,s SGf p6 Li g1YS i PM PEAK existing 5/27/2016 PM PEAK existing Synchro 9 Report Page 5 a a a a a a Q a a a a a a a a a a a u a u u Q a m 0 a a d a u a u u m s N M M oo Ld o c o ci w is Ld vi M M t ` t N �••1 M N N W oo O O O O O N N O O M j 0 0 C m m O 00 V O O O h �D O O O 0 0 N O O 0 0 0 C T O N O oO L6 O It n O O N O O w WO V C 0, C Ca N W CT O H F- pa0+ tc F J LFi- Fap+ m H L a_- i r f- > Fp yp o O HO ED O m u w c L a m m C V 201 cc m m m Y t O m m m m G! a Lu 3 z LA c eo g W 3 z wn c a - = a - a a a a a a a a u a u u a a m m a m a m m a a a a a a a a a a a a a v N ati Q n n N G O O 01 O O P4 '•I O v O Olu 'i N O N O O O 0 0 ^ j N O N O O O O O 0 C 0 of 0 6 N O r' 6 0 N T c O 0 6 6 0 O .4 O 0 0 0 Ln m m C m Q W Cca N C C -la Gl O J J N K p J a~Q ~ O p O t Q J L~ [[ �p- J L p FOc o m G u a = L m G m p N a — c 1 a a v a > u u u u a a m m a a a a a a a a a 7 a 1 a a L a a u a a m a a a a a m C ul N L9 '+ al v 'ti Q O in y L N 6 O O O � O O M O O Q �4 3 N m Ln Ln O O N N V1 Ln ci cl 14 j O O O B O O O O W O O O V) N T N N N 0 0 C3 0 0 0 0 0 0 T 0 0 0 oo 0 0 O rn O O O Y m v 0 0d C —— C W N m E F- F Flp �--• tei �-- I-- �--• r Y VY 0 F Fp YO _cF- Ha0 H H10 F�O p + 0 u [0 u O W L N ` V y t o m 3 m m o m m m m W z h C a W 3 z EnC = Q O. — Q a a a a a a a a a m a m a m a m a a a a a u i m u a a a a a a a a a N in V 00 O 1It O 00 v 1� O Ol l0 N a N .�. O W O O a4 y, L H 74 s N y j O ill O il) N O O °� O O O O vi 0) 0 O O `i O N O O O M I, O H T O Ol O I� 6 O O - O O O y T O O O N O 0 O O O O O O O V f0 O di Q O1 W W f+ LY _ G J ' [ > L ? O L d' _C= YO J O c m N _ 2m m m m Y O [O m m m N a W 3 z c a "' z w Q Q Bozeman Traffic Volumes East Main Commercial Development TIS File Name : Highland&Curtiss Site Code : 1 Start Date : 5/24/2016 Page No : 1 Groups Printed-Unshifted-Bank 1 Highland Blvd Development Access Highland Blvd Curtiss St _ From North _ _ From East From m South From West S-�ftTih1e Fii ht Thru it Peds n n.To. RI ht Thru Leif I'Peds I Amrow Right I Thru Left Peds l �o.rww Righl Thru Left Pods .rnw Dt.TviW 07:00 AM 1 91 -0�_ 0 i._._ 92 • 0 0 1 _...2 0 2 2 41 1 D 44 2 0 0 0 2 140 07:15 AM 1 128 0 1 130 0 0 1 0 1 0 55 1 0 56 3 0 2 0 5 192 07:30 AM 0 161 0 1 162 0 0 0 0 0 1 76 0 0 77 2 1 0 0 3 242 07:45 AM.I. 204 2 0 207 1 0 0 1 2 0 90 0 0 90 5 0 0 0 5 304 Total 1 3 584 2 2 591 1 0 3 1 5 3 262 2 0 267 12 1 2 0 15 j 676 08:00 AM 1 128 1 0 1301 0 0 0 0 01 6 88 3 0 97 5 0 3 0 8 235 08-15 AM 1 144 2 1 148 1 0 0 0 1 0 65 2 0. 67 2 0 2 0 d 220 08:30 AM 2 142 2 0 146 1 0 0 0 1 2 54 0 0 56 1 0 0 0 1 I 204 08:45 AM 3 133 6 1 143 0 0 0 0 0_ 3 83 2 _ 0 88 3 0 2 0 5 236 Total 7 2 6i T 2 0 0 0 - 2 11 290 7 ---0- 3 11 0 7 0 181 895 BREAK"* 04:00 PM 1 82 2 0 85 2 0 0 D 2 2 162 5 0 169 1 0 2 4 7 263 04:i 5 PM 2 64 1 2 69 2 0 2 0 4 2 113 6 0 121 2 0 1 0 3 197 04:30 PM 2 68 1 3 74 2 1 2 0 5 1 158 4 0 163 1 0 1 1 3 245 04:45 PM 2 78 0 0 80 3 0 1 0 4 1 174 2 0 177 1 0 2 0 3 264 Total 7 292 4 5 308 9 1'~ 0 15 6 607 17 0 6301 5 0 6 5 16 969 05:00 PM 0 104 0 2 106 6 0 1 0 7 j 0 195 5 0 200' 2 0 3 3 8 321 05:15 PM 3 101 3 0 107 1 0 4 0 5 0 162 1 0 163 2 0 4 4 10 285 05:30 PM 1 81 0 0 82 6 0 1 0 7 1 153 5 0 159 4 0 1 0 5 253 05:45 PM 4 91 1 0 96 4 0 0 0 4 0 109 2 0 111 2 1 1 ___0 4 216 Total 8 377 4 2 391 17 0 6 0 231 1 619 13 0 633 1 10 1 9 7� 2T 1l)74 Grand Total 25 1800 21 11 1857 29 1 14 1 451 21 1778 39 0 1838 38 2 24 12 76 3816 Apprch% 1.3 96.9 1.1 0.6 64.4 2.2 31.1 2.2 1.1 96.7 2.1 0 50 2.6 31.6 15.8 _Total% 0.7 47.2 0.6 0.3 48.7 0.8 0 0.4 0 1.2 0.6 46.6 __ 1 0 48.2 1 0.1 0.6 0.3 2 Unshifted 25 1753 21 11 1®10 28 1 14 1 44 20 1734 37 0 1791 35_ 2 24 12 73 3718 %Unshifted 100 97.4 100 ___100 9.7.6 96.6 100 100 100 97.8 95.2 97.5 94.9 0 97.4 92.1 100 100 100 96.1 97.4 Bank 1 0 47 p 0 a7 1 0 0 0 1 I 1 44 2 0 47 3 U 00 0 3 %Bank 1 0 2.6 0 0 2.5 3.4 0 0 0 2.2 4.8 2.5 5.1 0 2.6 7.9 0 0 0 3.9 2.6 Bozeman Traffic Volumes East Main Commercial Development TIS File Name : HighlandWurkis. Site Code : I Start Date : 5124/2016 Page No : 2 rigliald Lkvd Out In TOtai 1 881 1810 —3�fi68 46� 47 92 25 t i 0 47 0 D 7S__1843 1� Fight ThN t J{I�_I Peels 1 � H North C _ c ^ I` 5U0201607.00AM — ., I— 614t2016 05:45 PMJ�q I t o l g N� I� lJnshlftied _^ � A o a � rti Left Thu ht Peds 37 734 20 1 0 2 M 1 0 _ sal 17?t3= s 0 50 7471 Out !rl glSl Irhta H`�d Highland Blvd Development Access Highland Blvd Curt'ss St From North _ From East From South From West __ Start The Right !Thlu Lett I aeos rar Right^Thtu Left Peas .,n,n„I Ripnt Thru 'Left Pods kx+lnld 12ignt fhru left Pads Peak Hour An `alysis rom AM to 11:45 AM-Peak 1 0 1 l Peak Hour for Entire Intersection Begins at 07:30 Ah1 07:30 AM 0 161 0 1 162 0 0 0 0 0 1 76 0 D 77 2 1 0 0 3 242 07:45 AM 1 204 2 0 207 1 0 0 1 2 D 90 D D 90 a 0 0 a 5 304 G-8:00 AM 1 125 1 0 130 0 0 0 0 0 6 8s 3 0 97 5 0 3 0 8 235 08:15 AM 1 144 2 1 148 1 0 0 0 1 0 65 2 0 67 2 0 2 0 4 220 Total Voluma 3 637 5 2 647 2 0 T i 9 7 31 55 0 331 14 _f ` 20 0 1 A-V.Taal 0.5 98.5 0.8 0.3 66.7 0 0 33.3 2-1 90.4 1.6 0 70 5 25 0Pff' r- 1 C. .6 6— .781 x%)_.1:00 .oaD_ .250_ _.375 .202_ .888 .417 oOq 853 ."a .250_ Al? .400 __.825 7 nsh ei 3 625 C. 2 635 2 0 0 1 3 7 309 4 0 320 13 9 6 0 10 977 Fr6 unshlftw Bank 1 0 12 0 0 12 0 0 0 0 0 0 10 1 D •11 1 a 0 0 1 24 "A Bank 1 0 1.9 0 0 1.9 0 0 0 0 0 0 3.1 20.0 0 3.3 7A 0 D 0 6.0 2.4 Bozernan Traffic Volumes East Main Commercial development TIS File Name : Highland&Curtiss Site Code ; 1 Start Date : 612 412 0 1 6 Page No : 3 ig 2n Out to T_oWd 316 635 10 12 22+ s23 2 0 12 0 0I 3 63T _ 5 2 lhm Loft Peels ---s - - Peak Hour Data - - - ro m oa a to O'er North yyyy W^N F—� i Peakr Begins 2f 07.20 AM 0 0 0 -f�- Urslrtled H-- nk Left rm_ Rtht Pods �-7C, 1 10 81 38 13 11 2d 851 1 i Out In rifil I Peak Hour Analysis rrom 12:00 PM to 05:45 PM-Peak 1 of 1 beak Hour for Entire intersection Begins at 04:46 PM 04:45 PM 2 76 0 0 80 3 0 1 0 4 1 174 2 0 177 1 0 2 0 3 264 05:00 PM 0 104 0 2 106 B 0 1 0 7 0 195 5 0 200 2 0 3 3 8 321 05:15 Ph1 3 101 3 0 107 1 0 4 0 5 0 162 1 0 163 2 0 4 4 10 285 05:30 P161 1 81 0 0 82 6 0 1 0 7 1 153 5 0 159 4 0 1 0 5 253 Total volume �6 36�4 3 2 375 16 0 7 0 23 2 W 13 0 699 - 9 0 14 7 26 11D %App.Totel 1.6 WA 0.a 0.5 s9-6 0 30.4 0 0.3 97.9 1.9 0 34.6 0 38,6 26,9 I f� PHF 500 .875 .250 250 - .., o .68 - .00 .430 COD .9-1 01- .077 .850 .000 .874 .56.3 _000 625 A38 6501 .875 � 6 $56 3 2 367 I 1 0 7 0 23 2 672 13 0 8H7 `ii u 0 10 7 251 1102 hb Unshlfted Bank 1 0 8 0 0 8 0 0 0 0 0 0 12 0 0 12 1 0 0 0 1 21 9�,Bank 1 0 2.2 0 0 2.1 0 0 0 0 0 0 1.8 0 0 1.7 11.1 0 0 0 3.8 1.9 Bozeman Traffic Volumes East Ivlaln Commercial Development TIS File Name : Highland&Curtiss Site Code : 1 Start Date : 5t24/2018 Naga No : 4 Out ZIn Tofat �0fi5' a 26 37-$ 0 11Y 35a " s a 1 o a o a I—� i 2 R u tkit�s 4 Freak Hour Data ul`^° o00 + o rl - No Irth __lea cs o o w o w - aL Pcak(four Ugin,a104:45 PAS o o 3 y� a rt UnShllUecf w o w Bonk 1 ri w+�G of 07 OCO �_. Thru RyM- -POs i 13 -672- -2 - 0 12 0 0 �al [12'1' 9 380 In Total H" hltt 6lvd Al Robert Peccia&Associates Count Name:Highland/Ellis 825 Custer Ave TMC Helena,Montana,United States 59604 Site Cade:Start Date:10/22/2015 406-447-5000 shane@rpa-hln.com Page No: 1 Turning Movement Data Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Start Time App, App. App. App. Int Left Thru Right Peds Total Left Thru Right Peds Total Left Thru Right Peds Total Left Thru Right Peds Total Total 7:00 AM 2 40 6 2 48 8 40 22 0 70 7 0 0 1 7 1 0 3 0 4 129 7:15 AM 0 41 7 1 48 13 56 41 1 110 4 0 1 0 5 3 1 2 1 6 169 7:30 AM 2 58 11 1 71 26 78 64 0 16B 3 0 2 1 5 14 4 5 0 23 267 7:45 AM 2 78 14 1 94 21 113 90 0 224 4 0 2 0 6 4 4 B 0 16 340 Howl Total 6 217 38 5 261 6B 287 217 1 572 1B 0 5 2 23 22 9 18 1 49 905 B:00 AM 0 64 10 0 74 15 63 43 0 121 6 1 0 0 7 7 1 7 0 15 217 8:15 AM 1 53 14 1 6B 12 46 60 0 118 5 1 0 0 6 3 1 14 1 18 210 8:30 AM 2 50 9 0 61 18 76 39 1 133 B 2 1 1 11 7 0 10 1 17 222 8:45 AM 0 57 14 0 71 16 75 40 1 133 7 1 0 1 8 16 1 9 0 26 238 Howly Total 3 224 47 1 274 63 260 182 2 505 26 5 1 2 32 33 3 40 2 76 887 -BREAK- - - - - - - - - - - - - - - - - - - - - 4:00 PM 1 9B 13 1 112 15 71 9 0 95 3B 2 4 0 44 15 0 23 0 38 289 4:15 PM 3 94 14 2 111 B 6B 5 0 81 29 2 3 1 34 3 1 22 0 26 252 4:30 PM 0 110 10 5 120 9 78 7 0 94 41 2 1 1 44 8 1 30 0 39 297 4:45 PM 1 114 9 5 124 10 66 5 0 81 28 0 3 0 31 12 1 30 0 43 279 Hourly Total 5 416 46 13 467 42 283 26 0 351 136 6 11 2 153 38 3 105 0 146 1117 5:00 PM 0 120 12 3 132 13 73 10 1 96 34 1 4 3 39 20 0 31 2 51 318 5:15 PM 1 111 22 7 134 19 72 1 0 92 37 0 2 3 39 11 1 21 1 33 298 5:30 PM 0 E30 12 1 92 7 70 2 8 79 24 0 1 2 25 12 0 10 10 22 218 5:45 PM 0 64 6 2 70 12 71 5 1 BB 29 0 1 0 30 10 0 10 2 20 208 Hourly Total 1 375 52 13 428 51 286 18 10 355 124 1 B 8 133 53 1 72 15 126 1042 Grand Total 15 1232 183 32 143D 224 1116 443 13 1783 304 12 25 14 341 146 16 235 18 397 3951 Ap oach% 1.0 B6.2 12.8 - 12.6 62.6 24.8 89.1 3.5 7.3 36.8 4.0 59.2 Total% 0.4 31.2 4.6 36.2 5.7 2B.2 11.2 45.1 7.7 0.3 0.6 8.6 3.7 0.4 5.9 10.0 Motor Iles 0 0 1 1 0 1 0 1 0 0 0 0 0 0 1 1 3 %Motorcycles 0.0 0.0 0.5 0.1 0.0 0.1 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.3 0.1 Cate 11 984 150 1153 178 884 390 1452 250 9 16 275 116 12 194 322 3202 %Cars 73.3 79.9 86.3 80.6 79.5 792 88.0 81.4 822 75.0 64.0 80.6 79.5 75.0 82.6 81.1 81.0 Light Goods 4 220 21 245 43 207 41 291 50 1 4 55 19 2 37 58 649 Vehicles %Light Wines Goods Vehic 26.7 17.9 11.5 17.1 19.2 18.5 9.3 16.3 16.4 8.3 16.0 16.1 13.0 12.5 15.7 14.6 16.4 Buses 0 8 1 9 1 3 4 8 3 0 2 5 9 0 1 10 32 %Buses 0.0 0.6 0.5 0.6 0.4 0.3 0.9 0.4 1.0 0.0 8.0 1.5 6.2 0.0 0.4 2.5 0.8 Single-Unit 0 17 1 18 1 16 7 24 0 1 2 3 1 1 2 4 49 Trucks %Single-Unit 0.0 1.4 0.5 1.3 0.4 1.4 1.6 1.3 0.0 8.3 8.0 0.9 0.7 6.3 0.9 1.0 1.2 Trucks Articulated 0 2 0 2 1 4 1 6 1 0 0 1 0 0 0 0 9 Trucks Articulated Trucks 0.0 0.2 0.0 - 0.1 0.4 0.4 0.2 - 0.3 0.3 0.0 0.0 - 0.3 0.0 0.0 0.0 - 0.0 0.2 Bicycles on 0 1 1 2 0 1 0 1 0 1 1 2 1 1 0 2 7 Road Bicycles on Road 0.0 0.1 0.5 0.1 0.0 0.1 0.0 - 0.1 0.0 8.3 4.0 0.6 0.7 6.3 0.0 - 0.5 0.2 Pedestrians - 32 13 14 16 Pedestrians 100.0 100.0 100.0 100.0 k Robert Peccia&Associates Count Name:Highland/Ellis 825 Custer Ave TMC Site Code:20 Helena,Montana,United States 59604 Start Date: 10/22/2015 406-447-5000 shane@rpa-hln.com Page No:2 Soulhbouad Ap ach N Out In Total 1 1 2 1428 1452 2880 307 291 598 12 8 20 23 31 54 1771 1783 3654 0 1 D 0 390 884 178 0 41 207 43 D 4 3 1 0 8 21 2 13 443 1116 224 13 R T L P N 1 4 yt N o N N o m _ 10/22/2015 7:00 AM m _ Ending At c 10/22/2015 6:00 PM r N N m m W 0 �+ a Motorcycles b 1 N cars a N � � O v y N N y^, q Light Goods Vehicles dJ Buses � m Other h t r+ L T R P 0 0 1 0 11 9a4 158 0 4 220 21 0 0 a 1 0 0 20 2 32 15 1232 183 32 1 1 2 1010 1153 2162 230 245 475 11 9 23 28 22 48 1287 1430 2717 out In Tots! Northbound Approach Turning Movement Data Plot APA Robert Peccia&Associates Count Name:Highland/Ellis 825 Custer Ave TMC Site Code:20 Helena,Montana,United States 59604 Start Date: 10/22/2015 406-447-5000 shane@rpa-hln.com Page No:3 i Turning Movement Peak Hour Data 17:30 AM) Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Start Time ApP q . Ap . Int. Left Thru Right Peds Total Left Thru Right Peds Totppal Left Thru Right Peds Tclp,al Left Thru Right Peds TotAppal Total 7:30 AM 2 58 11 1 71 26 78 64 0 168 3 0 2 1 5 14 4 5 0 23 267 7:45 AM 2 78 14 1 94 21 113 90 0 224 4 0 2 0 6 4 4 8 0 16 340 8:00 AM 0 64 10 0 74 15 63 43 0 121 6 1 0 0 7 7 1 7 0 15 217 8:15 AM 1 53 14 1 68 12 46 60 0 118 5 1 0 0 6 3 1 14 1 18 210 Total 5 253 49 3 307 74 300 257 0 631 18 2 4 1 24 28 10 34 1 72 1034 Approach% 1.6 82.4 16.0 11.7 47.5 40.7 75.0 8.3 16.7 38.9 13.9 47.2 Total% 0.5 24.5 4.7 29.7 7.2 29.0 24.9 61.0 1.7 0.2 0.4 2.3 2.7 1.0 3.3 7.0 - PHF 0.625 0.811 0.875 0.816 0.712 0.664 0.714 0.704 0.750 0.500 0.500 0.857 0.500 0.625 0.607 0.783 0.760 Motorcycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %Motorcycles 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Cars 5 199 45 249 63 240 227 530 13 1 2 16 18 9 30 57 852 %Cars 100.0 78.7 91.8 81.1 85.1 80.0 88.3 84.0 72.2 50.0 50.0 66.7 64.3 90.0 88.2 79.2 82.4 L Veh G Goods 0 45 4 49 10 52 27 89 5 0 1 6 6 0 3 9 153 •Light Goods Vehicles 0.0 17.8 8.2 16.0 13.5 17.3 10.5 - 14.1 27.8 0.0 25.0 25.0 21.4 0.0 8.8 12.5 14.8 Buses 0 2 0 2 0 0 0 0 0 0 0 0 4 0 0 4 6 %Buses 0.0 0.8 0.0 0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.3 0.0 0.0 5.6 0.6 Single-Unit 0 5 0 5 1 7 2 10 0 0 1 1 0 0 1 1 17 Trucks %Single-Unit Trucks 0.0 2.0 0.0 1.6 1.4 2.3 0.8 1.6 0.0 0.0 25.0 4.2 0.0 0.0 2.9 1.4 1.6 Articulated 0 2 0 2 0 1 1 2 0 0 0 0 0 0 0 - 0 4 Trucks %Articulated 0.0 0.8 0.0 - 0.7 0.0 0.3 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - 0.0 0.4 Trucks B on TO: 0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 - 1 2 %Bicycles on 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 0.0 50.0 0.0 4.2 0.0 10.0 0.0 - 1.4 0.2 Road Pedestrians 3 D 1 1 %Pedestrians 100.0 100.0 100.0 Robert Peccia&Associates Count Name: Highland/Ellis 825 Custer Ave TMC Site Code:20 Helena,Montana,United States 59604 Start Date: 10/22/2015 406-447-5000 shane@rpa-hln.com Page No:4 Southbound Oud In Told! 0 0 0 242 530 772 53 69 /42 2 0 2 6 12 20 305 631 936 0 0 0 0 227 240 63 0 27 52 10 0 0 0 0 0 3 6 1 0 257 300 74 0 R T L P +1 1 4 J S Peak Hour Data r n ~ o N n_. w 10/22/2015 7:30 AM N _ 1O Ending At tO g3' a 10/22/2015 6:30 AM O > r Motorcycles r� ZI 15 O N N O V n Cars Light Goods Vehicles O1 IT Buses other h t 0 L T R P 0 0 0 0 5 199 45 0 0 45 4 0 0 2 0 0 0 7 0 3 5 253 491 3 0 0 0 260 249 Soo 59 49 100 4 2 6 9 7 16 332 307 639 out In Total Northbound Approach tSI Turning Movement Peak Hour Data Plot (7:30 AM) Robert Peccia&Associates Count Name:Highland/Ellis 825 Custer Ave TMC Helena,Montana, United States 59604 Site Code:20 Start Date: 10/22/2015 406-447-5000 shane@rpa-hln.com Page No:5 Turning Movement Peak Hour Data (4:30 PM) Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Start Time App. App. App. App. Int. Left Thru Right Pads Total Left Thru Right Pads Total Left Thru Right Pads Total Left Thru Right Pads Total Total 4:30 PM 0 110 10 5 120 9 78 7 0 94 41 2 1 1 44 8 1 30 0 39 297 4:45 PM 1 114 9 5 124 10 66 5 0 81 28 0 3 0 31 12 1 30 0 43 279 5:00 PM 0 120 12 3 132 13 73 10 1 95 34 1 4 3 39 20 0 31 2 51 318 5:15 PM 1 111 22 7 134 19 72 1 0 92 37 0 2 3 39 11 1 21 1 33 298 Total 2 455 53 20 510 51 289 23 1 363 140 3 10 7 153 51 3 112 3 166 1192 Approach% 0.4 89.2 10.4 14.0 79.6 6.3 91.5 2.0 6.5 30.7 1.8 67.5 Total% 0.2 382 4.4 42.8 4.3 24.2 1.9 30.5 11.7 0.3 0.8 12.8 4.3 0.3 9.4 13.9 PHF 0 500 0.948 0.602 0.951 0.671 0.926 0.575 0.945 0.854 0.375 0.625 0.869 0.638 0.750 0.903 0.814 0.937 Motorcycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 %Motorcycles 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.6 0.1 Cars 1 376 43 420 39 227 19 285 122 2 6 130 43 2 90 135 970 %Cars 50.0 62.6 81.1 82.4 76.5 78.5 82.6 78.5 87.1 66.7 60.0 85.0 84.3 66.7 80.4 81.3 61.4 Light Goods 1 71 9 81 12 59 0 71 17 0 2 19 7 1 20 28 199 Vehicles •Light Goods Vehicles 50.0 15.6 17.0 15.9 23.5 20.4 0.0 19.6 12.1 0.0 20.0 12.4 13.7 33.3 17.9 169 16,7 Buses 0 4 0 4 0 0 3 3 1 0 1 2 1 0 0 1 10 %Buses 0.0 0.9 0.0 0.8 0.0 0.0 13.0 0.8 0.7 0.0 10.0 1.3 2.0 0.0 0.0 0.6 0.8 Single-Unit 0 4 1 5 0 3 1 4 0 1 0 1 0 0 1 1 11 Trucks %Single-Unit Trucks 0.0 0.9 1.9 - 1.0 0.0 1.0 4.3 - 1.1 0.0 33.3 0.0 - 0.7 0.0 0.0 0.9 - 0.6 09 Articulated 0 0 0 - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Trucks %Articulated 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 - 0.0 0.0 TR"$ Bicycles on 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 1 Road %Bicycles on 0.0 0.0 0.0 - 0.0 0.0 0.0 0.0 - 0.0 0.0 0.0 10.0 0.7 0.0 0.0 0.0 - 0.0 0.1 Road Pedestrians 20 - 1 7 3 %Pedestrians 100.0 - 100.0 100.0 1000 - - WAS Robert Peccia&Associates Count Name: Highland/Ellis 825 Custer Ave TMC Site Code:20 Helena,Montana,United States 59604 Start Date: 10/22/2015 406-447-5000 shane@rpa-hln.com Page No:6 Southbound Approach INI Out In Total 1 0 / 668 285 873 105 71 179 5 3 6 5 4 9 7 1 363 1070 0 0 0 0 19 227 39 0 u 59 12 0 3 0 0 0 1 3 0 23 289 _ 51 1 R T L P N 1 4 _ o S Peak Hour Data t H o N o 10122/20154:30 PM _ n Ending At g o tO N a 10122/2015 5:30 PM g Motorcycles a Cars u Light Goods Vehicles o_ Buses m - -". Other h t r► L T R P 0 0 0 0 1 376 43 0 1 71 9 0 0 4 0 0 0 4 1 20 2 455 53 20 0 0 0 276 420 596 68 81 149 2 4 6 4 5 9 360 510 060 Out In Told Nadhlwu0dA oath Turning Movement Peak Hour Data Plot (4:30 PM) Robert Peccia&Associates Count Name:Highland/Kagy 825 Custer Ave TMC Site Code:22 Helena,Montana, United States 59604 Start Date: 10/21/2015 406-447-5000 shane@rpa-hln.com Page No: 1 Turning Movement Data Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Start Time o Left Thru Right Peds o Left Thru Right Peds o Lett Thru Right Pads Total Left Thru Right Pads Total Total Total l Total 7:00 AM 1 1 0 0 2 1 0 25 0 26 38 8 0 0 46 0 47 1 0 48 122 7:15 AM 0 0 0 0 0 0 0 55 0 55 43 12 0 0 55 0 32 3 0 35 145 7:30 AM 0 0 0 0 0 4 0 77 0 81 70 14 0 0 84 0 66 8 0 74 239 7:45 AM 0 0 0 0 0 2 0 94 0 96 93 21 1 0 115 0 78 8 0 66 297 Hourly Total 1 1 0 0 2 7 0 251 0 258 244 55 1 0 300 0 223 20 0 243 803 8:00 AM 1 0 0 0 1 0 0 78 1 78 80 11 0 0 91 0 64 2 0 66 236 8:15 AM 1 2 0 0 3 1 0 82 0 83 76 25 0 0 101 1 62 3 0 66 253 8:30 AM 2 1 0 0 3 2 0 71 0 73 68 16 1 0 85 0 49 5 0 54 215 B:45 AM 2 0 0 0 2 1 2 69 2 72 68 16 0 0 84 0 53 2 0 55 213 Hourly Total 6 3 0 0 9 4 2 300 3 306 292 68 1 0 361 1 228 12 0 241 917 BREAK"* - - - - - - - - - - - - - - - - - - - - 4:00 PM 0 0 0 0 0 4 0 75 0 79 62 44 0 0 106 0 24 3 0 27 212 4:15 PM 0 3 0 0 3 4 1 75 3 80 69 37 0 0 106 1 28 4 0 33 222 4:30 PM 0 0 0 0 0 4 1 92 18 97 70 44 1 0 115 0 34 2 0 36 248 4:45 PM 1 1 0 0 2 4 0 85 0 89 75 42 0 2 117 0 40 4 0 44 252 Hourly Total 1 4 0 0 5 16 2 327 21 345 276 167 1 2 444 1 126 13 0 140 934 5:00 PM 0 0 0 0 0 3 3 97 0 103 105 47 0 1 152 0 36 0 0 36 291 5:15 PM 0 1 0 0 1 5 0 94 1 99 91 48 1 1 140 0 34 7 0 41 261 5:30 PM 1 1 1 0 3 6 0 70 2 76 90 58 3 1 151 0 38 3 0 41 271 5:45 PM 3 0 0 1 3 3 1 0 2 4 61 42 0 4 103 0 30 10 0 40 150 Hourly Total 4 2 1 1 7 17 4 261 5 282 347 195 4 7 546 0 138 20 0 158 993 Grand Total 12 10 1 1 23 44 8 1139 29 1191 1159 485 7 9 1651 2 715 65 0 762 3647 Approach% 52.2 43.5 4.3 3.7 0.7 95.6 70.2 29.4 0.4 0.3 91.4 8.3 Tolat% 0.3 0.3 0.0 0.6 1.2 0.2 31.2 32.7 31.8 13.3 0.2 45.3 0.1 19.6 1.8 21.4 - Motorcycles 0 0 0 0 0 0 1 1 2 1 0 3 0 4 0 4 8 %Motorcycles 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.2 0.2 0.0 0.2 0.0 0.6 0.0 0.5 0.2 Cars 10 a 0 - 18 31 7 922 960 924 353 6 1283 2 567 50 619 2880 %Cars 83.3 80-0 0.0 78.3 70.5 87.5 80.9 80.6 79.7 72.8 85.7 77.7 100.0 793 76.9 79.2 79.0 Light Goods 2 0 1 3 10 1 184 195 217 126 1 344 0 128 14 142 684 Vehicles Light Goods Vehicles 16.7 0.0 100.0 - 13.0 22.7 12.5 16.2 - 16.4 18.7 26.0 14.3 - 20.8 0.0 17.9 21.5 - 18.2 18.8 Buses 0 0 0 0 1 0 11 12 3 1 0 - 4 0 4 0 4 20 Buses 0.0 0.0 0.0 0.0 2.3 0.0 1.0 1.0 0.3 0.2 0.0 0.2 0.0 0.6 0.0 0,5 0.5 Single-Unit 0 0 0 0 0 0 9 9 8 1 0 9 0 5 0 5 23 Tricks %Single-Unit 0.0 0.0 0.0 - 0.0 0.0 0.0 0.8 - 0.8 0.7 0.2 0.0 0.5 0.0 0.7 0.0 - 0.6 0.6 Trucks Articulated 0 0 0 0 0 0 4 4 0 0 0 0 0 0 1 1 5 Trucks %Articulated 0.0 0.0 0.0 - 0.0 0.0 0.0 0.4 - 0.3 0.0 0.0 0.0 - 0.0 0.0 0.0 1.5 - 0.1 0.1 Trucks Bicycled s on 0 2 0 - 2 2 0 8 - 10 5 3 0 - 8 0 7 0 - 7 27 Roa %Bicycles on 0.0 20.0 0.0 87 4.5 0.0 0.7 0.8 0.4 0.6 0.0 0.5 0.0 1.0 0.0 0.9 0.7 Road Pedestrians 1 29 9 0 Pedestrians 100.0 100.0 100-0 RPA Robert Peccia&Associates Count Name:Highland/Kagy 825 Custer Ave TMC Site Code:22 Helena,Montana,United States 59604 Start Date: 10/21/2015 406-447-5000 shane@rpa-hln.com Page No:2 South RroundAppmach INI Out In Total 2 1 3 962 960 1942 231 195 420 3 12 15 10 23 30 1234 1191 1 2,425 1 0 0 0 922 7 31 a 104 1 10 0 11 0 1 0 21 0 2 29 1139 0 44 29 R T L P 1j 1 4 Cal ~ N Idd n 10/21/2015 7:00 AM Ending At m > N A D o ^ 10/219 015 6:00 PM o N o w Motorcycles O "' v m `e'� m Cars w Light Goods Vehicles m a Buses v Other h 1 F► L T R P 0 0 0 0 10 6 0 0 2 0 1 0 0 0 e 0 0 2 0 1 12 10 1 1 0 0 0 15 16 33 0 0 0 0 2 2 17 23 40 Oul In Talat Nodhbound A 3 Turning Movement Data Plot RPAY Robert Peccia&Associates Count Name:Highland/Kagy 825 Custer Ave TMC Site Code:22 Helena, Montana,United States 59604 Start Date: 10/21/2015 406-447-5000 shane@rpa-hln.com Page No:3 ;00' Turning Movement Peak Hour Data (7:30 AM) Northbound Approach Soulhbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Start Time Int Left Thru Right Peds Total Left Thru Right Peds Total Left Thru Right Peds �'I Left Thru Right Peds Total Total 7:30 AM 0 0 0 0 0 4 0 77 0 81 70 14 0 0 84 0 66 8 0 74 239 7:45 AM 0 0 0 0 0 2 0 94 0 96 93 21 1 0 115 0 78 8 0 86 297 8:00 AM 1 0 0 0 1 0 0 78 1 78 80 11 0 0 91 0 64 2 0 66 236 OASAM 1 2 0 0 3 1 0 82 0 83 76 25 0 0 101 1 62 3 0 66 253 Total 2 2 0 0 4 7 0 331 1 338 319 71 1 0 391 1 270 21 0 292 1025 Approach% 50.0 50.0 0.0 - - 2.1 0.0 97.9 81.6 182 0.3 0.3 92.5 7.2 Total% 0.2 0.2 0.0 0.4 0.7 0.0 32.3 33.0 31.1 6.9 0.1 38.1 0.1 26.3 2:0 28.5 PHF 0.500 0.250 0.000 0.333 0.438 0.000 0.880 0.880 0.858 0.710 0.250 0.850 R250 0.865 0.656 0.849 0.863 Motorcycles 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 %MotorcycJes 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.0 0.3 0.1 Cars 2 2 0 4 5 0 256 261 236 52 1 269 1 216 19 236 790 %Cars 100.0 100.0 100.0 71.4 77.3 77.2 74.0 73.2 100.0 73-9 100.0 80.0 90.5 80.8 77.1 L'W Goods 0 0 0 0 2 0 63 65 80 18 0 98 0 47 2 49 212 Vehicles %Light Goods 0.0 0.0 - 0.0 28.6 19.0 19.2 25.1 25.4 0.0 25.1 0.0 17.4 9.5 16.8 20.7 Vehicles Buses 0 0 0 0 0 0 6 6 2 1 0 3 0 4 0 4 13 %Buses 0.0 0.0 0.0 0.0 1.8 1.8 0.6 1.4 0.0 0.8 0.0 1.5 0.0 1.4 1.3 Single-Unit 0 0 0 0 0 0 1 1 1 0 0 1 0 1 0 1 3 Trucks •Single-Unit 0.0 0.0 - 0.0 0.0 - 0.3 0.3 0.3 0.0 0.0 0.3 0.0 0.4 0.0 0.3 0.3 Trucks Articulated 0 0 0 0 0 0 1 - 1 0 0 0 - 0 0 0 0 - 0 1 Trucks %Articulated 0.0 0.0 - 0.0 0.0 - 0.3 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 Trucks Bicycles on 0 0 0 0 0 0 4 4 0 0 0 0 0 1 0 1 5 Road %Bicycles on 0.0 0.0 - 0.0 0.0 - 1.2 1.2 0.0 00 0.0 0.0 0.0 0.4 0.0 0.3 0.5 Road Pedestrians 0 - 1 0 0 - %Pedestrians 1000 WAS Robert Peccia&Associates Count Name:Highland/Kagy 825 Custer Ave TMC Site Code:22 Helena,Montana, United States 59604 Start Date: 10/21/2015 406-447-5000 shane@rpa-hln.com Page No:4 SOLObound Awtoarb IN] Out In Tout 0 0 0 267 261 $18 62 65 147 2 6 8 1 6 7 342 108 600 0 0 0 1 0 256 0 5 0 63 0 2 0 6 0 0 0 6 0 0 1 331 0 7 1 R T L P f' 1 4 Peak Hour Data tom ; oN � + --1 Gg 5 r N o F. Oe O O N tp A F'� �' -� V N A v � _ 10/210015 7:30 AM W a C N W Endingg At N N A ro m + D c c 10/2W150:30 AM g g v o Motorcycles O v Cars I T Light Goads Vehlcles °=Al a Buses v o Other h t 0 L T R P 0 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 P. 0 a 0 0 2 4 0 0 0 0 o e o 0 0 0 2 4 6 Oul In Total Northbound A M Turning Movement Peak Hour Data Plot (7:30 AM) Robert Peccia&Associates Count Name:Highland/Kagy 825 Custer Ave TMC Site Code:22 walf Helena,Montana, United States 59604 Start Date: 10/21/2015 406-447-5000 shane@rpa-hln.com Page No:5 Turning Movement Peak Hour Data (4:45 PM) Northbound Approach Southbound Approach Eastbound Approach Westbound Approach Northbound Southbound Eastbound Westbound Start Time Left Thru Right Peds Total Left Thru Right Peds Total Left Thru Right Peds Total Left Thru Right Peds Total Total 4:45 PM 1 1 0 0 2 4 0 85 0 89 75 42 0 2 117 0 40 4 0 44 252 5:00 PM 0 0 0 0 0 3 3 97 0 103 105 47 0 1 152 0 36 0 0 36 291 5:15 PM 0 1 0 0 1 5 0 94 1 99 91 48 1 1 140 0 34 7 0 41 281 5:30 PM 1 1 1 0 3 6 0 70 2 76 90 58 3 1 151 0 38 3 0 41 271 Total 2 3 1 0 6 18 3 346 3 367 361 195 4 5 560 0 148 14 0 162 1095 Approach% 33.3 50.0 16.7 4.9 0.8 94.3 64.5 34.8 0.7 0.0 91.4 8.6 Total% 0-2 0.3 0.1 0.5 1.6 0.3 31.6 33.5 33.0 17.8 0.4 51.1 0-0 13.5 1.3 14.8 PHF 0.500 0.750 0.250 0.500 0.750 0.250 0.892 0.891 0.860 0.841 0.333 0.921 0.000 0.925 0.500 0.920 0.941 Motorcycles 0 0 0 0 0 0 0 0 1 0 0 1 0 3 0 3 4 %molorcycks 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.2 2.0 0.0 1.9 0-4 Cars 1 2 0 3 12 3 289 304 291 136 3 430 0 110 11 121 858 %Cars 50.0 66.7 0.0 50.0 66.7 100.0 83.5 82.8 60.6 69.7 75.0 76.8 74.3 78.6 74.7 78.4 Light Goods 1 0 1 2 5 0 53 58 61 57 1 119 0 31 3 - 34 213 Vehicles %Light Goods 50.0 0-0 100.0 33.3 27.8 0.0 15.3 15.8 16.9 29.2 25.0 21.3 - 20.9 21.4 21.0 19.5 Vehicles Buses 0 0 0 0 0 0 2 2 1 0 0 1 0 0 0 0 3 %Buses 0-0 0.0 0.0 0.0 0.0 0.0 0.6 0.5 0.3 0.0 0.0 0.2 0.0 0.0 - 0.0 0.3 Single-Unit 0 0 0 0 0 0 1 1 2 0 0 2 0 1 0 1 4 Trucks %Single-Unit 0.0 0.0 0.0 0.0 0.0 00 0.3 0.3 0.6 0.0 0.0 0.4 - 0.7 0.0 06 04 Trucks Articulated 0 0 0 0 0 0 0 - 0 0 0 0 0 0 0 0 0 0 Trucks %Articulated 0.0 0.0 0.0 0.0 0.0 0.0 00 - 0.0 0.0 0.0 0.0 - 0.0 - 0.0 0.0 - 00 00 Trucks Bicycles on 0 1 0 1 1 0 1 ad 2 5 2 0 7 0 3 0 3 13 Ro Bicycles on 0.0 33.3 0.0 - 16.7 5.6 00 0.3 05 1 4 1 0 0.0 - 1 3 2.0 0.0 1.9 1.2 Road Pedestrians 0 3 - - - 5 - 0 %Pedestrians - 100 0 - - - - 1000 - - WAS Robert Peccia&Associates Count Name: Highland/Kagy 825 Custer Ave TMC Site Code:22 Helena,Montana, United States 59604 Start Date: 10/21/2015 406-447-5000 shane@rpa-hln.com Page No:6 soug"W4 ach Out In Total 1 0 1 304 304 608 84 58 122 1 2 3 8 3 11 374 367 745 a 0 0 0 289 3 12 0 53 0 5 0 z a 0 0 2 0 1 3 349 3 18 3 R T L P N 1 4 Peak Hour Data pT N O0 V� 6 C o h O N Obi F- 4- 1 & A O O 10/21/2015 4:45 PM Oo v m — h Endingg At A W =p o m o of 10/2112015 5:45 PM {$! VI g Motorcycles r VI O Cars Light Goods Vehicles Buses v o Other h t 0 L T R P 0 0 0 0 1 2 0 0 1 0 1 0 0 a 0 0 0 1 0 0 2 3 1 0 0 0 0 tt 3 9 1 2 3 0 0 a 0 1 / 7 6 13 Out ouIn Total Northbnd AOp=ch 181 Turning Movement Peak Hour Data Plot (4:45 PM) Lanes, Volumes, Timings 1: Haggerty LN & E Main ST II 8/26/2016 - t t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M I tip* 41� *T* Traffic Volume(vph) 2 342 83 136 817 2 62 0 60 1 0 0 Future Volume(vph) 2 342 83 136 817 2 62 0 60 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 65 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.971 0.999 0.922 At Protected 0.950 0.979 0.950 Satd. Flow(prot) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0 Flt Permitted 0.946 0.483 0.861 0.678 Satd. Flow(perm) 0 2994 0 829 3257 0 0 1362 0 0 1163 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 56 1 119 Link Speed(mph) 30 30 30 30 Link Distance(ft) 268 1310 165 143 Travel Time(s) 6.1 29.8 3.8 3.3 Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92 Adj.Flow(vph) 4 376 90 219 1104 4 79 0 107 4 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 470 0 219 1108 0 0 186 0 0 4 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1,11 1.11 1.11 1.11 1,11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8 4 6 2 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split(s) 32.1 22.6 9.5 32.1 22.9 22.9 22.9 22.9 Total Split(%) 58.4% 41.1% 17.3% 58.4% 41.6% 41.6% 41.6% 41.6% Maximum Green(s) 27.6 18.1 5.0 27.6 18.4 18.4 18.4 18.4 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Option 1 -2016 AM PEAK 5/27/201 6 2016 AM PEAK Synchro 9 Report Page 1 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 I_ EBT EBR ';VDT �.'UR HbL tda-t NBR JEL SBT SBR Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 18.5 23.6 29.4 8.2 8.2 Actuated g/C Ratio 0.43 0.55 0.69 0.19 0.19 v/c Ratio 0.36 0.40 0.50 0.52 0.02 Control Delay 9.5 7.5 6.2 12.8 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.5 7.5 6.2 12.8 14.0 LOS A A A B B Approach Delay 9.5 6.4 12.8 14.0 Approach LOS A A B B Queue Length 50th(ft) 35 19 64 15 1 Queue Length 95th(ft) 76 35 106 56 6 Internal Link Dist(ft) 188 1230 85 63 Turn Bay Length(ft) 65 Base Capacity(vph) 1323 551 2233 663 509 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.36 0.40 0.50 0.28 0.01 Intersection Summary Area Type: Other Cycle Length:55 Actuated Cycle Length:42.9 Natural Cycle:55 Control Type:Semi Act-Uncoord Maximum v/c Ratio:0.52 Intersection Signal Delay:7.7 Intersection LOS:A Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period(min) 15 Splits and Phases: 1: Haggerty LN &E Main ST! 02 ' p3 -*b4 ■°.06 p$ Option 1 -2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 2 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST II 8/26/2016 Lane Group EBL EBT EBR W6L WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4-, 4 *T* Traffic Volume(vph) 5 1 14 0 0 2 5 313 24 5 652 3 Future Volume(vph) 5 1 14 0 0 2 5 313 24 5 652 3 .Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.925 0.865 0.991 0.999 Flt Protected 0.984 0.998 Satd. Flow(prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 At Permitted 0.984 0.998 Satd. Flow(perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 444 188 425 299 Travel Time(s) 10.1 4.3 9.7 6.8 Confl.Peds.(#/hr) 1 1 2 2 Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj.Flow(vph) 12 4 20 0 0 2 12 340 26 5 836 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 36 0 0 2 0 0 378 0 0 845 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free reGtion Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period(min) 15 Option 1 -2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 3 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 18/26/2016 -V Lane Group EBL EST EBR WBL WBT WBR NBL NB T NBR SBL SHT SBR Lane Configurations *TT* +T* 41, 4 Traffic Volume(vph) 4 656 27 5 734 3 30 0 3 0 0 2 Future Volume(vph) 4 656 27 5 734 3 30 0 3 0 0 2 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.992 0.999 0.979 0.865 Flt Protected 0.999 0.950 0.959 Satd.Flow(prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Flt Permitted 0.999 0.950 0.959 Satd.Flow(perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 585 1415 691 162 Travel Time(s) 13.3 32.2 15.7 3.7 Confl.Peds.(#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50 Adj.Flow(vph) 8 698 40 12 906 4 44 0 8 0 0 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 746 0 12 910 0 0 52 0 0 4 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Surnmary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period(min)15 Option 1 -2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 4 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 t 1 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations ►Yr 4 1� Traffic Volume(vph) 1 0 3 126 178 1 Future Volume(vph) 1 0 3 126 178 1 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 Flt Protected 0.950 0.999 Satd.Flow(prot) 1630 0 0 1714 1714 0 Flt Permitted 0.950 0.999 Satd.Flow(perm) 1630 0 0 1714 1714 0 Link Speed(mph) 30 30 30 Link Distance(ft) 255 857 161 Travel Time(s) 5.8 19.5 3.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 1 0 3 137 193 1 Shared Lane Traffic(%) Lane Group Flow(vph) 1 0 0 140 194 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.2% ICU Level of Service A Analysis Period(min) 15 Option 1 -2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 5 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 4- t 1' �► Lane Group WBL WBR NB T NBR SBI. SBT Lane Configurations I r T 41 Traffic Volume(vph) 17 16 303 17 28 643 Future Volume(vph) 17 16 303 17 28 643 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Storage Length(ft) 50 0 0 0 Storage Lanes 1 1 0 0 Taper Length(ft) 25 25 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.993 Fit Protected 0.950 0.998 Satd. Flow(prot) 1630 1458 1704 0 0 1712 Fit Permitted 0.950 0.998 Satd.Flow(perm) 1630 1458 1704 0 0 1712 Link Speed(mph) 30 30 30 Link Distance(ft) 185 299 308 Travel Time(s) 4.2 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 18 17 329 18 30 699 Shared Lane Traffic(%) Lane Group Flow(vph) 18 17 347 0 0 729 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period(min)15 Option 1 -2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 6 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 --rp ■— ` Lane Group EST EBR W61- WBT N6L NBR Lane Configurations tip* ft I If Traffic Volume(vph) 416 28 11 868 16 11 Future Volume(vph) 416 28 11 868 16 11 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 100 50 0 Storage Lanes 0 1 1 1 Taper Length(ft) 25 25 Lane Util.Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.991 0.850 Fit Protected 0.950 0.950 Satd.Flow(prot) 3230 0 1630 3260 1630 1458 Fit Permitted 0.950 0.950 Satd.Flow(perm) 3230 0 1630 3260 1630 1458 Link Speed(mph) 30 30 15 Link Distance(ft) 273 268 260 Travel Time(s) 6.2 6.1 11.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 452 30 12 943 17 12 Shared Lane Traffic(%) Lane Group Flow(vph) 482 0 12 943 17 12 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 9 15 15 9 Sign Control Free Free Stop Inlersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 36.1% ICU Level of Service A Analysis Period(min) 15 Option 1 -2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 7 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 t 4 W Lane Group EBL E B R NBL NBI SB1 SBR Lane Configurations y 4 1�- Traffic Volume(vph) 11 9 16 111 170 49 Future Volume(vph) 11 9 16 111 170 49 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.939 0.970 Fit Protected 0.973 0.994 Satd.Flow(prot) 1568 0 0 1705 1664 0 Fit Permitted 0.973 0.994 Satd.Flow(perm) 1568 0 0 1705 1664 0 Link Speed(mph) 15 30 30 Link Distance(ft) 227 161 165 Travel Time(s) 10.3 3.7 3.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 12 10 17 121 185 53 Shared Lane Traffic(%) Lane Group Flow(vph) 22 0 0 138 238 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period(min) 15 Option 1 -2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 8 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 4 8/26/2016 Alf, Lane Group EBL EBT ESR WBL b',BT WBR iNBL NB T NBR SBL SBT SBR j Lane Configurations I +T +T 1� 4 Traffic Volume(vph) 0 315 292 379 502 3 189 1 129 1 0 0 Future Volume(vph) 0 315 292 379 502 3 189 1 129 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 100 0 185 0 325 0 0 0 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util.Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 1.00 Frt 0.922 0.998 0.854 Flt Protected 0.950 0.950 0.950 Satd.Flow(prot) 1716 3006 0 1630 3252 0 1630 1446 0 0 1630 0 Flt Permitted 0.155 0.757 0.607 Satd.Flow(perm) 1716 3006 0 266 3252 0 1297 1446 0 0 1040 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 287 3 148 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1415 273 308 185 Travel Time(s) 32.2 6.2 7.0 4.2 Confl.Peds.(#/hr) 1 1 1 1 1 1 Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 0.37 0.76 0.25 0.87 1.00 1.00 1.00 Adj.Flow(vph) 0 366 400 541 628 8 249 4 148 1 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 766 0 541 636 0 249 152 0 0 1 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22,5 22.5 22.5 Total Split(s) 25.8 25.8 36.2 62.0 28.0 28.0 28.0 28.0 Total Split(%) 28.7% 28.7% 40.2% 68.9% 31.1% 31.1% 31.1% 31.1% Maximum Green(s) 21.3 21.3 31.7 57.5 23.5 23.5 23.5 23.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Option 1 -2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 9 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 -10 *-- 4\ t i Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 21.3 57.6 57.6 20.2 20.2 20.2 Actuated g/C Ratio 0.25 0.66 0.66 0.23 0.23 0.23 v/c Ratio 0.80 0.80 0.29 0.83 0.34 0.00 Control Delay 27.0 28.3 6.9 54.8 7.4 25.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.0 28.3 6.9 54.8 7.4 25.0 LOS C C A D A C Approach Delay 27.0 16.7 36.8 25.0 Approach LOS C B D C Queue Length 50th(ft) 137 219 73 129 2 0 Queue Length 95th(ft) 194 228 88 174 0 4 Internal Link Dist(ft) 1335 193 228 105 Turn Bay Length(ft) 185 325 Base Capacity(vph) 955 675 2159 351 499 282 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.80 0.80 0.29 0.71 0.30 000 I►i teary _ Area Type: Other Cycle Length:90 Actuated Cycle Length:86.8 Natural Cycle:75 Control Type:Semi Act-Uncoord Maximum v/c Ratio:0.83 Intersection Signal Delay:23.5 Intersection LOS:C Intersection Capacity Utilization 64.5% ICU Level of Service C Analysis Period(min) 15 Splits and Phases: 22: Highland BLVD&E Main ST 02_ •r 03 �h�+ Z4 s1 36.2 s -- hl 25.S 5 r l T 06 .' 08 8c 25 Option 1 -2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 10 a s « « a < < < < < a a < < m m a m u < < m u < LL < m < M O O lA N M l0 lA h I cP O O O O O y —`"- e�-I M L a) j 0 0 0 In 0 ry o N j 0 o ? r11 0 ��° CD 0 0 0 o ai o o o 41 � 000 00o 000 000 � � °,i° o maoo � r, 0 � 0 LA m — cn v a, W 7 C 03 � u w E F- L +.1 F- L F- +.- t] L F- +.I F- L F +m+ C m E t � � c Y t F- a+ s 4+ +mom' C v J L p J c oC p J s p J c w O O O O O O J O ~ ~ ~ F•' ~ ~ ~ ~ C 7 Q ~ ~ F- ~ ~ ~ ~ ~ C O O O 00 u u 0J t 01 o°p0 u L u O 00 m m m +0, s O 00 m m m *j 2 a W 2r Z of C do a W ?� z of C - << a a m < a a u r� or� O O O O r-I o O O O C � m G U C 2 a W C G F- �- F- 4m F- L F- +m+ F- L I--' 41 F- i F- +m+ 0 J 01 J L pC � J t d' � J L LL' Y J L �' Q O ar cu J L CC p J _C w p J _C Q J t K 0 O O O ++ O F- ~ ~ ~ F- ~ ~ ~ C 0l O ~ ~ ~ ~ F- ~ I ~ C Vf O O vNi u f 0 u 0J L 0) = .0 0J L U 0 u VI O CO m m m i0+ O 00 co m m am+ a u a W 3 z � C a LU 3 z of 0, a a +� u N o N N O N 0 0 0 O O O 0 0 0 Q> O O N O a1 O O O Ul i 61 0) 01 u a C G a 25 m F- ++ F- F- ++ F- i F- ++ F- L F- ++ +' ++ E F F- ++ F- i F- ++ F- i f ++ F- F- 43 +' > N J Q J t O J c p J t a' O O N 0) J L a' p J -a K O J t a' O p Q J t �' O Q O m O O m +y u u-- '" C s d u ` u In L t O m m m m 4 O m 0] m m Q0 G W 3 Z N C a W Z (A C Q — Q — < u < u 0 < < m < u < u < u < u u < < < < 0 < u u < << < < < < a < Uc rn v o Qo 0 v o Uv LA fA d' .i N O C) O a-I 'i a+ t N r-1 M N N t r-1 y o jo1O LQ no o � o 00o v, j00o °4or? 000 LO (.0o 4L+ ? O N O M lO O O M O O N O 41 ? 0 0 0 N O 0 0 0 O ri O N m u m W C > r_ c J t + + + t + + + ++ + K O aJ J s sz O++ C O O C (UJL p 00oM ~ F- ~-- ~ ~ c C o m O U u e�0 cu ru0 m p 00 m m m F; O m m m m 41 _ = W 3 z rn Q a w 3 z LA C 1 Q Lanes, Volumes, Timings 1: Haggerty LN & E Main ST II 8/26/2016 --,. '-t 4-- t t Lane Group EB1. EBT ERR WBL WS T WBR NBL NBT NBR SSL SBT SBR Lane Configurations 41� ti�- 4 4 Traffic Volume(vph) 2 874 150 97 524 1 97 0 143 1 0 0 Future Volume(vph) 2 874 150 97 524 1 97 0 143 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 175D Storage Length(ft) 0 0 65 0 100 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 0.999 0.905 Flt Protected 0.950 0.985 0.950 Satd.Flow(prot) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0 At Permitted 0.952 0.115 0.899 0.375 Satd. Flow(perm) 0 3029 0 197 3257 0 0 1396 0 0 643 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 40 2 158 Link Speed(mph) 30 30 30 30 Link Distance(ft) 268 1310 185 143 Travel Time(s) 6.1 29.8 4.2 3.3 Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25 Adj.Flow(vph) 8 1079 211 190 570 4 111 0 265 4 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1298 0 190 574 0 0 376 0 0 4 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8 4 6 2 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 Total Split(s) 50.0 39.0 11.0 50.0 25.0 25.0 25.0 25.0 Total Split(%) 66.7% 52.0% 14.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green(s) 45.5 34.5 6.5 45.5 20.5 20.5 20.5 20.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 2016 PM PEAK-Option 2 5/27/2016 Synchro 9 Report Page 1 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST I 8/26/2016 --1 --10- t # Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SB T SBR Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 34.6 41.2 45.7 16.2 16.2 Actuated g/C Ratio 0.49 0.58 0.64 0.23 0.23 v/c Ratio 0.87 0.77 0.27 0.85 0.03 Control Delay 24.6 36.5 6.5 34.4 21.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 24.6 36.5 6.5 34.4 21.0 LOS C D A C C Approach Delay 24.6 13.9 34.4 21.0 Approach LOS C B C C Queue Length 50th(ft) 261 36 54 92 1 Queue Length 95th(ft) 310 33 85 #226 8 Internal Link Dist(ft) 188 1230 105 63 Turn Bay Length(ft) 65 Base Capacity(vph) 1500 246 2099 517 186 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.87 0.77 0.27 0.73 0.02 Intersection Summary Area Type: Other Cycle Length:75 Actuated Cycle Length:70.9 Natural Cycle:75 Control Type:Semi Act-Uncoord Maximum v/c Ratio:0.87 Intersection Signal Delay:22.8 Intersection LOS:C Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period(min)15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and and Phases: 1: Haggerty LN &E Main ST 02 03 --I'"04 25s Its 3?s II� T: o6 08 2016 PM PEAK-Option 2 5/27/2016 Synchro 9 Report Page 2 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 -► *-- t Lane Group EBL EBT EBR 4l13L WBT VVBP, NBL NBT NBR SBL SBT SBR Lane Configurations 4, +4 4 4T& Traffic Volume(vph) 10 0 9 7 0 16 13 713 2 3 352 6 Future Volume(vph) 10 0 9 7 0 16 13 713 2 3 352 6 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.908 0.996 Fit Protected 0.976 0.984 0.999 Satd.Flow(prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Fit Permitted 0.976 0.984 0.999 Satd. Flow(perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 444 187 425 299 Travel Time(s) 10.1 4.3 9.7 6.8 Confl. Peds.(#/hr) 1 1 2 2 Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj.Flow(vph) 16 0 16 8 0 17 20 810 2 3 400 12 Shared Lane Traffic(%) Lane Group Flow(vph) 0 32 0 0 25 0 0 832 0 0 415 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Surnmary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period(min) 15 2016 PM PEAK-Option 2 5/27/2016 Synchro 9 Report Page 3 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 Lane Grcup EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *T"Ti +T +T* *T* Traffic Volume(vph) 3 863 42 2 863 1 10 0 7 3 0 1 Future Volume(vph) 3 863 42 2 863 1 10 0 7 3 0 1 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 0.999 0.932 0.955 Fit Protected 0.950 0.976 0.968 Satd.Flow(prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Fit Permitted 0.950 0.976 0.968 Satd.Flow(perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 585 1415 691 162 Travel Time(s) 13.3 32.2 15.7 3.7 Confl.Peds.(#mr) 3 3 2 2 5 5 2 Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25 Adj.Flow(vph) 8 928 79 4 1015 4 12 0 12 8 0 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1015 0 4 1019 0 0 24 0 0 12 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 2 5/27/2016 Synchro 9 Report Page 4 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 t Lane Group EBL EBR NBL N6T SBT SBR Lane Configurations ►fir +T T, Traffic Volume(vph) 0 0 0 216 237 0 Future Volume(vph) 0 0 0 216 237 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd.Flow(prot) 1716 0 0 1716 1716 0 Flt Permitted Satd.Flow(perm) 1716 0 0 1716 1716 0 Link Speed(mph) 30 30 30 Link Distance(ft) 255 860 147 Travel Time(s) 5.8 19.5 3.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 0 0 0 235 258 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 235 258 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Biters ty Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 16.9% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 2 5/27/2016 Synchro 9 Report Page 5 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 t ,L Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations I r 1� #t Traffic Volume(vph) 20 41 704 35 40 341 Future Volume(vph) 20 41 704 35 40 341 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util, Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.994 Flt Protected 0.950 0.995 Satd.Flow(prot) 1630 1458 1705 0 0 1707 Fit Permitted 0.950 0.995 Satd.Flow(perm) 1630 1458 1705 0 0 1707 Link Speed(mph) 30 30 30 Link Distance(ft) 211 299 308 Travel Time(s) 4.8 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 22 45 765 38 43 371 Shared Lane Traffic(%) Lane Group Flow(vph) 22 45 803 0 0 414 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 9 15 Sign Control Stop Free Free nfe—rsection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period(min) 15 2016 PM PEAK-Option 2 5/27/2016 Synchro 9 Report Page 6 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 -10. 7* Lane Group EBT EBR WBL WBT NBL. NBR Lane Configurations +T+ ff I If Traffic Volume(vph) 978 40 28 593 41 48 Future Volume(vph) 978 40 28 593 41 48 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 100 0 0 Storage Lanes 0 1 1 1 Taper Length (ft) 25 25 Lane Util.Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.994 0.850 At Protected 0.950 0.950 Satd. Flow(prot) 3240 0 1630 3260 1630 1458 Fit Permitted 0.950 0.950 Satd. Flow(perm) 3240 0 1630 3260 1630 1458 Link Speed(mph) 30 30 30 Link Distance(ft) 273 268 204 Travel Time(s) 6.2 6.1 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 1063 43 30 645 45 52 Shared Lane Traffic(%) Lane Group Flow(vph) 1106 0 30 645 45 52 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 40.7% ICU Level of Service A Analysis Period(min)15 2016 PM PEAK-Option 2 5/27/2016 Synchro 9 Report Page 7 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 t 4 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations V *T T Traffic Volume(vph) 48 23 24 192 214 33 Future Volume(vph) 48 23 24 192 214 33 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.956 0.982 Fit Protected 0,967 0.994 Satd.Flow(prot) 1586 0 0 1705 1685 0 Fit Permitted 0.967 0.994 Satd.Flow(perm) 1586 0 0 1705 1685 0 Link Speed(mph) 30 30 30 Link Distance(ft) 302 147 185 Travel Time(s) 6.9 3.3 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 52 25 26 209 233 36 Shared Lane Traffic(%) Lane Group Flow(vph) 77 0 0 235 269 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 2 5/27/2016 Synchro 9 Report Page 8 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Lane Croup EBi_ E87 EBR WBL WB i WBR NBL NB i NBR SBL SB'i SBR Lane Configurations +T+ Traffic Volume(vph) 1 652 220 155 476 3 382 0 363 3 6 8 Future Volume(vph) 1 652 220 155 476 3 382 0 363 3 6 8 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 75 0 185 0 320 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 1.00 0.95 0.95 1.00 0.95 0,95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.99 Frt 0.969 0.999 0.850 0.918 Flt Protected 0.950 0.950 0.950 0.987 Satd.Flow(prot) 1630 3159 0 1630 3256 0 1630 1439 0 0 1542 0 Fit Permitted 0.460 0,146 0.727 0.802 Satd.Flow(perm) 789 3159 0 250 3256 0 1246 1439 0 0 1253 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 54 1 215 28 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1415 273 308 185 Travel Time(s) 32.2 6.2 7.0 4.2 Confl.Peds.(#/hr) 1 1 1 1 1 1 Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29 Adj.Flow(vph) 4 881 234 185 517 3 420 0 422 12 6 28 Shared Lane Traffic(%) Lane Group Flow(vph) 4 1115 0 185 520 0 420 422 0 0 46 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split(s) 50.0 50.0 10.0 60.0 30.0 30.0 30.0 30.0 Total Split(%) 55.6% 55.6% 11.1% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green(s) 45.5 45.5 5.5 55.5 25.5 25.5 25.5 25.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2016 PM PEAK-Option 2 5/27/2016 Synchro 9 Report Page 9 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST II 8/26/2016 11 --1. *-- k 4N t i 4/ Lane Group EBL EBT EBR WBL WB'T WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 45.5 45.5 55.5 55.5 25.5 25.5 25.5 Actuated g/C Ratio 0.51 0.51 0.62 0.62 0.28 0.28 0.28 v/c Ratio 0.01 0.69 0.78 0.26 1.19 0.75 0.12 Control Delay 11.0 18.7 32.3 8.2 141.8 23.9 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.0 18.7 32.3 8.2 141.8 23.9 14.1 LOS B B C A F C B Approach Delay 18.6 14.5 82.7 14.1 Approach LOS B B F B Queue Length 50th(ft) 1 228 40 62 -291 106 7 Queue Length 95th(ft) 2 218 #77 84 #470 #237 33 Internal Link Dist(ft) 1335 193 228 105 Turn Bay Length(ft) 75 185 320 Base Capacity(vph) 398 1623 238 2008 353 561 375 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.69 0.78 0.26 1.19 0.75 0.12 Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Natural Cycle:75 Control Type:Semi Act-Uncoord Maximum v/c Ratio:1.19 Intersection Signal Delay:37.4 Intersection LOS: D Intersection Capacity Utilization 77.4% ICU Level of Service D Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 22:Highland BLVD&E MainnST pZ •r^p3 - 4 •' o6 = 08 2016 PM PEAK-Option 2 5/27/2016 Synchro 9 Report Page 10 m a Q m a a Q a a Q a a Q a a Q a N O cF m c C C C o L O O O o 0 -tdl m 0 o m 0 t 7 U °id v C Ol J L J L cr Q J L 0 J t w i+ O J 0 F- F �--' F- �--' F- H O bD L N 2 0 m 3 m m ;; a W Z 1n e a — a a a a a Q a a u a u u a a m m a Q u Q u u Q a m 0 Q Q G a u d u u N1. F m p 1 C C O W L 00 m V1 M LM t N 'i m N N N > c-I N O N O O O 0 0 ^ +' > O oq O Ql O 1, O O C)�i,� � 0 0 0 Ol O O C; N 0 0 C > O N O mn O N l6 O O N O to O 0 � W W C C w 'n OJ y f0 10 2 m 2 m f0 m E � m 2 m m io O) J _c K J ..0 w O J ..0 a+ F- w +' p > (U J t a+ F- a+ F- F- ++ F- m *'O H F- F- �--. F„ F- J �-- K �... 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W Z N C a a Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M 1 0. 41� 40. Traffic Volume(vph) 2 359 83 147 817 2 62 0 71 1 0 0 Future Volume(vph) 2 359 83 147 817 2 62 0 71 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 65 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.972 0.999 0.917 Fit Protected 0.950 0.981 0.950 Satd. Flow(prot) 0 3169 0 1630 3257 0 0 1543 0 0 1630 0 Fit Permitted 0.946 0.474 0.873 0.628 Satd. Flow(perm) 0 2997 0 813 3257 0 0 1373 0 0 1077 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 53 1 127 Link Speed(mph) 30 30 30 30 Link Distance(ft) 541 1310 165 143 Travel Time(s) 12.3 29.8 3.8 3.3 Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92 Adj.Flow(vph) 4 395 90 237 1104 4 79 0 127 4 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 489 0 237 1108 0 0 206 0 0 4 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D,Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8 4 6 2 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split(s) 32.4 22.6 9.8 32.4 22.6 22.6 22.6 22.6 Total Split(%) 58.9% 41.1% 17.8% 58.9% 41.1% 41.1% 41.1% 41.1% Maximum Green(s) 27.9 18.1 5.3 27.9 18.1 18.1 18.1 18.1 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Option 2-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 1 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Lane Group EBL EBT EBP, VVBL VVBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 18.5 24.0 29.8 8.6 8.6 Actuated g/C Ratio 0.42 0.55 0.68 0.20 0.20 v/c Ratio 0.38 0.43 0.50 0.55 0.02 Control Delay 10.2 8.3 6.4 13.4 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 10.2 8.3 6.4 13.4 14.0 LOS B A A B B Approach Delay 102 6.8 13.4 14.0 Approach LOS B A B B Queue Length 50th(ft) 38 22 68 18 1 Queue Length 95th(ft) 84 40 112 62 6 Internal Link Dist(ft) 461 1230 85 63 Turn Bay Length(ft) 65 Base Capacity(vph) 1301 547 2220 655 457 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.38 0.43 0.50 0.31 0.01 Intersection Summary Area Type: Other Cycle Length:55 Actuated Cycle Length:43.7 Natural Cycle:55 Control Type:Semi Act-Uncoord Maximum v/c Ratio:0.55 Intersection Signal Delay:8,3 Intersection LOS:A Intersection Capacity Utilization 57.1% ICU Level of Service B Analysis Period(min) 15 Splits and Phases: 1:Haggerty LN&E Main ST �IO2 �p3 - 4 22.6s :3s l' i22.6s 06 08 22.6 s ; Option 2-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 2 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 1I8/26/2016 Lane Group EBL EBT EBR WBL VVBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + 4 Traffic Volume(vph) 5 1 14 0 0 2 5 313 24 5 652 3 Future Volume(vph) 5 1 14 0 0 2 5 313 24 5 652 3 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.925 0.865 0.991 0.999 Flt Protected 0.984 0.998 Satd. Flow(prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 At Permitted 0.984 0.998 Satd. Flow(perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 444 188 425 299 Travel Time(s) 10.1 4.3 9.7 6.8 Confl. Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj.Flow(vph) 12 4 20 0 0 2 12 340 26 5 836 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 36 0 0 2 0 0 378 0 0 845 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period(min)15 Option 2-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 3 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 --111. �-- t 7 t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBP, SBI- SBT SBR Lane Configurations 4 + +T *4 41. Traffic Volume(vph) 4 656 27 5 734 3 30 0 3 0 0 2 Future Volume(vph) 4 656 27 5 734 3 30 0 3 0 0 2 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.992 0.999 0.979 0.865 Flt Protected 0.999 0.950 0.959 Satd.Flow(prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Flt Permitted 0.999 0.950 0.959 Satd.Flow(perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 585 1415 691 162 Travel Time(s) 13.3 32.2 15.7 3.7 Confl.Peds.(#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50 Adj.Flow(vph) 8 698 40 12 906 4 44 0 8 0 0 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 746 0 12 910 0 0 52 0 0 4 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period(min) 15 Option 2-2016 AM PEAK 5/27/201 6 2016 AM PEAK Synchro 9 Report Page 4 Lanes, Volumes, Timings 11: Haggerty LN II 8/26/2016 t t Lane Group ESL EBR NBL NBT SBT SBR Lane Configurations y 4 T Traffic Volume(vph) 1 0 3 126 178 1 Future Volume(vph) 1 0 3 126 178 1 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 Flt Protected 0.950 0.999 Satd.Flow(prot) 1630 0 0 1714 1714 0 Flt Permitted 0.950 0.999 Satd.Flow(perm) 1630 0 0 1714 1714 0 Link Speed(mph) 30 30 30 Link Distance(ft) 255 857 161 Travel Time(s) 5.8 19.5 3.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 1 0 3 137 193 1 Shared Lane Traffic(%) Lane Group Flow(vph) 1 0 0 140 194 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Wdth(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.2% ICU Level of Service A Analysis Period(min) 15 Option 2-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 5 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 'e- t Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations I ir 1� 4' Traffic Volume(vph) 17 32 303 17 56 643 Future Volume(vph) 17 32 303 17 56 643 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.993 Flt Protected 0.950 0.996 Satd.Flow(prot) 1630 1458 1704 0 0 1709 Fit Permitted 0.950 0.996 Satd.Flow(perm) 1630 1458 1704 0 0 1709 Link Speed(mph) 30 30 30 Link Distance(ft) 120 299 308 Travel Time(s) 2.7 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 18 35 329 18 61 699 Shared Lane Traffic(%) Lane Group Flow(vph) 18 35 347 0 0 760 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period(min) 15 Option 2-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 6 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 ` t 1 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations V a' T Traffic Volume(vph) 22 9 16 111 170 60 Future Volume(vph) 22 9 16 111 170 60 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.960 0.965 Flt Protected 0.966 0.994 Satd.Flow(prot) 1591 0 0 1705 1656 0 Flt Permitted 0.966 0.994 Satd.Flow(perm) 1591 0 0 1705 1656 0 Link Speed(mph) 30 30 30 Link Distance(fit) 162 161 165 Travel Time(s) 3.7 3.7 3.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 24 10 17 121 185 65 Shared Lane Traffic(%) Lane Group Flow(vph) 34 0 0 138 250 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersecton Capacity Utilization 31.0% ICU Level of Service A Analysis Period(min) 15 Option 2-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 7 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Lane Group EBL EBT EBR WBL WBT VVBR NBL NBT NBR SBL SBT aBR Lane Configurations I +T +T I 1� Traffic Volume(vph) 0 315 320 379 497 3 205 1 129 1 0 0 Future Volume(vph) 0 315 320 379 497 3 205 1 129 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 100 0 185 0 325 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 1.00 Frt 0.918 0.998 0.854 Flt Protected 0.950 0.950 0.950 Said.Flow(prot) 1716 2992 0 1630 3252 0 1630 1446 0 0 1630 0 Flt Permitted 0.159 0.757 0.618 Satd.Flow(perm) 1716 2992 0 273 3252 0 1297 1446 0 0 1059 0 Right Turn on Red Yes Yes Yes Yes Said.Flow(RTOR) 311 3 148 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1415 541 308 185 Travel Time(s) 32.2 12.3 7.0 4.2 Confl.Peds.(#/hr) 1 1 1 1 1 1 Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 037 0.76 025 0.87 1 00 1.00 1.00 Adj.Flow(vph) 0 366 438 541 621 8 270 4 148 1 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 804 0 541 629 0 270 152 0 0 1 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split(s) 25.0 25.0 34.0 59.0 31.0 31.0 31.0 31.0 Total Split(%) 27.8% 27.8% 37.8% 65.6% 34.4% 34.4% 34.4% 34.4% Maximum Green(s) 20.5 20.5 29.5 54.5 26.5 26.5 26.5 26.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Option 2-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 8 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 -11 -1► mot ' " t 1' . , Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR S8L SST SBR__ Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 20.6 54.7 54.7 21.6 21.6 21.6 Actuated g/C Ratio 0.24 0.64 0.64 0.25 0.25 0.25 v/c Ratio 0.84 0.84 0.30 0.82 0.32 0.00 Control Delay 28.8 32.1 7.9 51.0 6.7 23.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.8 32.1 7.9 51.0 6.7 23.0 LOS C C A D A C Approach Delay 28.8 19.1 23.0 JJ,{ Approach LOS C B D C Queue Length 50th(ft) 139 218 74 136 2 0 Queue Length 95th(ft) #225 241 97 180 0 4 Internal Link Dist(ft) 1335 461 228 105 Turn Bay Length(ft) 185 325 Base Capacity(vph) 957 646 2085 404 552 330 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.84 0.84 0.30 0.67 0.28 0.00 r1ti fir- -- Area Type: Other Cycle Length:90 Actuated Cycle Length:85.3 Natural Cycle:70 Control Type:Semi Act-Uncoord Maximum v/c Ratio:0.84 Intersection Signal Delay:25.1 Intersection LOS: C Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Solits and Phases: 22: Highland BLVD&E MainS�T �p2 • 03 4 31s 3-5 25s 47- m6 08 31S CQ c l Option 2-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 9 0 o Jn Jn tt o 0 0 0 0 o 0 0 0 0 0 o Jn o o c» o N > 0 0 0 0 0 0 0 0 0 0 0 0 m L O U c Did 0J C Ql J L0 41 O J Q> H F- O L 00 U N O m m in m w a W Z M C a — a a a a a m a a a u a u u u a u v a m U a u U a a m m a LL a m a m r N O N n N l0 00 rl N 00 O N rNl O .4 06 a+ t rJ e•I O) L N N O m o o N O N O ^ +`.' d o m o 00 N O n O �"4 O `-� o 40' \ O I� n W 00 H V Sri 4 -i �Y 0 0 0 0 0 O O O 00 O m o O O h � rl i--I t-•J r-I � C FU � .-i N N C y 0J W � 06 W c �+ oY3 m _ _ m N d p QLO J QJO01 O -F,- J J Jp L Q JLp p 0 F F- FO ~ 7 O a O m o � u N � u Ln a m o m m m m �; r p m m m m v o 41 a "' 3 z Jn c ?� o uJ 3 z En c N Q T a 0J Q > u a u u u a u u a a a a a a a a a m a m m a a a a a a a a a a a a a Y ` t N N = rl Q +� j 0 0 0 1O o 1D m n �n 0 N 1 > ^. o 0 0 0 N o o O O O h N O N N O N 0 0 0 O O O H ? O O O O O .--I O O O O 07 U O u N Q 0a C C c (U 0J- ~ C> w ♦ - F- ~J J J ~ F+Oa ' • F ~ • • > F' F- F-7 O N O m -+ ~c C O � O m mu upi u H (� L L O m m m m 21 O m m m m 0J W Z to C G W 3 Z (A c Q CL a u a u a s Cn Q ❑ a ❑ a m `L m u < a a a Q a U U --t Z < a a Q Q 2 01 M M CI 00 O a-1 O C lCl 0 00 O 0 C M N a+ m M rl M N N L N y j o Q1 0 o o o 0 0 0 �, j 0 0 0 m o 00 0 0 o m o o O m 0 to O O m 0 O � O u \>, O 0 0 M O k6 0 66 14 rr1 O N O u m Fu in Q o 4J C >CU C arC OJ J L + am+ a+ a+ mE *' OO L F- O O O a+ OK O cr p C-1 O E'• H F- H F- F F- F- F' p m O a+ p�0 u In O° u vOi OL W ` Z N C O m Z N1 C co a 5 _ a 3 _ Q Q Lanes, Volumes, Timings 1: Haggerty LN & E Main ST II 8/26/2016 --,, 4- t t LiniGroup EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M +T I 1� 4. Traffic Volume(vph) 2 874 150 97 524 1 97 0 143 1 0 0 Future Volume(vph) 2 874 150 97 524 1 97 0 143 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 65 0 100 0 0 0 Storage Lanes 0 0 1 0 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 0.999 0.850 Fit Protected 0.950 0.950 0.950 Satd.Flow(prot) 0 3182 0 1630 3257 0 1630 1458 0 0 1630 0 Fit Permitted 0.952 0.121 Satd.Flow(perm) 0 3029 0 208 3257 0 1716 1458 0 0 1716 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 42 2 213 Link Speed(mph) 30 30 30 30 Link Distance(ft) 268 1310 185 143 Travel Time(s) 6.1 29.8 4.2 3.3 Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25 Adj.Flow(vph) 8 1079 211 190 570 4 111 0 265 4 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1298 0 190 574 0 111 265 0 0 4 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.P+P NA D.Pm NA Protected Phases 4 3 8 5 2 6 Permitted Phases 8 4 6 2 Detector Phase 8 4 3 8 5 2 2 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 Total Split(s) 52.5 41.5 11.0 52.5 12.0 22.5 22.5 10.5 Total Split(%) 70.0% 55.3% 14.7% 70.0% 16.0% 30.0% 30.0% 14.0% Maximum Green(s) 48.0 37.0 6.5 48.0 7.5 18.0 18.0 6.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 1 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Lane Group EBL EBT EBR *BL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 37.2 43.7 48.2 9.2 9.8 5.8 Actuated g/C Ratio 0.55 0.65 0.72 0.14 0.15 0.09 v/c Ratio 0.77 0.70 0.25 0.49 0.67 0.03 Control Delay 16.2 25.9 4.1 33.5 16.0 31.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.2 25.9 4.1 33.5 16.0 31.0 LOS B C A C B C Approach Delay 16.2 9.5 21.1 31.0 Approach LOS B A C C Queue Length 50th(ft) 175 17 27 42 19 2 Queue Length 95th(ft) 287 29 76 81 83 11 Internal Link Dist(ft) 188 1230 105 63 Turn Bay Length(ft) 65 100 Base Capacity(vph) 1696 273 2341 232 548 154 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.77 0.70 0.25 0.48 0.48 0.03 Intersection Sununary Area Type: Other Cycle Length:75 Actuated Cycle Length:67.1 Natural Cycle:75 Control Type:Semi Act-Uncoord Maximum v/c Ratio:0.77 Intersection Signal Delay: 14.9 Intersection LOS: B Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period(min) 15 Splits and Phases: 1: Haggerty LN&E Main ST t02 >r03 4 05 08 08 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 2 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 -a. '- 4% t l 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 41. 4 4 Traffic Volume(vph) 10 0 9 7 0 16 13 713 2 3 352 6 Future Volume(vph) 10 0 9 7 0 16 13 713 2 3 352 6 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util,Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.908 0.996 Fit Protected 0.976 0.984 0.999 Satd.Flow(prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Fit Permitted 0.976 0.984 0.999 Satd. Flow(perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 444 187 425 299 Travel Time(s) 10.1 4.3 9.7 6.8 Confl. Peds.(#/hr) 1 1 2 2 Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj.Flow(vph) 16 0 16 8 0 17 20 810 2 3 400 12 Shared Lane Traffic(%) Lane Group Flow(vph) 0 32 0 0 25 0 0 832 0 0 415 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 3 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *TT, +T, 4 4 Traffic Volume(vph) 3 863 42 2 863 1 10 0 7 3 0 1 Future Volume(vph) 3 863 42 2 863 1 10 0 7 3 0 1 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 0.999 0.932 0.955 Flt Protected 0.950 0.976 0.968 Satd.Flow(prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Flt Permitted 0.950 0.976 0,968 Satd.Flow(perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 585 1415 691 162 Travel Time(s) 13.3 32.2 15.7 3.7 Confl.Peds.(#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25 Adj.Flow(vph) 8 928 79 4 1015 4 12 0 12 8 0 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1015 0 4 1019 0 0 24 0 0 12 Q Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1,11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 4 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 --* T Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations V 4 '* Traffic Volume(vph) 0 0 0 216 237 0 Future Volume(vph) 0 0 0 216 237 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Fit Protected Satd.Flow(prot) 1716 0 0 1716 1716 0 Flt Permitted Satd.Flow(perm) 1716 0 0 1716 1716 0 Link Speed(mph) 30 30 30 Link Distance(ft) 255 860 147 Travel Time(s) 5.8 19.5 3.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 0 0 235 258 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 235 258 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 16.9% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 5 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 t Lane Group WBL WBR NBT NBR SBL SBj Lane Configurations I r 1� Traffic Volume(vph) 20 82 704 35 0 341 Future Volume(vph) 20 82 704 35 0 341 i Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.994 Flt Protected 0.950 Satd.Flow(prot) 1630 1458 1705 0 0 1716 Flt Permitted 0.950 Satd.Flow(perm) 1630 1458 1705 0 0 1716 Link Speed(mph) 30 30 30 Link Distance(ft) 211 19: 308 Travel Time(s) 4.8 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 22 89 765 38 0 371 Shared Lane Traffic(%) Lane Group Flow(vph) 22 89 803 0 0 371 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 6 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 --* -'IV ,- I*,- 1' Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations tt+ tt F Traffic Volume(vph) 978 80 28 593 0 48 Future Volume(vph) 978 80 28 593 0 48 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 100 0 0 Storage Lanes 0 1 0 1 Taper Length(ft) 25 25 Lane Util.Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.989 0.865 Fit Protected 0.950 Satd. Flow(prot) 3224 0 1630 3260 0 1484 Fit Permitted 0.950 Said. Flow(perm) 3224 0 1630 3260 0 1484 Link Speed(mph) 30 30 30 Link Distance(ft) 273 268 204 Travel Time(s) 6.2 6.1 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 1063 87 30 645 0 52 Shared Lane Traffic(%) Lane Group Flow(vph) 1150 0 30 645 0 52 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1,11 Turning Speed(mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 7 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 - t 1 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations y *T T Traffic Volume(vph) 48 23 24 192 214 33 Future Volume(vph) 48 23 24 192 214 33 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.956 0.982 Flt Protected 0.967 0.994 Satd.Flow(prot) 1586 0 0 1705 1685 0 Flt Permitted 0.967 0,994 Satd.Flow(perm) 1586 0 0 1705 1685 0 Link Speed(mph) 30 30 30 Link Distance(ft) 302 147 185 Travel Time(s) 6.9 3.3 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 52 25 26 209 233 36 Shared Lane Traffic(%) Lane Group Flow(vph) 77 0 0 235 269 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 8 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 18/26/2016 --W -- *-- t # 41 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations -I TT I ♦T M 1� 4 Traffic Volume(vph) 1 692 180 155 435 3 423 0 363 3 6 8 Future Volume(vph) 1 692 180 155 435 3 423 0 363 3 6 8 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 75 0 185 0 320 0 0 0 Storage Lanes 1 0 1 0 2 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 1.00 0.95 0.95 1.00 0.95 0.95 0.97 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.99 Frt 0.975 0.999 0.850 0.918 At Protected 0.950 0.950 0.950 0.987 Satd.Flow(prot) 1630 3178 0 1630 3256 0 3162 1439 0 0 1539 0 Fit Permitted 0.480 0.096 0.950 0.773 $atd.Flow(perm) 824 3178 0 165 3256 0 3155 1439 0 0 1205 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 32 1 288 28 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1415 273 308 185 Travel Time(s) 32.2 6.2 7.0 4.2 Contl.Peds.(#/hr) 1 1 1 1 1 1 Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29 Adj. Flow(vph) 4 935 191 185 473 3 465 0 422 12 6 28 Shared Lane Traffic(%) Lane Group Flow(vph) 4 1126 0 185 476 0 465 422 0 0 46 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Prot NA Perm NA Protected Phases 4 3 8 5 2 6 Permitted Phases 4 8 6 Detector Phase 4 4 3 8 5 2 6 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5 Total Split(s) 41.8 41.8 15.4 57.2 22.8 32.8 10.0 10.0 Total Split(%) 46.4% 46.4% 17.1% 63.6% 25.3% 36.4% 11.1% 11.1% Maximum Green(s) 37.3 37.3 10.9 52.7 18.3 28.3 5.5 5.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 9 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 ` --,, '- t 1 -4/ Lane Group EEL EBT EBP. &8l_ ?FT %V6R IJ3L 1'418T fvBR SSL SBT SBR Recall Mode Max Max Max Max Max Max None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 37.3 37.3 52.7 52.7 22.3 28.3 5.5 Actuated g/C Ratio 0.41 0.41 0.59 0.59 0.25 0.31 0.06 v/c Ratio 0.01 0.84 0.68 0.25 0.59 0.65 0.46 Control Delay 16.0 30.3 28.6 9.4 34.8 13.8 38.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.0 30.3 28.6 9.4 34.8 13.8 38.0 LOS B C C A C B D Approach Delay 30.3 14.8 24.8 38.0 Approach LOS C B C D Queue Length 50th(ft) 1 287 50 62 128 57 10 Queue Length 95th(ft) 2 274 102 84 181 163 #50 Internal Link Dist(ft) 1335 193 228 105 Turn Bay Length(ft) 75 185 320 Base Capacity(vph) 341 1335 274 1906 783 649 99 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.84 0.68 0.25 0.59 0.65 0.46 Inte��cfian`` ummary Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Natural Cycle:80 Control Type:Semi Act-Uncoord Maximum v/c Ratio:0.84 Intersection Signal Delay:24.8 Intersection LOS: C Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 22: Highland BLVD&E Main ST to2 03 -1"04 17-25 5.4s 1.141.9 s 4\05 1 6608 22.3 s A g 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 10 a a a a a a a a a a a a a a a a a a u a u u a a m o a a a u a u u O M M M n 01 00 O O <n O O O O y , 01 I-Z tD IA 111 d t N ai rn N N y > �t 0 0 0 0 0 m m O O m N N j O ^ O LQ Q1 O oO Ch O O 9 O Lri O O O O - O nO O OT m ' N IA 2 Ol O/ p G W 7 _0 U�t CC d W JNC ice+ i+ m p � lL � M mF- w apte+ '0 O O~ a O F' 7 O ~ ~ ~ ~ ~ ~ ~ ~ C _O O O L u m U u n 000 u H C u = Q m m m m r L W 4-1 Z C a W Z � C a _ a a a a a a a a a a u a u u a a m m a a a a a a a a a a a a a a a a a a O O a-I O ri s s N c-I N O N O O O 0 0 ^ 0 0 0 0 0 �--I 0 0 O O O Ol N ' 0 0 0 Qi 0 0 � O � 0 0 � � � � O0 O O O O i-i O O O O m O! u C p uuLU G C Y dl 1 i cia d ry L F i+ H L I i+ H F ++ H *' J N '- F- ++ F- X, L ~ �' O d J L J L OC J L J L p I-0 J FL- � H J F--. w I-O J F- w 0 0 0 p C O1 0 C m }' v s w x w a in u O1 m m m w U m m m m `O w ?� z 1A C a a W z '^ c a _ m CL a a a '- - O O a a m m a a a a a a a a a a a a a a < a a u a a m a Q a a a co N N Le! -� O O l!1 O CT L +' N O O O a-I — O O Rt O 0 Y d a � N N N 00 N N V1 Lq c-I r-I ri > 0 0 0 V1 0 0 W O 01 O O O CA > N N N 0 0 0 0 0 O O O 0 0 0 00 O O O Ql O O O FA U y U u Q 04 C C LE ++ ♦-p +p+ J L m L O O O to p H N � F- � ♦- H F- H F- H F- C 70 I- F- I- F. F- �... F- H C u cd W C {Lj vOi u t 0 m m m m Y O m m m m bO W 3 z LA C a W �j z C = Q - a - a a a a a a a a a m a m a m a m a Q a a Q a a m m a a a a a a Q a a lA OR O It O N O O N aN-I -* n O O O O O a+ t t O Ln O Vl N O O oq O O O O > 0 0 0 O O N O O O O O O HO 01 O I� l0 O O rq O O O u 0 0 0 0 0 � O O O O O O c d a c W C d 06 cu te � J LL � I � F- � f H� d O p � L ' pKO p NJL p p O F„ IO > ~ ~ J O C C O > O m t u EEO u ` OD u O O m m m m a0, x 0 m m m m 3 z ,A a W ?� z In c C - a a a Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 t # Lane Group ELL EB T E9P, W5L VVBT WBR NBL NET NBR SBL S8T SBR Lane Configurations *TT+ +T+ *T+ *T+ Traffic Volume(vph) 2 342 83 136 817 2 62 0 60 1 0 0 Future Volume(vph) 2 342 83 136 817 2 62 0 60 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 - 1750 1750 1750 1750 1-750 1750 1750 Storage Length(ft) 0 0 65 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.971 0.999 0.922 Fit Protected 0.950 0.979 0.950 Satd.Flow(prot) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0 Fit Permitted 0.946 0.483 0.861 0.678 Satd. Flow(perm) 0 2994 0 829 3257 0 0 1362 0 0 1163 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 56 1 119 Link Speed(mph) 30 30 30 30 Link Distance(ft) 268 1310 165 143 Travel Time(s) 6.1 29.8 3.8 3.3 Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92 Adj.Flow(vph) 4 376 90 219 1104 4 79 0 107 4 0 0 Shared Lane Traffic.(%) Lane Group Flow(vph) 0 470 0 219 1108 0 0 186 0 0 4 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8 4 6 2 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split(s) 32.1 22.6 9.5 32.1 22.9 22.9 22.9 22.9 Total Split(%) 58.4% 41.1% 17.3% 58.4% 41.6% 41.6% 41.6% 41.6% Maximum Green(s) 27.6 18.1 5.0 27.6 18.4 18.4 18.4 18.4 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Option 3-2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 1 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 18.5 23.6 29.4 8.2 8.2 Actuated g/C Ratio 0.43 0.55 0.69 0.19 0.19 v/c Ratio 0.36 0.40 0.50 0.52 0.02 Control Delay 9.5 7.5 6.2 12.8 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.5 7.5 6.2 12.8 14.0 LOS A A A B B Approach Delay 9.5 6.4 12.8 14.0 Approach LOS A A B B Queue Length 50th(ft) 35 19 64 15 1 Queue Length 95th(ft) 76 35 106 56 6 Internal Link Dist(ft) 188 1230 85 63 Turn Bay Length(ft) 65 Base Capacity(vph) 1323 551 2233 663 509 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.36 0.40 0.50 0.28 0.01 Intersection Summary Area Type: Other Cycle Length:55 Actuated Cycle Length:42.9 Natural Cycle:55 Control Type:Semi Act-Uncoord Maximum v/c Ratio:0.52 Intersection Signal Delay:7.7 Intersection LOS:A Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period(min) 15 Splits and Phases: 1: Haggerty LN&E Main ST t02 14r^D3 --*b4 22.95 1I % o6 08 22.9 s Option 3-2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 2 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 --,, t i4-1 Lane Group EBL EBT EBR W8L WBT vVBR NBL NBT NBR SBL SBT SBR Lane Configurations 44- 4, +, *T, Traffic Volume(vph) 5 1 14 0 0 2 5 313 24 5 643 3 Future Volume(vph) 5 1 14 0 0 2 5 313 24 5 643 3 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.925 0.865 0.991 0.999 Fit Protected 0.984 0.998 Satd. Flow(prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Fit Permitted 0.984 0.998 Said. Flow(perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 444 188 425 299 Travel Time(s) 10.1 4.3 9.7 6.8 Confl. Peds.(#/hr) 1 1 2 2 Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj.Flow(vph) 12 4 20 0 0 2 12 340 26 5 824 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 36 0 0 2 0 0 378 0 0 833 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 52.9% ICU Level of Service A Analysis Period(min) 15 Option 3-2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 3 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 11 --lb. f *-- t 1 4/ Lane Group. EBL EBT EBR VVBL VVBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M +'+ 4 Traffic Volume(vph) 4 656 27 5 734 3 30 0 3 0 0 2 Future Volume(vph) 4 656 27 5 734 3 30 0 3 0 0 2 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.992 0.999 0.979 0:865 Flt Protected 0.999 0.950 0.959 Satd.Flow(prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 At Permitted 0.999 0.950 0.959 Satd.Flow(perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 585 1415 691 162 Travel Time(s) 13.3 32.2 15.7 3.7 Confl.Peds.(#mr) 3 3 2 2 5 5 2 Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50 Adj.Flow(vph) 8 698 40 12 906 4 44 0 8 0 0 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 746 0 12 910 0 0 52 0 0 4 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period(min) 15 Option 3-2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 4 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 t Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations y *T 1� Traffic Volume(vph) 1 0 3 126 187 1 Future Volume(vph) 1 0 3 126 187 1 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 Fit Protected 0.950 0.999 Satd. Flow(prot) 1630 0 0 1714 1714 0 Fit Permitted 0.950 0.999 Satd.Flow(perm) 1630 0 0 1714 1714 0 Link Speed(mph) 30 30 30 Link Distance(ft) 255 857 161 Travel Time(s) 5.8 19.5 3.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 1 0 3 137 203 1 Shared Lane Traffic(%) Lane Group Flow(vph) 1 0 0 140 204 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 20.8% ICU Level of Service A Analysis Period(min) 15 Option 3-2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 5 Lanes, Volumes, Timings 13: Highland BLVD & Development * 8/26/2016 I 1' Lane Group VVBL VVBR NBT NBR SBL SBT Lane Configurations r 1� + Traffic Volume(vph) 0 16 303 17 0 651 Future Volume(vph) 0 16 303 17 0 651 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Storage Length(ft) 50 0 0 0 Storage Lanes 0 1 0 0 Taper Length(ft) 25 25 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 0.993 Fit Protected Satd.Flow(prot) 0 1484 1704 0 0 1716 Fit Permitted Satd. Flow(perm) 0 1484 1704 0 0 1716 Link Speed(mph) 30 30 30 Link Distance(ft) 185 299 308 Travel Time(s) 4.2 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 0 17 329 18 0 708 Shared Lane Traffic(%) Lane Group Flow(vph) 0 17 347 0 0 708 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1 11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 40.5% ICU Level of Service A Analysis Period(min)15 Option 3-2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 6 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 --► Lane Group EB T EBR WBL WBT NBL NBR Lane Configurations tlr* ++ I If Traffic Volume(vph) 416 56 11 868 24 11 Future Volume(vph) 416 56 11 868 24 11 Ideal Flow(vphpl)_ 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 100 50 0 Storage Lanes 0 1 1 1 Taper Length(ft) 25 25 Lane Util.Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.982 0.850 Flt Protected 0.950 0.950 Satd.Flow(prot) 3201 0 1630 3260 1630 1458 Fit Permitted 0.950 0.950 Satd. Flow(perm) 3201 0 1630 3260 1630 1458 Link Speed(mph) 30 30 15 Link Distance(ft) 273 268 260 Travel Time(s) 6.2 6.1 11.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 452 61 12 943 26 12 Shared Lane Traffic(%) Lane Group Flow(vph) 513 0 12 943 26 12 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1,11 1.11 1.11 1.11 1,11 Turning Speed(mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 36.1% ICU Level of Service A Analysis Period(min)15 Option 3-2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 7 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 t Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations V *' 1�- Traffic Volume(vph) 11 18 16 111 170 49 Future Volume(vph) 11 18 16 111 170 49 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.916 0.970 Flt Protected 0.982 0.994 Satd.Flow(prot) 1543 0 0 1705 1664 0 Flt Permitted 0.982 0.994 Satd.Flow(perm) 1543 0 0 1705 1664 0 Link Speed(mph) 15 30 30 Link Distance(ft) 227 161 165 Travel Time(s) 10.3 3.7 3.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 12 20 17 121 185 53 Shared Lane Traffic(%) Lane Group Flow(vph) 32 0 0 138 238 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period(min) 15 Option 3-2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 8 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I +T I +T T 4. Traffic Volume(vph) 0 343 264 387 502 3 189 1 129 1 0 0 Future Volume(vph) 0 343 264 387 502 3 189 1 129 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 100 0 185 0 325 0 0 0 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 1.00 0-99 1.00 Frt 0.929 0.998 0.854 Flt Protected 0.950 0.950 0.950 Satd.Flow(prot) 1716 3028 0 1630 3252 0 1630 1446 0 0 1630 0 Flt Permitted 0.186 0.757 0.607 Satd.Flow(perm) 1716 3028 0 319 3252 0 1297 1446 0 0 1040 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 241 3 148 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1415 273 308 185 Travel Time(s) 32.2 6.2 7.0 4.2 Confl.Peds.(#/hr) 1 1 1 1 1 1 Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 037 0.76 0.25 0.87 1.00 1.00 1.00 Adj.Flow(vph) 0 399 362 553 628 8 249 4 148 1 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 761 0 553 636 0 249 152 0 0 1 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 Turn Type Perm NA D.P+P NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 4 2 6 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split(s) 26.0 26.0 36.0 62.0 28.0 28.0 28.0 28.0 Total Split(%) 28.9% 28.9% 40.0% 68.9% 31.1% 31.1% 31.1% 31.1% Maximum Green(s) 21.5 21.5 31.5 57.5 23.5 23.5 23.5 23.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Option 3-2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 9 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST I 8/26/2016 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL S,ST SBR Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 21.5 53.1 57.6 20.2 20.2 20.2 Actuated g/C Ratio 0.25 0.61 0.66 0.23 0.23 0.23 v/c Ratio 0.82 0.82 0.29 0.83 0.34 0.00 Control Delay 29.7 30.5 6.9 54.8 7.4 25.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.7 30.5 6.9 54.8 7.4 25.0 LOS C C A D A C Approach Delay 29.7 17.9 36.8 25.0 Approach LOS C B D C Queue Length 50th(ft) 149 228 73 129 2 0 Queue Length 95th(ft) 207 238 88 174 0 4 Internal Link Dist(ft) 1335 193 228 105 Turn Bay Length(ft) 185 325 Base Capacity(vph) 932 671 2159 351 499 282 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.82 0.82 0.29 0.71 0.30 0.00 Intersection Summary Area Type: Other Cycle Length:90 Actuated Cycle Length:86.8 Natural Cycle:75 Control Type: Semi Act-Uncoord Maximum v/c Ratio:0.83 Intersection Signal Delay:25.0 Intersection LOS:C Intersection Capacity Utilization 64.8% ICU Level of Service C Analysis Period(min) 15 S litss and Phases: 22: Highland BLVD&E Main ST 02 IrO3 --IP04 II � 7 06 08 Option 3-2016 AM PEAK 5/27/2016 RIRO Highland Synchro 9 Report Page 10 ¢ ¢ ¢ ¢ ¢ a ¢ ¢ a a Q a ¢ Q a Q ¢ m u Q U u ¢ Q m m ¢ w Q m a m O m O O N M 00 O O I N O O C; O O �'' N. m Qj -1 00 +� `1 -C 0Qi _> 0 0 0 O O O O H O Q N O " j O 00 -0 d. 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C s a _ a - a v a u a ¢ ¢ m ¢ u ¢ u a u ¢ u u a a a ¢ ¢ a u u ¢ a a ¢ ¢ ¢ ¢ a ¢ rn q o 00 o M O O N o io 41NeMi M N N t a-•I O 0 0 t Ol � O W O LQ Ln C) C) O o 0 o vi 0 0 0 O O M C CD CDO O O ? O N O M lD O O m 0 O N O 4J 0 0 0 0 0 0 0 0 O O O � V � C y G � WC >(u EC ~ ~ ~ ..c �O 41 o O p 0 O O O O O A O O t u u t 00 m ` u to = O c0 m m m O m m m m 0) a W z Ln c a W 3 z Ln C a Cl. Lanes, Volumes, Timings 1: Haggerty LN & E Main ST II 8/26/2016 --* r *-- 4\ t t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M I tT 4 + Traffic Volume(vph) 2 874 150 97 524 1 97 0 143 1 0 0 Future Volume(vph) 2 874 150 97 524 1 97 0 143 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 65 0 100 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 0.999 0.905 Fit Protected 0.950 0.985 0.950 Satd. Flow(prot) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0 Fit Permitted 0.952 0.115 0.899 0.375 Satd. Flow(perm) 0 3029 0 197 3257 0 0 1396 0 0 643 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 40 2 158 Link Speed(mph) 30 30 30 30 Link Distance(ft) 268 1310 185 143 Travel Time(s) 6.1 29.8 4.2 3.3 Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25 Adj.Flow(vph) 8 1079 211 190 570 4 111 0 265 4 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1298 0 190 574 0 0 376 0 0 4 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1,11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8 4 6 2 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split(s) 50.0 39.0 11.0 50.0 25.0 25.0 25.0 25.0 Total Split(%) 66.7% 52.0% 14.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green(s) 45.5 34.5 6.5 45.5 20.5 20.5 20.5 20.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 2016 PM PEAK-Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 1 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Lane Group EBL EBT EBR WBL IhBT W13R NBL NBT NBR SBL SBT ASSR. Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 34.6 41.2 45.7 16.2 16.2 Actuated g/C Ratio 0.49 0.58 0.64 0.23 0.23 v/c Ratio 0.87 0.77 0.27 0.85 0.03 Control Delay 24.6 36.5 6.5 34.4 21.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 24.6 36.5 6.5 34.4 21.0 LOS C D A C C Approach Delay 24.6 13.9 34.4 21.0 Approach LOS C B C C Queue Length 50th(ft) 261 36 54 92 1 Queue Length 95th(ft) 310 33 85 #226 8 Internal Link Dist(ft) 188 1230 105 63 Turn Bay Length(ft) 65 Base Capacity(vph) 1500 246 2099 517 186 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.87 0.77 0.27 0.73 0.02 Intersection Summary Area Type: Other Cycle Length:75 Actuated Cycle Length:70.9 Natural Cycle:75 Control Type:Semi Act-Uncoord Maximum v/c Ratio:0.87 Intersection Signal Delay:22.8 Intersection LOS:C Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1:Haggerty LN&E Main ST 02 3 1 0iG j t 06 ■H 08 2016 PM PEAK-Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 2 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 --► k. t Lane.Group i=CL EBT 6 :!ET I•IER SFL '5T SER Lane Configurations 41� 41. Traffic Volume(vph) 10 0 9 7 0 16 13 713 2 3 343 6 Future Volume(vph) 10 0 9 7 0 16 13 713 2 3 343 6 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.908 0.996 Fit Protected 0.976 0.984 0.999 Satd. Flow(prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Fit Permitted 0.976 0.984 0.999 Satd. Flow(perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 444 187 425 299 Travel Time(s) 10.1 4.3 9.7 6.8 Confl. Peds.(#/hr) 1 1 2 2 Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj.Flow(vph) 16 0 16 8 0 17 20 810 2 3 390 12 Shared Lane Traffic(%) Lane Group Flow(vph) 0 32 0 0 25 0 0 832 0 0 405 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free lnters6don Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period(min) 15 2016 PM PEAK-Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 3 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 --,, �- t # 4/ Lane Group EBL EB T EBR WBL 4VBT WBR NBL NBT NBR SBL SST ftR Lane Configurations 41T +T 4 4 Traffic Volume(vph) 3 863 42 2_ 863 1 10 0 7 3 0 1 Future Volume(vph) 3 863 42 2 863 1 10 0 7 3 0 1 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 0.999 0.932 0.955 Flt Protected 0.950 0.976 0.968 Satd. low(prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Flt Permitted 0.950 0.976 0.968 Satd.Flow(perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 585 1415 691 162 Travel Time(s) 13.3 32.2 15.7 3.7 Confl.Peds.(#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.38 0.93 053 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25 Adj.Flow(vph) 8 928 79 4 1015 4 12 0 12 8 0 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1015 0 4 1019 0 0 24 0 0 12 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 4 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 t ,L Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations V *T T* Traffic Volume(vph) 0 0 0 216 245 0 Future Volume(vph) 0 0 0 216 245 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd. Flow(prot) 1716 0 0 1716 1716 0 Flt Permitted Satd.Flow(perm) 1716 0 0 1716 1716 0 Link Speed(mph) 30 30 30 Link Distance(ft) 255 860 147 Travel Time(s) 5.8 19.5 3.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 0 0 235 266 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 235 266 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 17.3% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 5 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 t 1 Lane Group Y BL WBR NBT NBR SBL SBT Lane Configurations r 1� + Traffic Volume(vph) 0 41 704 35 0 352 Future Volume(vph) 0 41 704 35 0 352 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 0.994 Flt Protected Satd.Flow(prot) 0 1484 1705 0 0 1716 Flt Permitted Satd.Flow(perm) 0 1484 1705 0 0 1716 Link Speed(mph) 30 30 30 Link Distance(ft) 211 299 308 Travel Time(s) 4.8 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 45 765 38 0 383 Shared Lane Traffic(%) Lane Group Flow(vph) 0 45 803 0 0 383 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 52.5% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 6 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 —10. �-- Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations +'+ I ++ I Ir Traffic Volume(vph) 978 80 28 593 52 48 Future Volume(vph) 978 80 28 593 52 48 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 100 0 0 Storage Lanes 0 1 1 1 Taper Length(ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.989 0.850 Flt Protected 0.950 0.950 Satd.Flow(prot) 3224 0 1630 3260 1630 1458 Flt Permitted 0.950 0.950 Satd.Flow(perm) 3224 0 1630 3260 1630 1458 Link Speed(mph) 30 30 30 Link Distance(ft) 273 268 204 Travel Time(s) 6.2 6.1 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 092 Adj. Flow(vph) 1063 87 30 645 57 52 Shared Lane Traffic(%) Lane Group Flow(vph) 1150 0 30 645 57 52 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 7 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 t Lane Group EBL EBR NBL NBT S5T SBR Lane Configurations y 4 1�- Traffic Volume(vph) 48 31 24 192 214 33 Future Volume(vph) 48 31 24 192 214 33 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.947 0.982 Flt Protected 0.971 0.994 Satd.Flow(prot) 1578 0 0 1705 1685 0 Flt Permitted 0.971 0.994 Satd.Flow(perm) 1578 0 0 1705 1685 0 Link Speed(mph) 30 30 30 Link Distance(ft) 3u2 147 185 Travel Time(s) 6.9 3.3 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 52 34 26 209 233 36 Shared Lane Traffic(%) Lane Group Flow(vph) 86 0 0 235 269 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection 5urnrnary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 41.8% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 8 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 Lane Group EBL EBT EBR bVBL WB T WBR NBL NBT NBR SBL SBT SBR Lane Configurations I ti 0. 1� 01r* Traffic Volume(vph) 1 692 180 166 476 3 382 0 363 3 6 8 Future Volume(vph) 1 692 180 166 476 3 382 0 363 3 6 8 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 75 0 185 0 320 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util.Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.99 Frt 0.975 0.999 0.850 0.918 Fit Protected 0.950 0.950 0.950 0.987 Satd.Flow(prot) 1630 3178 0 1630 3256 0 1630 1439 0 0 1542 0 Fit Permitted 0.460 0.116 0.727 0.802 Satd.Flow(perm) 789 3178 0 199 3256 0 1246 1439 0 0 1253 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 35 1 279 28 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1415 273 308 185 Travel Time(s) 32.2 6.2 7.0 4.2 Confl.Peds.(#Ihr) 1 1 1 1 1 1 Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29 Adj.Flow(vph) 4 935 191 198 517 3 420 0 422 12 6 28 Shared Lane Traffic(%) Lane Group Flow(vph) 4 1126 0 198 520 0 420 422 0 0 46 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split(s) 45.0 45.0 15.0 60.0 30.0 30.0 30.0 30.0 Total Split(%) 50.0% 50.0% 16.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green(s) 40.5 40.5 10.5 55.5 25.5 25.5 25.5 25.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2016 PM PEAK-Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 9 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 --j, 4--- I ' Lane Group EBL EBT EBR WBL WBT WBR NBL N8 T NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 40.5 40.5 55.5 55.5 25.5 25.5 25.5 Actuated g/C Ratio 0.45 0.45 0.62 0.62 0.28 0.28 0.28 v/c Ratio 0.01 0.78 0.69 0.26 1.19 0.70 0.12 Control Delay 14.0 24.8 25.4 8.2 141.8 16.6 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.0 24.8 25.4 8.2 141.8 16.6 14.1 LOS B C C A F B B Approach Delay 24.8 13.0 79.0 141 Approach LOS C B E B Queue Length 50th(ft) 1 267 44 62 -291 66 7 Queue Length 95th(ft) 2 254 95 84 #470 178 33 Internal Link Dist(ft) 1335 193 228 105 Turn Bay Length(ft) 75 185 320 Base Capacity(vph) 355 1449 289 2008 353 607 375 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.78 0.69 0.26 1.19 0.70 0.12 Intersection Summary Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Natural Cycle:70 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.19 Intersection Signal Delay: 38.2 Intersection LOS:D Intersection Capacity Utilization 77.9% ICU Level of Service D Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 22: Highland BLVD&E MainrST t02 1 '_'.p04 3-f S ♦� �6 08 2016 PM PEAK-Option 3 5/27/2016 RIRO Highland Access Synchro 9 Report Page 10 a < « aa < < aa < <; a < < < a < U < uu < < mm < aDu « uU N O M -* -cr N ei 00 tD O O O O .i D) V) M tD L M ai M N N N O O O O o lD M O O O N O 7 o 0 00 O O r, O o 0 NlD O O O O O rl O O 0 0 0 C � O m 0 (NY7 O � lD O N C; O M f0 _ ` G W U C Cia C H F- te F- FL v E L F- - F- a+ F�°O lL Q QCJ LoJ •° J 1 L a J F- H v > J O - 7 O C O O O u m h s y s v bD u L M M w O O co m CD m r L O m m m m = a W Z y C tip a W Z M C ct — a a < < < < < << < u < u u a < m m a a < a << < < a a << a < a a a a N ei R n n D) O %-1 O M F, .4 O O t L 41 N .--I N O N O O O 0 0 ^ O) O O) ClO O -1 c-I O O CD N �! 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O O N N to LI) v-I r-I r-I > 0 0 0 O O O O O Q) O O O M M M O O o O O O O O O 0 0 o O O O C; O C) O O C;Ln v) l>0 N N N �--I N > IA f0 41 N U a oV 41 Y �' c a c 3 J ~O ~ ~ L te iom41 J = J JF- J J J~ C ~ F-- F- ~ O O C O g O .�°_, m 4+ U t u W L H C In u L Q m m m m O O m m m m L W Z yJ G W Z to C a _ a — = Q Q < << < < a < < < m < m a m < m < < < < < < < m m a a < a << < < a rl C O) O 00 O O O M v Qj W N r, O O O O O 41 y j o rn o 00 .-1 0 o Q) o o 0 o fn j 0 0 0 o o C) o 0 0 0 0 y o 0) o r, t0 O O O O O y - 0 0 o 0 0 041 0 0 0 0 0 0 to M u m c y a a) m G a 2 m •1 W 1 C N 14-1 F 4, + w - N0 - — -C 0 J J m J > F- F- 7 F- ~ J F- �.- F- O ° O M m 41 as aui ss <v u u vi m u in = Q m In m m ca 41 W Z N C G W 3 Z to C Q, _ a — a a a Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 } --,N. ■-- k 4Nt t W Lane Grouts EBL EBT EBR tiVBL WB1' Ut8R NBL NBT NBR SBL SBT SBR Lane Configurations *TT:, +T, 4 + Traffic Volume(vph) 2 342 83 147 806 2 62 0 60 1 0 0 Future Volume(vph) 2 342 83 147 806 2 62 0 60 1 0 0 Ideal Flow_(vphp[)_ 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1760 1750 Storage Length(ft) 0 0 65 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.971 0.999 0.922 Fit Protected 0.950 0.979 0.950 Satd.Flow(prot) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0 Fit Permitted 0.946 0.483 0.861 0.675 Satd. Flow(perm) 0 2994 0 829 3257 0 0 1362 0 0 1158 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 56 1 119 Link Speed(mph) 30 30 30 30 Link Distance(ft) 268 1310 165 143 Travel Time(s) 6.1 29.8 3.8 3.3 Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92 Adj.Flow(vph) 4 376 90 237 1089 4 79 0 107 4 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 470 0 237 1093 0 0 186 0 0 4 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8 4 6 2 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split(s) 32.4 22.6 9.8 32.4 22.6 22.6 22.6 22.6 Total Split(%) 58.9% 41.1% 17.8% 58.9% 41.1% 41.1% 41.1% 41.1% Maximum Green(s) 27.9 18.1 5.3 27.9 18.1 18.1 18.1 18.1 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Option 4-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 1 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Lana Grcup ESL ELF T EbR �6%.,BL l'.�G T V-:+BR NBL NEST KGR SGL SBT S B R Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 18.5 23.9 29.7 8.2 8.2 Actuated g/C Ratio 0.43 0.55 0.69 0.19 0.19 v/c Ratio 0.36 0.42 0.49 0.53 0.02 Control Delay 9.7 7.8 6.1 12.9 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.7 7.8 6.1 12.9 14.0 LOS A A A B B Approach Delay 9.7 6.4 12.9 14.0 Approach LOS A A B B Queue Length 50th(ft) 35 21 63 15 1 Queue Length 95th(ft) 77 38 105 56 6 Internal Link Dist(ft) 188 1230 85 63 Turn Bay Length(ft) 65 Base Capacity(vph) 1313 559 2239 651 495 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.36 0.42 0.49 0.29 0.01 Intersection Summary Area Type: Other Cycle Length:55 Actuated Cycle Length:43.2 Natural Cycle:55 Control Type: Semi Act-Uncoord Maximum v/c Ratio:0.53 Intersection Signal Delay:7.8 Intersection LOS:A Intersection Capacity Utilization 55.6% ICU Level of Service B Analysis Period(min) 15 Splits ts`and Phases: 1:HaggertyLN&E Main ST ^ 1 02 41,03 /03 '-f"04 I 4=- T= 06 08 Option 4-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 2 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 } Lane Group EBL EBT EBR V�JBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 41- Traffic Volume(vph) 5 1 14 0 0 2 5 313 24 5 635 3 Future Volume(vph) 5 1 14 0 0 2 5 313 24 5 635 3 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.925 0.865 0.991 0.999 Flt Protected 0.984 0.998 Satd. Flow(prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Fit Permitted 0.984 0.998 Satd.Flow(perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 444 188 425 299 Travel Time(s) 10.1 4.3 9.7 6.8 Confl.Peds.(#/hr) 1 1 2 2 Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj.Flow(vph) 12 4 20 0 0 2 12 340 26 5 814 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 36 0 0 2 0 0 378 0 0 823 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1,11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free lnterseclian Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period(min) 15 Option 4-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 3 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 -+ ' l` "" Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M I +T *4 +T+ Traffic Volume(vph) 4 656 27 5 734 3 30 0 3 0 0 2 Future Volume(vph) 4 656 27 5 734 3 30 0 3 0 0 2 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.992 0.999 0.979 0.865 Flt Protected 0.999 0.950 0.959 Satd.Flow(prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Flt Permitted 0.999 0.950 0.959 Satd.Flow(perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 585 1415 691 162 Travel Time(s) 13.3 32.2 15.7 3.7 Confl.Peds.(#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 050 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50 Adj.Flow(vph) 8 698 40 12 906 4 44 0 8 0 0 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 746 0 12 910 0 0 52 0 0 4 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period(min) 15 Option 4-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 4 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 t Lane Group EBL EBR NBL NB T SBT SBR -BOOR- Lane Configurations *T T* Traffic Volume(vph) 1 0 3 126 195 1 Future Volume(vph) 1 0 3 126 195 1 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 Flt Protected 0.950 0.999 Satd.Flow(prot) 1630 0 0 1714 1714 0 Flt Permitted 0.950 0.999 Satd.Flow(perm) 1630 0 0 1714 1714 0 I Link Speed(mph) 30 30 30 Link Distance(ft) 255 857 161 Travel Time(s) 5.8 19.5 3.7 r Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 1 Adj.Flow(vph) 1 0 3 137 212 1 Shared Lane Traffic(%) Lane Group Flow(vph) 1 0 0 140 213 0 Enter Blocked Intersection No No Yes Yes Yes Yes ; Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 _ Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 21.2% ICU Level of Service A Analysis Period(min) 15 Option 4-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 5 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 r' k t ► Lnn Group %AvSl- c'VBR NBT NBR 8L SBT Lane Configurations r T+ + Traffic Volume(vph) 0 32 303 17 0 643 Future Volume(vph) 0 32 303 17 0 643 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Storage Length(ft) 50 0 0 0 Storage Lanes 0 1 0 0 Taper Length (ft) 25 25 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 0.993 Fit Protected Satd.Flow(prot) 0 1484 1704 0 0 1716 Fit Permitted Satd.Flow(perm) 0 1484 1704 0 0 1716 Link Speed(mph) 30 30 30 Link Distance(ft) 185 299 308 Travel Time(s) 4.2 6.8 7.0 Peak Hour Factor 0.92 0,92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 0 35 329 18 0 699 Shared Lane Traffic(%) Lane Group Flow(vph) 0 35 347 0 0 699 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 40.1% ICU Level of Service A Analysis Period(min)15 Option 4-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 6 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 --IN. - Lane Group. EBT EBR WBL WBT NBL NBR Lane Configurations +'+ tt If Traffic Volume(vph) 416 56 0 868 0 11 Future Volume(vph) 416 56 0 868 0 11 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 100 50 0 Storage Lanes 0 0 0 1 Taper Length(ft) 25 25 Lane Util.Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.982 0.865 Fit Protected Said. Flow(prot) 3201 0 0 3260 0 1484 Fit Permitted Said, Flow(perm) 3201 0 0 3260 0 1484 Link Speed(mph) 30 30 15 Link Distance(ft) 273 268 260 Travel Time(s) 6.2 6.1 11.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 452 61 0 943 0 12 Shared Lane Traffic(%) Lane Group Flow(vph) 513 0 0 943 0 12 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 29.4% ICU Level of Service A Analysis Period(min)15 Option 4-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 7 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 4\ t Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations y 4 T+ Traffic Volume(vph) 11 26 16 111 170 60 Future Volume(vph) 11 26 16 111 170 60 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.905 0.965 Fit Protected 0.985 0.994 Satd.Flow(prot) 1529 0 0 1705 1656 0 Flt Permitted 0.985 0.994 Satd.Flow(perm) 1529 0 0 1705 1656 0 Link Speed(mph) 15 30 30 Link Distance(ft) 227 161 165 Travel Time(s) 10.3 3.7 3.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 12 28 17 121 185 65 Shared Lane Traffic(%) Lane Group Flow(vph) 40 0 0 138 250 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Wdth(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period(min) 15 Option 4-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 8 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 t .1 Lane Group EBL EB T EBR VJBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ►S ti +T I 1� 4�- Traffic Volume(vph) 0 343 264 379 486 3 205 1 129 1 0 0 Future Volume(vph) 0 343 264 379 486 3 205 1 129 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 100 0 185 0 325 0 0 0 Storage Lanes 1 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 1,00 Frt 0.929 0.998 0.854 Flt Protected 0.950 0.950 0.950 Satd. Flow(prot) 1716 3028 0 1630 3252 0 1630 1446 0 0 1630 0 Fit Permitted 0.159 0.757 0.618 Satd. Flow(perm) 1716 3028 0 273 3252 0 1297 1446 0 0 1059 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 237 3 148 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1415 273 308 185 Travel Time(s) 32.2 6.2 7.0 4.2 Confl.Peds.(#/hr) 1 1 1 1 1 1 Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 0.37 0.76 0.25 0.87 1.00 1.00 1.00 Adj.Flow(vph) 0 399 362 541 608 8 270 4 148 1 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 761 0 541 616 0 270 152 0 0 1 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1,11 1.11 1.11 Turning Speed(mph) 15 9 15 g 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split(s) 25.0 25.0 34.0 59.0 31.0 31.0 31.0 31.0 Total Split(%) 27.8% 27.8% 37.8% 65.6% 34.4% 34.4% 34.4% 34.4% Maximum Green(s) 20.5 20.5 29.5 54.5 26.5 26.5 26.5 26.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Option 4-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 9 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 1I8/26/2016 --0 --- t i Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 20.6 54.7 54.7 21.6 21.6 21.6 Actuated g/C Ratio 0.24 0.64 0.64 0.25 0.25 0.25 v/c Ratio 0.84 0.84 0.30 0.82 0.32 0.00 Control Delay 31.4 32.1 7.8 51.0 6.7 23.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.4 32.1 7.8 51.0 6.7 23.0 LOS C C A D A C Approach Delay 31.4 19.2 35.1 23.0 Approach LOS C B D C Queue Length 50th(ft) 147 218 72 136 2 0 Queue Length 95th(ft) #232 241 95 180 0 4 Internal Link Dist(ft) 1335 193 228 105 Turn Bay Length(ft) 185 325 Base Capacity(vph) 910 646 2085 404 552 330 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.84 0.84 0.30 0.67 0.28 0.00 Intersection Summary Area Type: Other Cycle Length:90 Actuated Cycle Length:85.3 Natural Cycle:70 Control Type: Semi Act-Uncoord Maximum v/c Ratio:0.84- Intersection Signal Delay:26.0 Intersection LOS: C Intersection Capacity Utilization 65.2% ICU Level of Service C Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 22:Highland BLVD&E Main ST 02 �03 "'#'04 25 s II F T 06 08 nommonw- Option 4-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 10 a ¢ a 2 ¢ << << ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ m u ¢ u u ¢ ¢ m - m ¢ LL ¢ m ¢ m o O O l!1 M CF' 00 O N ai n O O O O O N 00 00 �-. 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O 00 O O N L N Ct N N L O e�i CD e-I y > o M O E N O o O o 0 �n 0 0 0 0 000 O O O O O CD NO N O lD O O O O N O y T O 0 C) 0 0 0 0 0 O O O 'gyp ac C � W r j V 06 OJ C O1 F- i F- F- i F- ate+ F- i F- ate+ F- i F- +�• *' p F- i F- r F- i F- +�+ F- F- +�+ F- L F- +�+ 41 M O J F- f- J F- J F- FO J F- F F m > J F J F- F- J F- J F F- C ro O c � O ++ L m u v m = Oi m m m m 2 o m CO CO co GJ a "U Z vF c a w 3 z c - a Q Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 1I8/26/2016 _0 t t L�jr,e Group EBL EBT EBR WBL WBT WBR N D L I!UT HBR SBL SBT PER Lane Configurations 4M I +T 41� *T+ Traffic Volume(vph) 2 874 150 125 496 1 97 0 143 1 0 0 Future Volume(vph) 2 874 150 125 496 1 97 0 143 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 65 0 100 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 0.999 0.905 Fit Protected 0.950 0.985 0.950 Satd.Flow(prot) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0 Fit Permitted 0.952 0.109 0.899 0.366 Satd.Flow(perm) 0 3029 0 187 3257 0 0 1396 0 0 628 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow(RTOR) 37 2 144 Link Speed(mph) 30 30 30 30 Link Distance(ft) 268 1310 185 143 Travel Time(s) 6.1 29.8 4.2 3.3 Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25 Adj.Flow(vph) 8 1079 211 245 539 4 111 0 265 4 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1298 0 245 543 0 0 376 0 0 4 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8 4 6 2 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 Total Split(s) 55.0 41.0 14.0 55.0 25.0 25.0 25.0 25.0 Total Split(%) 68.8% 51.3% 17.5% 68.8% 31.3% 31.3% 31.3% 31.3% Maximum Green(s) 50.5 36.5 9.5 50.5 20.5 20.5 20.5 20.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 2016 PM PEAK-Option 4 5/27/2016 RIRO Highland&Main Synchro 9 Report Page 1 Lanes, Volumes, Timings T. Cypress ST & E Main ST 8/26/2016 t ,t1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *TT I +T 4 *T+ Traffic Volume(vph) 3 863 42 2 863 1 10 0 7 3 0 1 Future Volume(vph) 3 863 42 2 863 1 10 0 7 3 0 1 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 095 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 0.999 0.932 0.955 Fit Protected 0.950 0.976 0.968 Satd.Flow(prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 Q Fit Permitted 0.950 0.976 0.968 Satd.Flow(perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 585 1415 691 162 Travel Time(s) 13.3 32.2 15.7 3.7 Confl.Peds.(#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25 Adj.Flow(vph) 8 928 79 4 1015 4 12 0 12 8 0 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1015 0 4 1019 0 0 24 0 0 12 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop fitters-erlion Summary A Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 41,2% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 4 5/27/2016 RIRO Highland&Main Synchro 9 Report Page 4 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 t 4 Lane Group EBL EBR NBL NBT S8T SBR Lane Configurations y 4 1 Traffic Volume(vph) 0 0 0 216 257 0 Future Volume(vph) 0 0 0 216 257 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Fit Protected Satd.Flow(prot) 1716 0 0 1716 1716 0 Fit Permitted Satd.Flow(perm) 1716 0 0 1716 1716 0 Link Speed(mph) 30 30 30 Link Distance(ft) 255 860 147 Travel Time(s) 5.8 19.5 3.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 0 0 235 279 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 235 279 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 18.0% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 4 5/27/2016 RIRO Highland&Main Synchro 9 Report Page 5 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 t Lane Group WBL WBR NB T NBR SBL SB T Lane Configurations r 1, + Traffic Volume(vph) 0 82 704 35 0 341 Future Volume(vph) 0 82 704 35 0 341 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.865 0.994 Fit Protected Satd.Flow(prot) 0 1484 1705 0 0 1716 Fit Permitted Satd.Flow(perm) 0 1484 1705 0 0 1716 Link Speed(mph) 30 30 30 Link Distance(ft) 211 299 308 Travel Time(s) 4.8 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj, Flow(vph) 0 89 765 38 0 371 Shared Lane Traffic(%) Lane Group Flow(vph) 0 89 803 0 0 371 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 0 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 9 15 Sign Control Stop Free Free intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 4 5/27/2016 RIRO Highland&Main Synchro 9 Report Page 6 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 EBR WBL WBT NBL NBR Lane Configurations ++ Ir Traffic Volume(vph) 978 80 0 593 0 48 Future Volume(vph) 978 80 0 593 0 48 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 100 0 0 Storage Lanes 0 0 0 1 Taper Length(ft) 25 25 Lane Util.Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.989 0.865 Fit Protected Satd. Flow(prot) 3224 0 0 3260 0 1484 Flt Permitted Satd.Flow(perm) 3224 0 0 3260 0 1484 Link Speed(mph) 30 30 30 Link Distance(ft) 273 268 204 Travel Time(s) 6.2 6.1 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 1063 87 0 645 0 52 Shared Lane Traffic(%) Lane Group Flow(vph) 1150 0 0 645 0 52 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 4 5/27/2016 RIRO Highland&Main Synchro 9 Report Page 7 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 t Lane Group EBL EBR NBL NB T SBT SBR Lane Configurations V *T 11�- Traffic Volume(vph) 48 43 24 192 214 61 Future Volume(vph) 48 43 24 192 214 61 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.936 0.970 Fit Protected 0.974 0.994 Satd.Flow(prot) 1564 0 0 1705 1664 0 Fit Permitted 0.974 0.994 Satd.Flow(perm) 1564 0 0 1705 1664 0 Link Speed(mph) 30 30 30 Link Distance(ft) 302 147 185 Travel Time(s) 6.9 3.3 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 52 47 26 209 233 66 Shared Lane Traffic(%) Lane Group Flow(vph) 99 0 0 235 299 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignaiized Intersection Capacity Utilization 44.4% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 4 5/27/2016 RIRO Highland&Main Synchro 9 Report Page 8 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 18/26/2016 _I, -i t # Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 +T ti 1� 4 Traffic Volume(vph) 1 692 180 155 435 3 423 0 363 3 6 8 Future Volume(vph) 1 692 180 155 435 3 423 0 363 3 6 8 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 75 0 185 0 320 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.99 Frt 0.975 0.999 0.850 0.918 Fit Protected 0.950 0.950 0.950 0.987 Satd.Flow(prot) 1630 3178 0 1630 3256 0 1630 1439 0 0 1542 0 Fit Permitted 0.480 0.116 0.727 0.802 Satd.Flow(perm) 824 3178 0 199 3256 0 1246 1439 0 0 1253 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 35 1 279 28 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1415 273 308 185 Travel Time(s) 32.2 6.2 7.0 4.2 Confl.Peds.(#/hr) 1 1 1 1 1 1 Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29 Adj.Flow(vph) 4 935 191 185 473 3 465 0 422 12 6 28 Shared Lane Traffic(%) Lane Group Flow(vph) 4 1126 0 185 476 0 465 422 0 0 46 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 22.5 "total Split(s) 45.0 45.0 15.0 60.0 30.0 30.0 30.0 30.0 Total Split(%) 50.0% 50.0% 16.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green(s) 40.5 40.5 10.5 55.5 25.5 25.5 25.5 25.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2016 PM PEAK-Option 4 5/27/2016 RIRO Highland&Main Synchro 9 Report Page 9 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 * Lane Group EBL EBT EBR WBL b%S i WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 40.5 40.5 55.5 55.5 25.5 25.5 25.5 Actuated g/C Ratio 0.45 0.45 0.62 0.62 0.28 0.28 0.28 v/c Ratio 0.01 0.78 0.64 0.24 1.32 0.70 0.12 Control Delay 14.0 24.8 22.2 8.1 191.4 16.6 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.0 24.8 22.2 8.1 191.4 16.6 14.1 LOS B C C A F B B Approach Delay 24.8 12.0 108.2 14.1 Approach LOS C B F B Queue Length 50th(ft) 1 267 40 56 -345 66 7 Queue Length 95th(ft) 2 254 86 77 #530 178 33 Internal Link Dist(ft) 1335 193 228 105 Turn Bay Length(ft) 75 185 320 Base Capacity(vph) 370 1449 289 2008 353 607 375 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 078 0.64 0.24 1.32 0.70 012 I n-WINIVI&Intarp Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Natural Cycle:80 Control Type:Semi Act-Uncoord Maximum v/c Ratio: 1.32 Intersection Signal Delay:48.7 Intersection LOS: D Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Spiit�i and Phases: 22: Highland BLVD&E Main ST t02 f'-03 -Ob4 30s +55 4Ss I .� T 06 o8 2016 PM PEAK-Option 4 5/27/2016 RIRO Highland&Main Synchro 9 Report Page 10 a a a a a a a a a a a a a a a a a a u a v u a a m a a o a u a u u All � O In m m o m �c o 00 �c 0 0 00 v = 00 00 o Ln Ln t W t N ai N N L 0) q j o 0 0 0 0 m o O m y j O o 0 r" -1 o m o o q o y � 00o 000 moo 000 c � o - 6 mro a� � o oNo m ru m W 3 c 06 , u N 4 1- i H F- L H +�+ F- L H +�+ I- i H 1 a' i H ate+ I- i H +�+ H i H- C Cl J L OC Q Q J ..0 a' p J ..0 D' Q O Q J .0 d' Q Q J O ~ ~ ~ ~ ~ ~ ~ ~ C 3 ° ~ ~ ~ ~ ~ ~ ~ ~ C t' ti m u m u ` @ csi m = O W m Z Vf *'' '_ W m Z Vf 4' a 3 C a0 3 = - a a a a a a a a u a u u a a m m a m a m m a a a a a a a a a a a a a N ati Q r� n N O O O Ol .�. O 0 n eq 0 p O ai O O e4 ei i y j '! 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Haggerty LN & E Main ST 8/26/2016 } --0. ■- AQ 4% t # Lane Group EBL EBT EBR VVBL WBT WBR NBL N37 NBR SBL. SBT SBR Lane Configurations 41� t k 4 *T+ Traffic Volume(vph) 2 342 83 136 817 2 62 0 60 1 0 0 Future Volume(vph) 2 342 83 136 817 2 62 0 60 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 65 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.971 0.999 0.922 Flt Protected 0.950 0.979 0.950 Satd. Flow(prot) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0 Flt Permitted 0.946 0.483 0.861 0.674 Satd. Flow(perm) 0 2994 0 829 3257 0 0 1362 0 0 1156 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 57 1 119 Link Speed(mph) 30 30 30 30 Link Distance(ft) 268 1310 165 143 Travel Time(s) 6.1 29.8 3.8 3.3 Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92 Adj.Flow(vph) 4 376 90 219 1104 4 79 0 107 4 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 470 0 219 1108 0 0 186 0 0 4 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8 4 6 2 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 Total Split(s) 32.5 23.0 9.5 32.5 22.5 22.5 22.5 22.5 Total Split(%) 59.1% 41.8% 17.3% 59.1% 40.9% 40.9% 40.9% 40.9% Maximum Green(s) 28.0 18.5 5.0 28.0 18.0 18.0 18.0 18.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Option 5-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 1 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST # 8/26/2016 --1' ■-- I 41 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Mash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 18.9 24.0 29.9 8.2 8.2 Actuated g/C Ratio 0.44 0.55 0.69 0.19 0.19 vlc Ratio 0.35 0.40 0.49 0.53 0.02 Control Delay 9.4 7.5 6.1 13.0 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.4 7.5 6.1 13.0 14.0 LOS A A A B B Approach Delay 9.4 6.4 13.0 14.0 Approach LOS A A B B Queue Length 50th(ft) 35 19 64 15 1 Queue Length 95th(ft) 76 35 107 56 6 Internal Link Dist(ft) 188 1230 85 63 Turn Bay Length(ft) 65 Base Capacity(vph) 1338 553 2241 646 490 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.35 0.40 0.49 0.29 0.01 Intersection Summary Area Type: Other Cycle Length:55 Actuated Cycle Length:43.4 Natural Cycle:55 Control Type:Semi Act-Uncoord Maximum v/c Ratio:0.53 Intersection Signal Delay:7.7 Intersection LOS:A Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period(min) 15 Splits and Phases: 1: Haggerty LN&E Main ST `02 i�-03 - 4 s 06 08 Option 5-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 2 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + 4- + *T* Traffic Volume(vph) 5 1 14 0 0 2 5 313 24 5 652 3 Future Volume(vph) 5 1 14 0 0 2 5 313 24 5 652 3 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.925 0.865 0.991 0.999 Fit Protected 0.984 0.998 Said.Flow(prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Fit Permitted 0.984 0.998 Satd.Flow(perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 444 188 425 299 Travel Time(s) 10.1 4.3 9.7 6.8 Confl.Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj.Flow(vph) 12 4 20 0 0 2 12 340 26 5 836 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 36 0 0 2 0 0 378 0 0 845 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period(min)15 Option 5-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 3 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *T'p +T* *, Traffic Volume(vph) 4 656 27 5 734 3 30 0 3 0 0 2 Future Volume(vph) 4 656 27 5 734 3 30 0 3 0 0 2 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.992 0.999 0.979 0.865 Fit Protected 0.999 0.950 0.959 Satd.Flow(prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Fit Permitted 0.999 0.950 0.959 Satd.Flow(perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 585 1415 691 162 Travel Time(s) 13.3 32.2 15.7 3.7 Confl.Peds.(#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50 Adj.Flow(vph) 8 698 40 12 906 4 44 0 8 0 0 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 746 0 12 910 0 0 52 0 0 4 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period(min) 15 Option 5-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 4 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 - t 1 Lane Group EDL EBK'`N&- BT z�51- SSR Lane Configurations V 4 T, Traffic Volume(vph) 1 0 3 126 178 1 Future Volume(vph) 1 0 3 126 178 1 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 Flt Protected 0.950 0.999 Satd.Flow(prot) 1630 0 0 1714 1714 0 Flt Permitted 0.950 0.999 Satd.Flow(perm) 1630 0 0 1714 1714 0 Link Speed(mph) 30 30 30 Link Distance(ft) 255 857 161 Travel Time(s) 5.8 19.5 3.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 1 0 3 137 193 1 Shared Lane Traffic(%) Lane Group Flow(vph) 1 0 0 140 194 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Suniwary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 20.2% ICU Level of Service A Analysis Period(min) 15 Option 5-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 5 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 t Lane Group WBL VVBR NBT NBR SBL SBT Lane Configurations I r 1� + Traffic Volume(vph) 17 32 303 17 0 643 Future Volume(vph) 17 32 303 17 0 643 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 50 0 0 0 Storage Lanes 1 1 0 0 Taper Length(ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.993 At Protected 0.950 Satd. Flow(prot) 1630 1458 1704 0 0 1716 Flt Permitted 0.950 Satd. Flow(perm) 1630 1458 1704 0 0 1716 Link Speed(mph) 30 30 30 Link Distance(ft) 185 299 308 Travel Time(s) 4.2 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 18 35 329 18 0 699 Shared Lane Traffic(%) Lane Group Flow(vph) 18 35 347 0 0 699 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 46.7% ICU Level of Service A Analysis Period(min) 15 Option 5-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 6 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 --io. 4-- Lane Group EBT EBR INBL WBT NBL NBR Lane Configurations +T* I ft rr Traffic Volume(vph) 416 56 11 868 0 11 Future Volume(vph) 416 56 11 868 0 11 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 100 50 0 Storage Lanes 0 1 0 1 Taper Length(ft) 25 25 Lane Util.Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.982 0.865 Fit Protected 0.950 Satd.Flow(prot) 3201 0 1630 3260 0 1484 Fit Permitted 0.950 Satd. Flow(perm) 3201 0 1630 3260 0 1484 Link Speed(mph) 30 30 15 Link Distance(ft) 273 268 260 Travel Time(s) 6.2 6.1 11.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 452 61 12 943 0 12 Shared Lane Traffic(%) Lane Group Flow(vph) 513 0 12 943 0 12 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 29.4% ICU Level of Service A Analysis Period(min)15 Option 5-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 7 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 t 1 Lane Group EBL EBR NBl_ NBT SBT SBR Lane Configurations V 4 1 Traffic Volume(vph) 11 9 16 111 170 49 Future Volume(vph) 11 9 16 111 170 49 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.939 0.970 Flt Protected 0.973 0.994 Satd.Flow(prot) 1568 0 0 1705 1664 0 Flt Permitted 0.973 0.994 Satd.Flow(perm) 1568 0 0 1705 1664 0 Link Speed(mph) 15 30 30 Link Distance(ft) 227 161 165 Travel Time(s) 10.3 3.7 3.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 12 10 17 121 185 53 Shared Lane Traffic(%) Lane Group Flow(vph) 22 0 0 138 238 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summmy Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period(min) 15 Option 5-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 8 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 '- t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I Tll� tip* I T 41- Traffic Volume(vph) 0 343 264 379 486 3 205 1 129 1 0 0 Future Volume(vph) 0 343 264 379 486 3 205 1 129 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 100 0 185 0 325 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util,Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 1 Z Frt 0.929 0.998 0.854 Fit Protected 0.950 0.950 0.950 Satd.Flow(prot) 1716 3028 0 1630 3252 0 1630 1446 0 0 1630 0 Fit Permitted 0.148 0.757 0.609 Satd. Flow(perm) 1716 3028 0 254 3252 0 1297 1446 0 0 1044 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 244 3 148 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1415 273 308 185 Travel Time(s) 32.2 6.2 7.0 4.2 Confl.Peds.(#/hr) 1 1 1 1 1 1 Peak Hour Factor 1.00 0.86 0.73 070 0.80 037 0.76 0.25 0.87 1.00 1.00 1.00 Adj.Flow(vph) 0 399 362 541 608 8 270 4 148 1 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 761 0 541 616 0 270 152 0 0 1 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5 Total Split(s) 27.0 27.0 35.0 62.0 28.0 28.0 28.0 28.0 Total Split(%) 30.0% 30.0% 38.9% 68.9% 31.1% 31.1% 31.1% 31.1% Maximum Green(s) 22.5 22.5 30.5 57.5 23.5 23.5 23.5 23.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Option 5-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 9 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST II 8/26/2016 -11 --► --* f, t t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 22.5 57.6 57.6 21.1 21.1 21.1 Actuated g/C Ratio 0.26 0.66 0.66 0.24 0.24 0.24 v/c Ratio 0.79 0.84 0.29 0.87 0.33 0.00 Control Delay 28.0 32.3 7.1 59.4 7.3 25.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.0 32.3 7.1 59.4 7.3 25.0 LOS C C A E A C Approach Delay 28.0 18.9 40.6 25.0 Approach LOS C B D C Queue Length 50th(ft) 147 230 73 143 2 0 Queue Length 95th(ft) 202 235 85 190 0 4 Internal Link Dist(ft) 1335 193 228 105 Turn Bay Length(ft) 185 325 Base Capacity(vph) 959 646 2136 347 496 280 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.79 0.84 029 0.78 0.31 0.00 Intersection Summary Area Type: Other Cycle Length:90 Actuated Cycle Length:87.7 Natural Cycle:70 Control Type: Semi Act-Uncoord Maximum v/c Ratio:0.87 Intersection Signal Delay:25.8 Intersection LOS: C Intersection Capacity Utilization 65.2% ICU Level of Service C Analysis Period(min) 15 Splits and Phases: 22: Highland BLVD&E Main ST ,ai =o6 08 Option 5-2016 AM PEAK 5/27/2016 2016 AM PEAK Synchro 9 Report Page 10 d a Q Q Q Q d a d d d d d Q Q Q Q M u Q u U d Q M LL m d LL Q M Q m o O O N M OR O N rl n O O O 00 (U N OO -:r 00 �. .0 ci t N ai O a-I c7 C _> O O O O co O It O O N p *' a) 0 00 -O N c--1 O V W -O O i1 0 0 0 0 O O O O O O O O O C > N O N ao O M - o O O ++ C � W C) 06 C 06cc 41 J O ~ ~' J ~ ~ J ~ ~ J ~ ~ > J ~ � J ~ � J ~ J F- ~ ~ O O O r m O u u a U N = O` m m m m t O m m m m Ol Q W Z N C OO 121 W 3 Z V1 C Qa Q Q Q Q m Q Q Q U Q u U V Q u U d m Q m m Q Q <S Q N N O M O O N O N ^ O ^ N o N O O O N O O O O O LA0 0 0 � o o � O 0r-I O � N O r" O O o O ri O O O O C y @ u C W C C Ol _ _ H ac ate+ H F- ate+ H F- +�+ H " I- +�+ +' J H L I- +�+ H F- +�+ e) m O7 N J L p[ O J L O J L OC O .J L O O w J L � O J L cc O J L w O J L oC 0 O H g° f- H- c mF- N oa o_ in V f0 r ` w CL �n U rn V O` m m m m � O co m m m N d a W Z N C a w Z �n ,n Q Qa — o U Q U U u Q U U d d Q Q d d d d Q Q d d d Q d d d Q d d d d d Q d d i v O l0 In ai M .^�. O n O ai d ,C N N O O ei O O CI1 O O Q N _ 41 N > o 0 0 1D o 1p Lr! Ln o j o 0 0 00 0 0 0 o r` o 0 0 H N O N N O N O O O O O o 0 0 o CT) O O O O Ol O CD N fO O1 U 41 U Q 06 C w v c d> H i H r H H r F- L H r *' +' F H r F- H r I- H ++ F i F- aR+ r ; J �' J �' J OC J O 0 N ; J L �' O J L �' O J L oG O J L 0' O O f- C C O m L O 2 O +1 U f0 ` W U f0 oO a. ?� Z LA r m m O m co w a, c cl W 3 Z Ln s a _ a _ d U Q U o d d m U Q U U d Q Q Q v Q v U Q Q Q Q Q d Q Q d 00 a! O O N O N Orn O �O r N H N N S O O 14.0 y j o 00 O o 0 0 0 0 0 0 ,n j o 0 0 o °° 00 0 0 0 0 r � O � O m l0 O O O O N O W - 0 0 0 N o � 66 O O O O f0 u c m 'moo ac � a W. c d r N p9 Ei 4.1 J I f � H ++ m ~ J HJH J +O�+ J O r0 -O O F- F- O O ms M � u = O` m m m m +w T O m m m Op N cl W Z M C ci W Z C a a Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *T"T# I +T, 4 Traffic Volume(vph) 2 874 150 97 524 1 97 0 143 1 0 0 Future Volume(vph) 2 874 150 97 524 1 97 0 143 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 65 0 100 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Fri: 0.976 0.999 0.905 Fit Protected 0.950 0.985 0.950 Satd. Flow(prot) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0 Fit Permitted 0.952 0.117 0.899 0.361 Satd.Flow(perm) 0 3029 0 201 3257 0 0 1396 0 0 619 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 41 2 142 Link Speed(mph) 30 30 30 30 Link Distance(ft) 268 1310 185 143 Travel Time(s) 6.1 29.8 4.2 3.3 Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 0.25 0.87 0.92 0.54 0.25 0.92 0.25 Adj.Flow(vph) 8 1079 211 190 570 4 111 0 265 4 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1298 0 190 574 0 0 376 0 0 4 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8 4 6 2 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 Total Split(s) 56.0 45.0 11.0 56.0 24.0 24.0 24.0 24.0 Total Split(%) 70.0% 56.3% 13.8% 70.0% 30.0% 30.0% 30.0% 30.0% Maximum Green(s) 51.5 40.5 6.5 51.5 19.5 19.5 19.5 19.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 1 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST I 8/26/2016 ---I --I. t # 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 40.6 47.1 51.6 17.3 17.3 Actuated g/C Ratio 0.52 0.60 0.66 0.22 0.22 v/c Ratio 0.81 0.79 0.27 0.90 0.03 Control Delay 20.8 37.4 6.1 44.0 24.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 20.8 37.4 6.1 44.0 24.0 LOS C D A D C Approach Delay 20.8 13.9 44.0 24.0 Approach LOS C B D C Queue Length 50th(ft) 267 36 56 113 2 Queue Length 95th(ft) 297 31 80 #267 9 Internal Link Dist(ft) 188 1230 105 63 Turn Bay Length(ft) 65 Base Capacity(vph) 1597 241 2158 456 155 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.81 0.79 &27 0.82 0.03 Intersection Summary Area Type: Other Cycle Length:80 Actuated Cycle Length:77.9 Natural Cycle:80 Control Type:Semi Act-Uncoord Maximum v/c Ratio:0.90 Intersection Signal Delay:22.2 Intersection LOS:C Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Haggerty LN&E Main ST t02 • ss3 -1110-! 06 „g 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 2 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 1I8/26/2016 Lane Group EBL EBT EBR WBL WBT yVBR NBL NBT NBR SBL SBT SBR Lane Configurations 41� 41- 4 41- Traffic Volume(vph) 10 0 9 7 0 16 13 713 2 3 352 6 Future Volume(vph) 10 0 9 7 0 16 13 713 2 3 352 6 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.908 0.996 Fit Protected 0.976 0.984 0.999 Satd. Flow(prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Fit Permitted 0.976 0.984 0.999 Satd. Flow(perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 444 187 425 299 Travel Time(s) 10.1 4.3 9.7 6.8 Confl. Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj.Flow(vph) 16 0 16 8 0 17 20 810 2 3 400 12 Shared Lane Traffic(%) Lane Group Flow(vph) 0 32 0 0 25 0 0 832 0 0 415 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 3 Lanes, Volumes, Timings 7: Cypress ST & E Main ST II 8/26/2016 --,, *-- t t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SOO Lane Configurations #TT, +T, 4, 4, Traffic Volume(vph) 3 863 42 2 863 1 10 0 7 3 0 1 Future Volume(vph) 3 863 42 2 863 1 10 0 7 3 0 1 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util,Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 0.999 0.932 0.955 Flt Protected 0.950 0.976 0.968 Satd.Flow(prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Flt Permitted 0.950 0.976 0.968 Satd.Flow(perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 585 1415 691 162 Travel Time(s) 13.3 32.2 15.7 3.7 Confl.Peds.(#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25 Adj.Flow(vph) 8 928 79 4 1015 4 12 0 12 8 0 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1015 0 4 1019 0 0 24 0 0 12 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Inh!kse^tion Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 41,2% ICU Level of Service A Analysis Period(min)15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 4 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 t 4 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations y 4 11�- Traffic Volume(vph) 0 0 0 216 237 0 Future Volume(vph) 0 0 0 216 237 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Fit Protected Satd.Flow(prot) 1716 0 0 1716 1716 0 Fit Permitted Said.Flow(perm) 1716 0 0 1716 1716 0 Link Speed(mph) 30 30 30 Link Distance(ft) 255 860 147 Travel Time(s) 5.8 19.5 3.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 0 0 0 235 258 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 235 258 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 16.9% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 5 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 t Lane Group WEL WBR NBT NBR SBL SBT Lane Configurations I r 1� Traffic Volume(vph) 20 82 704 35 0 341 Future Volume(vph) 20 82 704 35 0 341 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.994 Flt Protected 0.950 Satd.Flow(prot) 1630 1458 1705 0 0 1716 Flt Permitted 0.950 Satd.Flow(perm) 1630 1458 1705 0 0 1716 Link Speed(mph) 30 30 30 Link Distance(ft) 211 299 308 Travel Time(s) 4.8 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 22 89 765 38 0 371 Shared Lane Traffic(%) Lane Group Flow(vph) 22 89 803 0 0 371 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 9 15 Sign Control Stop Free Free Inteisestlon Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 6 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations +T* tt If Traffic Volume(vph) 978 80 28 593 0 48 Future Volume(vph) 978 80 28 593 0 48 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 100 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 Lane Util.Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.989 0.865 It Protected 0.950 Satd.Flow(prot) 3224 0 1630 3260 0 1484 It Permitted 0.950 Satd. Flow(perm) 3224 0 1630 3260 0 1484 Link Speed(mph) 30 30 30 Link Distance(ft) 273 268 204 Travel Time(s) 6.2 6.1 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 1063 87 30 645 0 52 Shared Lane Traffic(%) Lane Group Flow(vph) 1150 0 30 645 0 52 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 7 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations V 4 U Traffic Volume(vph) 48 23 24 192 214 33 Future Volume(vph) 48 23 24 192 214 33 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.956 0.982 Flt Protected 0.967 0.994 Satd.Flow(prot) 1586 0 0 1705 1685 0 Flt Permitted 0.967 0.994 Satd.Flow(perm) 1586 0 0 1705 1685 0 Link Speed(mph) 30 30 30 Link Distance(ft) 302 147 185 Travel Time(s) 6.9 3.3 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 52 25 26 209 233 36 Shared Lane Traffic(%) Lane Group Flow(vph) 77 0 0 235 269 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 8 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 1I8/26/2016 -11 _1' 4- t t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 0 ►tj +T T 41. Traffic Volume(vph) 1 692 180 155 435 3 423 0 363 3 6 8 Future Volume(vph) 1 692 180 155 435 3 423 0 363 3 6 8 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 75 0 185 0 320 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.99 Frt 0.975 0.999 0.850 0.918 Flt Protected 0.950 0.950 0.950 0.987 Satd. Flow(prot) 1630 3178 0 1630 3256 0 1630 1439 0 0 1542 0 Flt Permitted 0.480 0.116 0.727 0.802 Satd.Flow(perm) 824 3178 0 199 3256 0 1246 1439 0 0 1253 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 35 1 279 28 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1415 273 308 185 Travel Time(s) 32.2 6.2 7.0 4.2 Confl.Peds.(#/hr) 1 1 1 1 1 1 Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29 Adj.Flow(vph) 4 935 191 185 473 3 465 0 422 12 6 28 Shared Lane Traffic(%) Lane Group Flow(vph) 4 1126 0 185 476 0 465 422 0 0 46 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5 Total Split(s) 45.0 45.0 15.0 60.0 30.0 30.0 30.0 30.0 Total Split(%) 50.0% 50.0% 16.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green(s) 40.5 40.5 10.5 55.5 25.5 25.5 25.5 25.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 9 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 - 4- *-- 4N t 1 Lane Group E6L EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRI Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 40.5 40.5 55.5 55.5 25.5 25.5 25.5 Actuated g/C Ratio 0.45 0.45 0.62 0.62 0.28 0.28 0.28 v/c Ratio 0.01 0.78 0.64 0.24 1.32 0.70 0.12 Control Delay 14.0 24.8 22.2 8.1 191.4 16.6 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.0 24.8 22.2 8.1 191.4 16.6 14.1 LOS B C C A F B B Approach Delay 24.8 12.0 108.2 14.1 Approach LOS C B F B Queue Length 50th(ft) 1 267 40 56 -345 66 7 Queue Length 95th(ft) 2 254 86 77 #530 178 33 Internal Link Dist(ft) 1335 193 228 105 Turn Bay Length(1) 75 185 320 Base Capacity(vph) 370 1449 289 2008 353 607 375 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 001 0,78 0.64 0.24 1.32 070 0.12 Intersection Summary Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Natural Cycle:90 Control Type:Semi Act-Uncoord Maximum v/c Ratio: 1.32 Intersection Signal Delay:48.7 Intersection LOS: D Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period(min) 15 - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 22:Highland BLVD&E Main ST �'1 02 �o3 --0`394 1 �H T p6 08 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 10 a a a a a a a a a a a a a a a a a a U a U U a a m U a a U a o a o m ei O M M ri 01 M M O W l0 O O 00 d ` N cf1 ui 1� 01 y r N .-1 N �--I O O 0 0 0 LO ri O O M j 017� 0 N O f\ Ufl O O O O Y lD O O O O O M O O O O O C O N O N Vl O m 00 O O m 0 M cC f0 W 3 U � Y Y -13 ca C01 — — m a w C F- F- Y F- F- Y Y F F- Y +' to E I . F- Y F- L F- Y F- s F- Y Y 41 C (U J L d' Q J L 0C p J L Q J L p O > N J L p J L Q J L p J L p 0 J O ~ ~ ~ F.- ~ F- ~ ~ C 7 O ~ ~ ~ ~ ~ ~ ~ ~ C > O O O t ++ m CC L O C u vOi CC L IO (Q L = G W 3 co cm/1 C bO co a w � Z � C I — a a a a a a a a U a U U a a m m a m a m m a a a a a a a a a a a a a o a-I 00 t s N a--I N O N O O . O 0 0 ^ ) N O N O O O -1 O O O O O 0 00 m O O O 0 0 ci N � O O O O O �4 O o 0 0 M C y m G u G 06 c6 WcoYv CC C L F- F" Y F- L L ' C JC C F- J L ' J L F- Yp O = rpO ClJL O pJF- F- ~ ~ ~ ~ p w O ~ ~ ~ ~ ~ C 2 N O O j N m L {d gn a U ` m >a` O m m m m r O m m m m Z U G Lu 3 Z Vf C G W 3 Z Ln C C1 O. Q a a Q U U U U a a m m a a a a a a a a a a a a a a a a a a a a a a a a a a If1 N lA e-1 O O 01 O rl N 0 O O .-I O O G1 0 0 a y rqL Lr) N Ln Ln 00 N N V1 Ln -1 c-I IH 0 0 0 If'f O O O O 01 O co > In > N N N 0 0 � O O O O O O 0 0 0 00 O O O O 0) 0 0 0 > m 4. 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WBT WBR NBL NBT NBR SBL SET SBR Lane Configurations *TT, I +T *T+ 4 Traffic Volume(vph) 2 342 83 136 817 2 62 0 60 1 0 0 Future Volume(vph) 2 342 83 136 817 2 62 0 60 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 65 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.971 0.999 0.922 Flt Protected 0.950 0.979 0.950 Satd. Flow(prot) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0 Flt Permitted 0.946 0.483 0.861 0.674 Satd.Flow(perm) 0 2994 0 829 3257 0 0 1362 0 0 1156 0 Right Turn on Red Yes Yes Yes Yes Satd, Flow(RTOR) 57 1 119 Link Speed(mph) 30 30 30 30 Link Distance(ft) 268 1310 165 143 Travel Time(s) 6.1 29.8 3.8 3.3 Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92 Adj.Flow(vph) 4 376 90 219 1104 4 79 0 107 4 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 470 0 219 1108 0 0 186 0 0 4 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1,11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA D.Pm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8 4 6 2 Detector Phase 8 4 3 8 6 2 2 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 Total Split(s) 32.5 23.0 9.5 32.5 22.5 22.5 22.5 22.5 Total Split(%) 59.1% 41.8% 17.3% 59.1% 40.9% 40.9% 40.9% 40.9% Maximum Green(s) 28.0 18.5 5.0 28.0 18.0 18.0 18.0 18.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Option 5-2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 1 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST # 18/26/2016 --s' `v *-` I # Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 18.9 24.0 29.9 8.2 8.2 Actuated g/C Ratio 0.44 0.55 0.69 0.19 0.19 v/c Ratio 0.35 0.40 0.49 0.53 0.02 Control Delay 9.4 7.5 6.1 13.0 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 9.4 7.5 6.1 13.0 14.0 LOS A A A B B Approach Delay 9.4 6.4 13.0 14.0 Approach LOS A A B B Queue Length 50th(ft) 35 19 64 15 1 Queue Length 95th(ft) 76 35 107 56 6 Internal Link Dist(ft) 188 1230 85 63 Turn Bay Length(ft) 65 Base Capacity(vph) 1338 553 2241 646 490 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.35 0.40 0.49 0.29 0.01 Intersection Summary Area Type: Other Cycle Length:55 Actuated Cycle Length:43.4 Natural Cycle:55 Control Type:Semi Act-Uncoord Maximum v/c Ratio:0.53 Intersection Signal Delay:7.7 Intersection LOS:A Intersection Capacity Utilization 55.9% ICU Level of Service B Analysis Period(min) 15 Splits and Phases: 1: Haggerty LN&E Main ST r� t02 • 03 - s } � .� ■ o6 08 .� 5c S$ Option 5-2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 2 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 Lane Group EBL EBT EBR WBL WB T VVBR NBL NBT NBR SBI_ SBT SBR Lane Configurations 4 41- *4 41� Traffic Volume(vph) 5 1 14 0 0 2 5 313 24 5 652 3 Future Volume(vph) 5 1 14 0 0 2 5 313 24 5 652 3 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.925 0.865 0.991 0.999 Flt Protected 0.984 0.998 Satd. Flow(prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Flt Permitted 0.984 0.998 Satd. Flow(perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 444 188 425 299 Travel Time(s) 10.1 4.3 9.7 6.8 Confl. Peds.(#/hr) 1 1 2 2 Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj.Flow(vph) 12 4 20 0 0 2 12 340 26 5 836 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 36 0 0 2 0 0 378 0 0 845 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 Sign Control Stop Stop Free Free Intersection Sunirnary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period(min)15 Option 5-2016 AM PEAK 5/2 712 0 1 6 Double NB LT at Highland and Main Synchro 9 Report Page 3 Lanes, Volumes, Timings 7: Cypress ST & E Main ST * 8/26/2016 t I 1 w 41 roue EEL EET EPf ',EL V ST V',�f P NBL N13T t;ER SPL =BT SBR Lane Configurations 4T* t'F, 4 4 Traffic Volume(vph) 4 656 27 5 734 3 30 0 3 0 0 2 Future Volume(vph) 4 656 27 5 734 3 30 0 3 0 0 2 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.992 0.999 0.979 0.865 Flt Protected 0.999 0.950 0.959 Satd.Flow(prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 At Permitted 0.999 0.950 0.959 Satd.Flow(perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 585 1415 691 162 Travel Time(s) 13.3 32.2 15.7 3.7 Confl.Peds.(#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50 Adj. Flow(vph) 8 698 40 12 906 4 44 0 8 0 0 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 746 0 12 910 0 0 52 0 0 4 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1,11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 39,8% ICU Level of Service A Analysis Period(min) 15 Option 5-2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 4 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 t Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations V 4 T, Traffic Volume(vph) 1 0 3 126 178 1 Future Volume(vph) 1 0 3 126 178 1 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 Flt Protected 0.950 0.999 Satd.Flow(prot) 1630 0 0 1714 1714 0 Flt Permitted 0.950 0.999 Satd.Flow(perm) 1630 0 0 1714 1714 0 Link Speed(mph) 30 30 30 Link Distance(ft) 255 857 161 Travel Time(s) 5.8 19.5 3.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 1 0 3 137 193 1 Shared Lane Traffic(%) Lane Group Flow(vph) 1 0 0 140 194 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 20.2% ICU Level of Service A Analysis Period(min) 15 Option 5-2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 5 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 t 4 Lane Group WBL WBR NBT NBR SBL SB T Lane Configurations I r 1� Traffic Volume(vph) 17 32 303 17 0 643 Future Volume(vph) 17 32 303 17 0 643 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Storage Length(ft) 50 0 0 0 Storage Lanes 1 1 0 0 Taper Length(ft) 25 25 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.993 Fit Protected 0.950 Satd. Flow(prot) 1630 1458 1704 0 0 1716 Fit Permitted 0.950 Satd. Flow(perm) 1630 1458 1704 0 0 1716 Link Speed(mph) 30 30 30 Link Distance(ft) 185 299 308 Travel Time(s) 4.2 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 18 35 329 18 0 699 Shared Lane Traffic(%) Lane Group Flow(vph) 18 35 347 0 0 699 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 46.7% ICU Level of Service A Analysis Period(min) 15 Option 5-2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 6 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 —r 4,-- 1110, Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations ti�- ++ If Traffic Volume(vph) 416 56 11 868 0 11 Future Volume(vph) 416 56 11 868 0 11 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 100 50 0 Storage Lanes 0 1 0 1 Taper Length(ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.982 0.865 Fit Protected 0.950 Satd.Flow(prot) 3201 0 1630 3260 0 1484 Fit Permitted 0.950 Satd. Flow(perm) 3201 0 1630 3260 0 1484 Link Speed(mph) 30 30 15 Link Distance(ft) 273 268 260 Travel Time(s) 6.2 6.1 11.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 452 61 12 943 0 12 Shared Lane Traffic(%) Lane Group Flow(vph) 513 0 12 943 0 12 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 29.4% ICU Level of Service A Analysis Period(min) 15 Option 5-2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 7 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 --* t Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations y *T T Traffic Volume(vph) 11 9 16 111 170 49 Future Volume(vph) 11 9 16 111 170 49 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.939 0.970 Fit Protected 0.973 0.994 Satd.Flow(prot) 1568 0 0 1705 1664 0 Fit Permitted 0.973 0.994 Satd.Flow(perm) 1568 0 0 1705 1664 0 Link Speed(mph) 15 30 30 Link Distance(ft) 227 161 165 Travel Time(s) 10.3 3.7 3.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 12 10 17 121 185 53 Shared Lane Traffic(%) Lane Group Flow(vph) 22 0 0 138 238 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free RW r t Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period(min) 15 Option 5-2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 8 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 1I8/26/2016 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBq Lane Configurations I +T I fl� 1� 4, Traffic Volume(vph) 0 343 264 379 486 3 205 1 129 1 0 0 Future Volume(vph) 0 343 264 379 486 3 205 1 129 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 100 0 185 0 325 0 0 0 Storage Lanes 1 0 1 0 2 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 1.00 0.95 0.95 1.00 0.95 0.95 0.97 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 1.00 0.99 1.00 Frt 0.929 0.998 0.854 Flt Protected 0.950 0.950 0.950 Satd.Flow(prot) 1716 3028 0 1630 3252 0 3162 1446 0 0 1630 0 Flt Permitted 0.193 0.950 Satd. Flow(perm) 1716 3028 0 331 3252 0 3154 1446 0 0 1714 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 240 2 148 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1415 273 308 185 Travel Time(s) 32.2 6.2 7.0 4.2 Confl.Peds.(#/hr) 1 1 1 1 1 1 Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 0.37 0.76 0.25 0.87 1.00 1.00 1.00 Adj.Flow(vph) 0 399 362 541 608 8 270 4 148 1 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 761 0 541 616 0 270 152 0 0 1 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Prot NA Perm NA Protected Phases 4 3 8 5 2 6 Permitted Phases 4 8 6 Detector Phase 4 4 3 8 5 2 6 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5 Total Split(s) 25.9 25.9 32.0 57.9 22.6 32.1 9.5 9.5 Total Split(%) 28.8% 28.8% 35.6% 64.3% 25.1% 35.7% 10.6% 10.6% Maximum Green(s) 21.4 21.4 27.5 53.4 18.1 27.6 5.0 5.0 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Option 5-2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 9 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 �tl Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SB T SBR Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 21.5 53.8 53.8 11.7 13.4 5.0 Actuated g/C Ratio 0.28 0.71 0.71 0.15 0.18 0.07 v/c Ratio 0.74 0.77 0.27 0.55 0.40 0.01 Control Delay 22.9 26.9 5.2 34.7 8.5 37.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.9 26.9 5.2 34.7 8.5 37.0 LOS C C A C A D Approach Delay 22.9 15.3 25.3 37.0 Approach LOS C B C D Queue Length 50th(ft) 111 138 40 59 2 0 Queue Length 95th(ft) 203 226 94 89 0 6 Internal Link Dist(ft) 1335 193 228 105 Turn Bay Length(ft) 185 325 Base Capacity(vph) 1028 705 2294 756 621 113 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.74 0.77 027 0.36 0.24 0.01 intersection Summary Area Type: Other Cycle Length:90 Actuated Cycle Length:76.2 Natural Cycle:90 Control Type: Semi Act-Uncoord Maximum v/c Ratio:0,77 Intersection Signal Delay: 19.6 Intersection LOS: B Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period(min) 15 Splits and Phases: 22:Highland BLVD&E Main ST ter^ 1 02 --1'04 ♦ y13 1 #5 -- 06 08 Option 5-2016 AM PEAK 5/27/2016 Double NB LT at Highland and Main Synchro 9 Report Page 10 ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ m U ¢ U U ¢ ¢ m U m ¢ U ¢ 0 ¢ 0 U 0 o cr N m m ao 00 0 00 0 0 0 0 0 o a oo It m ai N m N w � O O O O O O O O O N O � ? O m O W O W W O_ O_ � O N 0 0 0 O O O 0 0 0 O O O C � —1-1 � O � Q1 O M -i O O m 0 _ f0 +� � W _ j OtJ F- 41 m +, m O J L �' Q J Q J t p� Q O ; Q J Q J _C �' Q Q O T O OO O t! a, co r� L u 'o u 0 co co CD m = a W Z iN C tw a W 3 Z LA C a a - < ¢ 4 ¢ m ¢ ¢ ¢ U ¢ u u U <S U u < m ¢ m m ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ V N O N 1� Ct N O O O O O O N OD O � L rl ri t e-i v N N O m O O N O N ^ O n N O N O O O N O O O O O y0 0 0 N O O r-� O r O - T r4 O N 0 0 0 O �-I O O O O C 41 N y c u G fo W41 C C 021 0641 GJ — O G1 J L Q J _C Q J ..0 Q J t w Q O �' G1 J L J �' J t J L O �6 " Q ~ ~ ~ ~ ~ ~ ~ ~ N OF- m N Q m o = rn u u @1 p L cu Ln £ 41 i u N J >- ol m m m m r p m m m m U G! m a W Z N a W 3 Z fA C z — CD a n u ¢ u u u ¢ u u ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ zi 0 i+ N 1� in ei env O Q 01 O Tt N N O O .-1 O O cn O C ` L N > N O N N O ^ cYl V1 O r-I c-i 0 0 0 lD 0 0 O O Cl O O O U) N O N N O N 00 0 0 0 0 0 0 0 Ol O O O O m 00 O f0 i C1 N y +' 3 u G ro U u C +D Q CD v a c ¢ J ++ 'oW i41 N ; � + W J �' 0 J = W' C ; F- F- m Q O ++ m u W u w N t O m m m m r O co 0o m m N m a w ?� Z to O uw ?r Z N = ¢ u ¢ u 0 ¢ ¢ m ¢ n ¢ 0 U ¢ ¢ u u ¢ ¢ ¢ ¢ u ¢ u u ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ ¢ 00 m O O N O N O O lD N N eq N m O O O a-I L W O CDO ri O O O O O O N 0 0 0 O � O O O O O O r M O N O m 6O O O N O O y 0 0 0 N O O O O O O O N u is m 0 a G W +' j +' v C N +' J d � _ J ' _ ii F - -41 �J p 'H m ; H Q O ? O 0 O � a+ mL u bo v Lc0 u N _ O] m O7 m = O co co m m 0) a W Z N C CL G W 3 Z #A a a a Lanes, Volumes, Timings 1: Haggerty LN & E Main ST II 8/26/2016 -0. t t Lgne Group ESL EDT EER '.%iBT NSL I,L'T IJbk SBL BT 0BR Lane Configurations +'+ 41� 4P. Traffic Volume(vph) 2 874 150 97 524 1 97 0 143 1 0 0 Future Volume(vph) 2 874 150 97 524 1 97 0 143 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 0 65 0 100 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 0.999 0.905 Fit Protected 0.950 0.985 0.950 Said. Flow(prot) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0 Fit Permitted 0.952 0.117 0.899 0.361 Satd.Flow(perm) 0 3029 0 201 3257 0 0 1396 0 0 619 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 41 2 142 Link Speed(mph) 30 30 30 30 Link Distance(ft) 268 1310 185 143 Travel Time(s) 6.1 29.8 4.2 3.3 Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 025 0.87 0.92 0.54 0.25 0.92 0.25 Adj.Flow(vph) 8 1079 211 190 570 4 111 0 265 4 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1298 0 190 574 0 0 376 0 0 4 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1,11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type D.Pm NA D.P+P NA Perm NA D.Pm NA Protected Phases 4 3 8 2 6 Permitted Phases 8 4 2 2 Detector Phase 8 4 3 8 2 2 2 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 22.5 9.5 Total Split(s) 56.0 45.0 11.0 56.0 24.0 24.0 24.0 24.0 Total Split(%) 70.0% 56.3% 13.8% 70.0% 30.0% 30.0% 30.0% 30.0% Maximum Green(s) 51.5 40.5 6.5 51.5 19.5 19.5 19.5 19.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1:0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle-Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 30 Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 7.0 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 1 Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 -11 --1. *-- t Lane Group EBL EST EBR VVBL WST VVBR NBL NBT NBR SBL SBT SBR Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 0 Act Effct Green(s) 40.6 47.1 51.6 17.3 17.3 Actuated g/C Ratio 0.52 0.60 0.66 0.22 0.22 v/c Ratio 0.81 0.79 0.27 0.90 0.03 Control Delay 20.8 37.4 6.1 44.0 24.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 20.8 37.4 6.1 44,0 24.0 LOS C D A D C Approach Delay 20.8 139 44.0 24.0 Approach LOS C B D C Queue Length 50th(ft) 267 36 56 113 2 Queue Length 95th(ft) 297 31 80 #267 9 Internal Link Dist(ft) 188 1230 105 63 Turn Bay Length(ft) 65 Base Capacity(vph) 1597 241 2158 456 155 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.81 0.79 027 0.82 0.03 Intersection Sumunary Area Type: Other Cycle Length:80 Actuated Cycle Length:77.9 Natural Cycle:80 Control Type:Semi Act-Uncoord Maximum v/c Ratio:0.90 Intersection Signal Delay:22.2 Intersection LOS:C Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1:Haggerty LN&E Main ST `02 7+04 i- V_ J45 5 • 06 08 c 565 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 2 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 1I8/26/2016 ---I --► �# t t Late Gwup E31- EST E5P, V1EL l'.`BT 1Ul;R IJHI_ 116 T I JET~: I_ S3T S5P Lane Configurations + 4. + Traffic Volume(vph) 10 0 9 7 0 16 13 713 2 3 352 6 Future Volume(vph) 10 0 9 7 0 16 13 713 2 3 352 6 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.908 0.996 At Protected 0.976 0.984 0.999 Satd. Flow(prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Flt Permitted 0.976 0.984 0.999 Satd. Flow(perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 444 187 425 299 Travel Time(s) 10.1 4.3 9.7 6.8 Confl.Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Aq.Flow(vph) 16 0 16 8 0 17 20 810 2 3 400 12 Shared Lane Traffic(%) Lane Group Flow(vph) 0 32 0 0 25 0 0 832 0 0 415 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 3 Lanes, Volumes, Timings 7: Cypress ST & E Main ST * 8/26/2016 --P� I # 4/ Lane Group EBL EST EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Mi. +T, *T, 4� Traffic Volume(vph) 3 863 42 2 863 1 10 0 7 3 0 1 Future Volume(vph) 3 863 42 2 863 1 10 0 7 3 0 1 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 0.999 0.932 0.955 Flt Protected 0.950 0.976 0.968 Satd.Flow(prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Flt Permitted 0.950 0.976 0.968 Satd.Flow(perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 585 1415 691 162 Travel Time(s) 13.3 32.2 15.7 3.7 Confl.Peds.(#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 025 0.83 1.00 0.58 0.38 1.00 0.25 Adj.Flow(vph) 8 928 79 4 1015 4 12 0 12 8 0 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1015 0 4 1019 0 0 24 0 0 12 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 4 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 t 4 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations V *T T Traffic Volume(vph) 0 0 0 216 237 0 Future Volume(vph) 0 0 0 216 237 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd.Flow(prot) 1716 0 0 1716 1716 0 Flt Permitted Satd.Flow(perm) 1716 0 0 1716 1716 0 Link Speed(mph) 30 30 30 Link Distance(ft) 255 860 147 Travel Time(s) 5.8 19.5 3.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 0 0 235 258 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 235 258 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 16.9% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 5 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 t Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations I r T + Traffic Volume(vph) 20 82 704 35 0 341 Future Volume(vph) 20 82 704 35 0 341 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.994 Fit Protected 0.950 Satd. Flow(prot) 1630 1458 1705 0 0 1716 Fit Permitted 0.950 Satd.Flow(perm) 1630 1458 1705 0 0 1716 Link Speed(mph) 30 30 30 Link Distance(ft) 211 299 308 Travel Time(s) 4.8 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 22 89 765 38 0 371 Shared Lane Traffic(%) Lane Group Flow(vph) 22 89 803 0 0 371 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 24 24 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 9 15 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 6 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 ---► Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations tip ff Ir Traffic Volume(vph) 978 80 28 593 0 48 Future Volume(vph) 978 80 28 593 0 48 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 100 0 0 Storage Lanes 0 1 0 1 Taper Length(ft) 25 25 Lane Util.Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.989 0.865 Fit Protected 0.950 Satd. Flow(prot) 3224 0 1630 3260 0 1484 Fit Permitted 0.950 Satd. Flow(perm) 3224 0 1630 3260 0 1484 Link Speed(mph) 30 30 30 Link Distance(ft) 273 268 204 Travel Time(s) 6.2 6.1 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 1063 87 30 645 0 52 Shared Lane Traffic(%) Lane Group Flow(vph) 1150 0 30 645 0 52 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 7 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 t Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations V #T 1� Traffic Volume(vph) 48 23 24 192 214 33 Future Volume(vph) 48 23 24 192 214 33 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.956 0.982 At Protected 0.967 0,994 Satd.Flow(prot) 1586 0 0 1705 1685 0 Flt Permitted 0.967 0.994 Satd.Flow(perm) 1586 0 0 1705 1685 0 Link Speed(mph) 30 30 30 Link Distance(ft) 302 147 185 Travel Time(s) 6.9 3.3 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 52 25 26 209 233 36 Shared Lane Traffic(%) Lane Group Flow(vph) 77 0 0 235 269 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Inle,seaft."tnary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 8 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST II 8/26/2016 --1. 4--- t i Group =BL EBT E=R EL ;1ST ',.VL P FdBL P,DT I;BR _EL SET SBR Lane Configurations 1 0 ?i il� 41 Traffic Volume(vph) 1 692 180 155 435 3 423 0 363 3 6 8 Future Volume(vph) 1 692 180 155 435 3 423 0 363 3 6 8 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 75 0 185 0 320 0 0 0 Storage Lanes 1 0 1 0 2 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 1.00 0.95 0.95 1.00 0.95 0.95 0.97 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.99 Frt 0.975 0.999 0.850 0.918 Flt Protected 0.950 0.950 0.950 0.987 Satd.Flow(prot) 1630 3178 0 1630 3256 0 3162 1439 0 0 1539 0 At Permitted 0.480 0.096 0.950 0.773 Satd.Flow(perm) 824 3178 0 165 3256 0 3155 1439 0 0 1205 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 32 1 288 28 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1415 273 308 185 Travel Time(s) 32.2 6.2 7.0 4.2 Confl.Peds.(#/hr) 1 1 1 1 1 1 Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29 Adj. Flow(vph) 4 935 191 185 473 3 465 0 422 12 6 28 Shared Lane Traffic(%) Lane Group Flow(vph) 4 1126 0 185 476 0 465 422 0 0 46 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Prot NA Perm NA Protected Phases 4 3 8 5 2 6 Permitted Phases 4 8 6 Detector Phase 4 4 3 8 5 2 6 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5 Total Split(s) 41.8 41.8 15.4 57.2 22.8 32.8 10.0 10.0 Total Split(%) 46.4% 46.4% 17.1% 63.6% 25.3% 36.4% 11.1% 11.1% Maximum Green(s) 37.3 37.3 10.9 52.7 18.3 28.3 5.5 5.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag - Lag Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 9 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 EBL EBT E B R �!'.'@L k�!8T ;':>Eft NBL NBT NBR CGL 5 ' Recall Mode Max Max Max Max Max Max None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 37.3 37.3 52.7 52.7 22.3 28.3 5.5 Actuated g/C Ratio 0.41 0.41 0.59 0.59 0.25 0.31 0.06 v/c Ratio 0.01 0.84 0.68 0.25 0.59 0.65 0.46 Control Delay 16.0 30.3 28.6 9.4 34.8 13.8 38.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.0 30.3 28.6 9.4 34.8 13.8 38.0 LOS B C C A C B D Approach Delay 30.3 14.8 24.8 38.0 Approach LOS C B C D Queue Length 50th(ft) 1 287 50 62 128 57 10 Queue Length 95th(ft) 2 274 102 84 181 163 #50 Internal Link Dist(ft) 1335 193 228 105 Turn Bay Length(ft) 75 185 320 Base Capacity(vph) 341 1335 274 1906 783 649 99 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.84 0.68 025 0.59 0.65 0.46 DTT�n(tlfMlat`/ Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Natural Cycle:80 Control Type: Semi Act-Uncoord Maximum v/c Ratio:0.84 Intersection Signal Delay:24.8 Intersection LOS: C Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 22: Highland BLVD&E Main ST,.r t02 7 �3 ��4 �5 ! 06 08 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 10 < « « < < < < < < « « < < -! O O O O O lq m O O Inc-I N � O W O W 0) o -D LI1 o O q O H - lD 0 0 0 0 0 l�'1 0 0 O C) O T o N o (D lD O CN n O o N o M f0 W U C OS C GJ E H s- F-' i+ H i F- 41 F- L �- i+ F— '- H �+ 4-1ra E H i I- �+ F- L H ++ H H ++ H i H- a+ m01 J L p J L p[ Q J L m O J L �^ p O > W J L Q J L OC Q J L p J L p O J O ~ ~ ~ ~ ~ ~ ~ ~ C O ~ ~ ~ ~ ~ ~ ~ ~ C > O O O u m u m _CU u = O W m co co a+ L OL W m Z ymj a 3 UPI a a — a — a a < << < < < < < u < u u < < m m < m < m m << << < < < < < < < < < N ei 1' n n M O O O O1 O O n .q Cl O O rl O O y j r1 N O N C) o o o 0 ^ M O m O O O c-1 O O O O O IY`A o 0 0 0) 0 06 O o N O 0 06 O -i 0 0 0 0 C y aj u y a _ W C C od 'ji7 7 m J aJ 7 7 7 C +�+ L +�+ F- L F- +�+ Gl J L �' a+ J L �' ar J L J L F— a+ �+ GJ al J L OC Q J L p J L p J L OC O O O O O V1 O dm0 O bo v = w co= s a CDate. V i T O ca m m Oa N O Oa m m m N = u n W ?> z tn C G uJ 3 z w C — U a a u u u u << m m << < < < < << < < < < < < < < << < < < << < < < n N u1 01 O O O! < +' u n ^ ^ N O O N N Ln Ln li IH �-1 j 0 0 0 V) O O O O 01 0 0 0 n V) } N N N o o 0 o 0 0 O O O O o 0 00 O O O O Q1 O O O > T f0 � fC t y G1 G1 ru 0 p u G U a co C d C Q a Z3 m � m � m m ++ *' '''' F .- H t+ H �- H ++ H L H ++ H L F- ++ O G1 J L p J t p J L p J L O O G1 J L Q J L p J L pC p p 7 O C O C CD O O u u O u w W u w L L .0 p m m m m � p m m m m 00 a W 3 z Ln C G W 3 z V) C = a - a - < < < < < < < < < LL W < < .._ m < < < < v < m m < << < < < < < < .� Lq n o o m o o n 0 ri n to Lo = 0 m 0 0 0 V1 N rl s ei y j r1 N O c I 0 0 ^ 0 ^ � 0 0 (n 0 0 0 at O O O O O o 0 o 0 o Oi o o Ln MLn o Ln N co U o 0 0 � O 0 0 0 O O o otf v cu eEm -3 -m m J p = = ++ F- -E ++ p O O H pL p -C 0' L p -C EQ -C w p p J O F-- ~ h- ~ ~ ~ ~ ~ C Y O O u u 01 L m s a scu U !2 m m = LO w m Z ca V) �' `O W m z co N a n 3 a a a Lanes, Volumes, Timings 1: Haggerty LN & E Main ST 8/26/2016 -0. -- t # Lane Group EBL EST EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations otT, +T 41, 41- Traffic Volume(vph) 2 342 83 136 817 2 62 0 60 1 0 0 Future Volume(vph) 2 342 83 136 817 2 62 0 60 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 65 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.971 0.999 0.922 Fit Protected 0.950 0.979 0.950 Satd. Flow(prot) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0 Fit Permitted 0.950 0.979 0.950 Satd. Flow(perm) 0 3165 0 1630 3257 0 0 1549 0 0 1630 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 268 1310 165 143 Travel Time(s) 6.1 29.8 3.8 3.3 Peak Hour Factor 0.50 0.91 0.92 0.62 0.74 0.50 0.78 0.92 0.56 0.25 0.92 0.92 Adj.Flow(vph) 4 376 90 219 1104 4 79 0 107 4 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 470 0 219 1108 0 0 186 0 0 4 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1,11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intefsectioll SJnlnl-ry Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period(min)15 Option 5-2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main,TWSC at Haggerty and Main Synchro 9 Report Page 1 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 -,N. *� t ' ' 4-1 Lane Group EBL EBT ESR WBL WBT WBR NBL NBT NBR SBL SBT SBR_ Lane Configurations 4� 4 41� 4 Traffic Volume(vph) 5 1 14 0 0 2 5 313 24 5 652 3 Future Volume(vph) 5 1 14 0 0 2 5 313 24 5 652 3 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.925 0.865 0.991 0.999 Fit Protected 0.984 0.998 Satd. Flow(prot) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Fit Permitted 0.984 0.998 Satd. Flow(perm) 0 1577 0 0 1499 0 0 1714 0 0 1731 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 444 188 425 299 Travel Time(s) 10.1 4.3 9.7 6.8 Confl. Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.42 0.25 0.70 0.92 0.92 0.92 0.42 0.92 0.92 0.92 0.78 0.75 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj.Flow(vph) 12 4 20 0 0 2 12 340 26 5 836 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 36 0 0 2 0 0 378 0 0 845 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1,11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 53.4% ICU Level of Service A Analysis Period(min) 15 Option 5-2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main,TWSC at Haggerty and Main Synchro 9 Report Page 2 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4T# +T+ *4 4 Traffic Volume(vph) 4 656 27 5 734 3 30 0 3 0 0 2 Future Volume(vph) 4 656 27 5 734 3 30 0 3 0 0 2 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.992 0.999 0.979 0.865 Flt Protected 0.999 0.950 0.959 Satd. Flow(prot) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Flt Permitted 0.999 0.950 0.959 Satd.Flow(perm) 0 3230 0 1630 3257 0 0 1611 0 0 1484 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 585 1415 691 162 Travel Time(s) 13.3 32.2 15.7 3.7 Confl.Peds.(#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.50 0.94 0.68 0.42 0.81 0.75 0.68 1.00 0.38 1.00 1.00 0.50 Adj.Flow(vph) 8 698 40 12 906 4 44 0 8 0 0 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 746 0 12 910 0 0 52 0 0 4 0 Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Suairnmy Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period(min) 15 Option 5-2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main,TWSC at Haggerty and Main Synchro 9 Report Page 3 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 T 1 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations y *' 1�- Traffic Volume(vph) 1 0 3 126 178 1 Future Volume(vph) 1 0 3 126 178 1 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util, Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 Fit Protected 0.950 0.999 Satd.Flow(prot) 1630 0 0 1714 1714 0 Fit Permitted 0.950 0.999 Satd.Flow(perm) 1630 0 0 1714 1714 0 Link Speed(mph) 30 30 30 Link Distance(ft) 255 857 161 Travel Time(s) 5.8 19.5 3.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 1 0 3 137 193 1 Shared Lane Traffic(%) Lane Group Flow(vph) 1 0 0 140 194 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Wdth(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 20.2% ICU Level of Service A Analysis Period(min) 15 Option 5-2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main,TWSC at Haggerty and Main Synchro 9 Report Page 4 Lanes, Volumes, Timings 13: Highland BLVD & Development II 8/26/2016 IQ t t Lane Group WBL WBR NBT NBR SBL SB T Lane Configurations I F T + Traffic Volume(vph) 17 32 303 17 0 643 Future Volume(vph) 17 32 303 17 0 643 Ideal Flow(vphpl) 1750 1750 1 750 1750 1750 1750 Storage Length(ft) 50 0 0 0 Storage Lanes 1 1 0 0 Taper Length(ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.993 Fit Protected 0.950 Satd.Flow(prot) 1630 1458 1704 0 0 1716 Fit Permitted 0.950 Said. Flow(perm) 1630 1458 1704 0 0 1716 Link Speed(mph) 30 30 30 Link Distance(ft) 185 299 308 Travel Time(s) 4.2 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 18 35 329 18 0 699 Shared Lane Traffic(%) Lane Group Flow(vph) 18 35 347 0 0 699 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 9 15 Sign Control Stop Free Free Inlersectioa Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 46.7% ICU Level of Service A Analysis Period(min)15 Option 5-2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main,TWSC at Haggerty and Main Synchro 9 Report Page 5 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 —* "`i f rr Lane Group EBT EBR ABL W13T NBL NBR Lane Configurations +$* ++ If Traffic Volume(vph) 416 56 11 868 0 11 Future Volume(vph) 416 56 11 868 0 11 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Storage Length (ft) 0 100 50 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.982 0.865 Fit Protected 0.950 Satd. Flow(prot) 3201 0 1630 3260 0 1484 Fit Permitted 0.950 Satd.Flow(perm) 3201 0 1630 3260 0 1484 Link Speed(mph) 30 30 15 Link Distance(ft) 273 268 260 Travel Time(s) 6.2 6.1 11.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 452 61 12 943 0 12 Shared Lane Traffic(%) Lane Group Flow(vph) 513 0 12 943 0 12 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 9 15 15 9 Sign Control Free Free Stop intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 29.4% ICU Level of Service A Analysis Period(min)15 Option 5-2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main,TWSC at Haggerty and Main Synchro 9 Report Page 6 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 t I Lane Group EBL EBR NBI_ NBT SBT SBR Lane Configurations V 4 1, Traffic Volume(vph) 11 9 16 111 170 49 Future Volume(vph) 11 9 16 111 170 49 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.939 0.970 Fit Protected 0.973 0.994 Satd.Flow(prot) 1568 0 0 1705 1664 0 Fit Permitted 0.973 0.994 Satd.Flow(perm) 1568 0 0 1705 1664 0 Link Speed(mph) 15 30 30 Link Distance(ft) 227 161 165 Travel Time(s) 10.3 3.7 3.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 12 10 17 121 185 53 Shared Lane Traffic(%) Lane Group Flow(vph) 22 0 0 138 238 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period(min) 15 Option 5-2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main,TWSC at Haggerty and Main Synchro 9 Report Page 7 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 'r 4 t 1' EBL EBT EBR 'idSL %,Vb! :'PLR WOL NB-1 WBR SBL BT SER Lane Configurations I +T +T I T +IP* Traffic Volume(vph) 0 343 264 379 486 3 205 1 129 1 0 0 Future Volume(vph) 0 343 264 379 486 3 205 1 129 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 100 0 185 0 325 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 1.00 Frt 0.929 0.998 0.854 Flt Protected 0.950 0.950 0.950 Satd.Flow(prot) 1716 3028 0 1630 3252 0 1630 1446 0 0 1630 0 Flt Permitted 0.137 0.757 0.606 Satd.Flow(perm) 1716 3028 0 235 3252 0 1297 1446 0 0 1039 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 252 3 148 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1415 273 308 185 Travel Time(s) 32.2 6.2 7.0 4.2 Confl.Peds.(#/hr) 1 1 1 1 1 1 Peak Hour Factor 1.00 0.86 0.73 0.70 0.80 037 0.76 0.25 0.87 1.00 1.00 1.00 Adj.Flow(vph) 0 399 362 541 608 8 270 4 148 1 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 761 0 541 616 0 270 152 0 0 1 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5 Total Split(s) 29.0 29.0 34.0 63.0 27.0 27.0 27.0 27.0 Total Split(%) 32.2% 32.2% 37.8% 70.0% 30.0% 30.0% 30.0% 30.0% Maximum Green(s) 24.5 24.5 29.5 58.5 22.5 22.5 22.5 22.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Option 5-2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main,TWSC at Haggerty and Main Synchro 9 Report Page 8 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST II 8/26/2016 -10. - t t Lane Group EBL EBT EBR WBL VVBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 24.5 58.6 58.6 20.9 20.9 20.9 Actuated g/C Ratio 0.28 0.66 0.66 0.24 0.24 0.24 v/c Ratio 0.75 0.87 0.29 0.88 0.33 0.00 Control Delay 24.6 36.8 6.9 62.6 7.5 26.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.6 36.8 6.9 62.6 7.5 26.0 LOS C D A E A C Approach Delay 24.6 20.9 42.7 26.0 Approach LOS C C D C Queue Length 50th(ft) 140 236 70 146 2 0 Queue Length 95th(ft) 193 241 82 #207 0 4 Internal Link Dist(ft) 1335 193 228 105 Turn Bay Length(ft) 185 325 Base Capacity(vph) 1021 621 2152 330 478 264 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 075 0.87 0.29 0.82 0.32 0.00 Area Type: Other Cycle Length:90 Actuated Cycle Length:88.5 Natural Cycle:70 Control Type:Semi Act-Uncoord Maximum v/c Ratio:0.88 Intersection Signal Delay:26.0 Intersection LOS:C Intersection Capacity Utilization 65.2% ICU Level of Service C Analysis Period(min) 15 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. S tits and Phases: 22:Highland BLVD&E Main ST 02 "03 �1�4 -06 08 2' 5°s (' Option 5-2016 AM PEAK 5/27/2016 Single NB LT at Highlanfd and Main,TWSC at Haggerty and Main Synchro 9 Report Page 9 N M 00 O N ei P 00 d N r4 00 O -:r co co � > O O O O Cl O O d' O O N O 4 > 0 00 0 N �--I O � 0 0 0 ` 1 O � 0 0 0 O O O 0 0 0 O O O C*70 > -i N O N oo O O O O ;; C 2 13) O L w O C C U o� p y > JL � O J L LJ -C N Y - F-' Y p p Yp CC O O p � J O ~ ~ ~ ~ ~ ~ ~ F- C 7 p ~ ~ ~ ~ ~ ~ ~ ~ C O O p ` m a+ u u O C U w m En m m m O m m in m r p m m m m = G w Z t/f C GO C t1J 3 Z C Qa = Q - a a a a m ¢ a a u a u u u a u u a m a m m ¢ a ¢ a < 4 a a a a a a a N O N P - N O O O O O O n 00 O .N. N O ei O N GJ y � N N O fY1 o O N O N ^ o n N o N O O O N O O O O O N ? 0 0 0 0 0 O r, 0 O 00 N r O N O C; C; o 1, O O O C; t0 vl N c u a 'roc a c C Y O) Y u w W C G C C C F— L 4+ L F— Y F— L Y L Y ', E L Y L Y I"' O i O w cu J L 0= Q J L of p J s Q J L Cr p 0! J L Cr p J L p J L J L Gr p 0 O C v O C a� of O tw _O m V) m d t (U 2 u IA u a '° m m co a U U a w �? 41 Z H c a w ?� Z N c a - a - u H > 000 1Do `D wtntn or-Ir1 > 000 0000 oor� o00 H A N O N N O N 0 0 0 O O O U) 0 0 0 m0 0 O O Ol O O O f0 Y1 M F N O) 0) w U G Q G ¢ 03 c c C Y — Y Y a+ } Y O Om G✓ p Q p p p d > F— I--, F— F— F— C > F— h O mpg p p u C u � w u ` .0 O m m m m iO+ p an m m m iO+ UD 0. w Z to C O. W Z V C = Q — Q — a a a a m a a a a a a a ¢ ¢ u a u u a a a a a a a a ¢ 'i In O � 01 O N O O tD L O M Do -1 S O -1-1 O O ai ei A to y j -1 CD6 O o 6 O 0 0 0 ^ o oq 0 0 0 O O o 0 0 0 m 0 0 00 0 00 0 0 y 0 0 0 N LD Ln cc O 0 0 0 O O O U m � a v m o o g 41 _y m Y O CC Q LL FK— Y tJ L Kp Op C p pm J O T g O C g O a u s u an U In no U an m = m m p 00 m m m w p S Q w 3 Z to c a CA c a a ¢ a Lanes, Volumes, Timings 1: Haggerty LN & E Main ST II 8/26/2016 *-- k4Nt t Lane Group EBL EBT EBR A'BL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4M +T 41� *T+ Traffic Volume(vph) 2 874 150 97 524 1 97 0 143 1 0 0 Future Volume(vph) 2 874 150 97 524 1 97 0 143 1 0 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 65 0 100 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 0.999 0.905 Fit Protected 0.950 0.985 0.950 Satd. Flow(prot) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0 Fit Permitted 0.950 0.985 0.950 Satd. Flow(perm) 0 3182 0 1630 3257 0 0 1529 0 0 1630 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 268 1310 185 143 Travel Time(s) 6.1 29.8 4.2 3.3 Peak Hour Factor 0.25 0.81 0.71 0.51 0.92 025 0.87 0.92 0.54 0.25 0.92 0.25 Adj.Flow(vph) 8 1079 211 190 570 4 111 0 265 4 0 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1298 0 190 574 0 0 376 0 0 4 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intei'section Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 71.0% ICU Level of Service C Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 1 Lanes, Volumes, Timings 2: Highland BLVD & E Curtiss ST 8/26/2016 Lane Group EBL EBT EBR WSL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 4 41- Traffic Volume(vph) 10 0 9 7 0 16 13 713 2 3 352 6 Future Volume(vph) 10 0 9 7 0 16 13 713 2 3 352 6 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.932 0.908 0.996 Fit Protected 0.976 0.984 0.999 Satd. Flow(prot) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Flt Permitted 0.976 0.984 0.999 Satd, Flow(perm) 0 1576 0 0 1548 0 0 1731 0 0 1726 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 444 187 425 299 Travel Time(s) 10.1 4.3 9.7 6.8 Confl.Peds. (#/hr) 1 1 2 2 Peak Hour Factor 0.63 0.25 0.56 0.92 0.92 0.92 0.65 0.88 0.92 0.92 0.88 0.50 Heavy Vehicles(%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Adj.Flow(vph) 16 0 16 8 0 17 20 810 2 3 400 12 Shared Lane Traffic(%) Lane Group Flow(vph) 0 32 0 0 25 0 0 832 0 0 415 0 Enter Blocked Intersection No No No No No No Yes Yes Yes Yes Yes Yes Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 60.3% ICU Level of Service B Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 2 Lanes, Volumes, Timings 7: Cypress ST & E Main ST 8/26/2016 Lane Group EBL EB T EBR WBL WBT WBR NBL NBT NBR SBL SST SBR Lane Configurations 4T, I +T + *T* Traffic Volume(vph) 3 863 42 2 863 1 10 0 7 3 0 1 Future Volume(vph) 3 863 42 2 863 1 10 0 7 3 0 1 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 0 120 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util.Factor 0.95 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 0.999 0.932 0.955 Fit Protected 0.950 0.976 0.968 Said.Flow(prot) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Fit Permitted 0.950 0.976 0.968 Satd.Flow(perm) 0 3221 0 1630 3257 0 0 1561 0 0 1586 0 Link Speed(mph) 30 30 30 30 Link Distance(ft) 585 1415 691 162 Travel Time(s) 13.3 32.2 15.7 3.7 Confl.Peds.(#/hr) 3 3 2 2 5 5 2 Peak Hour Factor 0.38 0.93 0.53 0.50 0.85 0.25 0.83 1.00 0.58 0.38 1.00 0.25 Adj.Flow(vph) 8 928 79 4 1015 4 12 0 12 8 0 4 Shared Lane Traffic(%) Lane Group Flow(vph) 0 1015 0 4 1019 0 0 24 0 0 12 0, Enter Blocked Intersection Yes Yes Yes Yes Yes Yes No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period(min)15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 3 Lanes, Volumes, Timings 11: Haggerty LN 8/26/2016 - t ,1 Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations y 4 1� Traffic Volume(vph) 0 0 0 216 237 0 Future Volume(vph) 0 0 0 216 237 0 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt Flt Protected Satd.Flow(prot) 1716 0 0 1716 1716 0 Fit Permitted Satd.Flow(perm) 1716 0 0 1716 1716 0 Link Speed(mph) 30 30 30 Link Distance(ft) 255 860 147 Travel Time(s) 5.8 19.5 3.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 0 0 0 235 258 0 Shared Lane Traffic(%) Lane Group Flow(vph) 0 0 0 235 258 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 16.9% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 4 Lanes, Volumes, Timings 13: Highland BLVD & Development 8/26/2016 t Lane Group WBL WBR NBT NBR SBL SB"( Lane Configurations 11 r 1� Traffic Volume(vph) 20 82 704 35 0 341 Future Volume(vph) 20 82 704 35 0 341 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.994 Flt Protected 0.950 Satd.Flow(prot) 1630 1458 1705 0 0 1716 Flt Permitted 0.950 Satd. Flow(perm) 1630 1458 1705 0 0 1716 Link Speed(mph) 30 30 30 Link Distance(ft) 211 ^gn 308 Travel Time(s) 4.8 6.8 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 22 89 765 38 0 371 Shared Lane Traffic(%) Lane Group Flow(vph) 22 89 803 0 0 371 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Wdth(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 9 15 Sign Control Stop Free Free inlersectiun Summary _ Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 5 Lanes, Volumes, Timings 15: Development & E Main ST 8/26/2016 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations +T* ft if Traffic Volume(vph) 978 80 28 593 0 48 Future Volume(vph) 978 80 28 593 0 48 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Storage Length(ft) 0 100 0 0 Storage Lanes 0 1 0 1 Taper Length (ft) 25 25 Lane Util.Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.989 0.865 Flt Protected 0.950 Said. Flow(prot) 3224 0 1630 3260 0 1484 Flt Permitted 0.950 Satd. Flow(perm) 3224 0 1630 3260 0 1484 Link Speed(mph) 30 30 30 Link Distance(ft) 273 268 204 Travel Time(s) 6.2 6.1 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj.Flow(vph) 1063 87 30 645 0 52 Shared Lane Traffic(%) Lane Group Flow(vph) 1150 0 30 645 0 52 Enter Blocked Intersection Yes Yes Yes Yes No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type:Unsignalized Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 6 Lanes, Volumes, Timings 19: Haggerty LN & Development 8/26/2016 -A t 1 Lane Group EBL EBR NBL NBT SST SBR Lane Configurations ►yr *T T, Traffic Volume(vph) 48 23 24 192 214 33 Future Volume(vph) 48 23 24 192 214 33 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.956 0.982 Flt Protected 0.967 0.994 Satd.Flow(prot) 1586 0 0 1705 1685 0 Fit Permitted 0.967 0.994 Satd.Flow(perm) 1586 0 0 1705 1685 0 Link Speed(mph) 30 30 30 Link Distance(ft) 302 147 185 Travel Time(s) 6.9 3.3 4.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 52 25 26 209 233 36 Shared Lane Traffic(%) Lane Group Flow(vph) 77 0 0 235 269 0 Enter Blocked Intersection No No Yes Yes Yes Yes Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 Sign Control Stop Free Free intersection Summary ,mod Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 41.2% ICU Level of Service A Analysis Period(min) 15 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 7 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 --► "'~ 4N t 4 i_+;fu?Gic-.1p cBL EST EBR WBL WBT kq8R Wt NET NBF S13L 56T 83R Lane Configurations 1 0 TT T 41. Traffic Volume(vph) 1 692 180 155 435 3 423 0 363 3 6 8 Future Volume(vph) 1 692 180 155 435 3 423 0 363 3 6 8 Ideal Flow(vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 75 0 185 0 320 0 0 0 Storage Lanes 1 0 1 0 1 0 0 0 Taper Length(ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 095 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 0.99 Frt 0.975 0.999 0.850 0.918 Fit Protected 0.950 0.950 0.950 0.987 Satd.Flow(prot) 1630 3178 0 1630 3256 0 1630 1439 0 0 1542 0 Fit Permitted 0.480 0.116 0.727 0.802 Satd.Flow(perm) 824 3178 0 199 3256 0 1246 1439 0 0 1253 0 Right Turn on Red Yes Yes Yes Yes Satd.Flow(RTOR) 35 1 279 28 Link Speed(mph) 30 30 30 30 Link Distance(ft) 1415 273 308 185 Travel Time(s) 32.2 6.2 7.0 4.2 Confl.Peds. (#/hr) 1 1 1 1 1 1 Peak Hour Factor 0.25 0.74 0.94 0.84 0.92 1.00 0.91 1.00 0.86 0.25 1.00 0.29 Adj.Flow(vph) 4 935 191 185 473 3 465 0 422 12 6 28 Shared Lane Traffic(%) Lane Group Flow(vph) 4 1126 0 185 476 0 465 422 0 0 46 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed(mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA pm+pt NA Perm NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 3 8 2 2 6 6 Switch Phase Minimum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 22.5 22.5 9.5 22.5 22.5 22.5 9.5 9.5 Total Split(s) 45.0 45.0 15.0 60.0 30.0 30.0 30.0 30.0 Total Split(%) 50.0% 50.0% 16.7% 66.7% 33.3% 33.3% 33.3% 33.3% Maximum Green(s) 40.5 40.5 10.5 55.5 25.5 25.5 25.5 25.5 Yellow Time(s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time(s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag- - Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 8 Lanes, Volumes, Timings 22: Highland BLVD & E Main ST 8/26/2016 -' -. t /0� 1 4/ Lane Group EBL EBT EBR VVQL WBT WBR NBL NBT NBR SBL SBT SBR Recall Mode Max Max Max Max None None None None Walk Time(s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk(s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls(#/hr) 0 0 0 0 0 Act Effct Green(s) 40.5 40.5 55.5 55.5 25.5 25.5 25.5 Actuated g/C Ratio 0.45 0.45 0.62 0.62 0.28 0.28 0.28 v/c Ratio 0.01 0.78 0.64 0.24 1.32 0.70 0.12 Control Delay 14.0 24.8 22.2 8.1 191.4 16.6 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.0 24.8 22.2 8.1 191.4 16.6 14.1 LOS B C C A F B B Approach Delay 24.8 12.0 108.2 14.1 Approach LOS C B F B Queue Length 50th(ft) 1 267 40 56 -345 66 7 Queue Length 95th(ft) 2 254 86 77 #530 178 33 Internal Link Dist(ft) 1335 193 228 105 Turn Bay Length(ft) 75 185 320 Base Capacity(vph) 370 1449 289 2008 353 607 375 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.78 0.64 0.24 1.32 0.70 0.12 n_M Area Type: Other Cycle Length:90 Actuated Cycle Length:90 Natural Cycle:90 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.32 Intersection Signal Delay:48.7 Intersection LOS:D Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period(min) 15 Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splils and Phases: 22: Highland BLVD&E Main ST 1,02 163 --0"04 3rs 15s �Ss - i ■ tl6 08 His ---- 2016 PM PEAK-Option 5 5/27/2016 Synchro 9 Report Page 9 Appendix C : Signal Warrant Analysis 1 1 1 1 1 1 ' 1 1 1 1 1 1 1 1 1 1 1 Existing Conditions Signal Warrant Analysis o c� NN 0 o ER g o o s e o w 0 n Lo 7 n � n r a c p pp o 0 N N b 100 O Lpp O 00 100 000 GI � W � a N v E vb a E g ? n n gg L o o pp 0 p o ml o N o o ` O N N O N 0 O O E O O 2 � .. 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