FORT MYERS CITY COUNCIL OSCAR M. CORBIN, JR. CITY HALL, 2200 SECOND STREET FORT MYERS, FLORIDA

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1 Agenda City Council Special Mee ng March 18, :00 PM Historic Preserva on Commission Appeal - Virginia Avenue/ McGregor Boulevard Roundabout MAYOR Randall P. Henderson, Jr. Ward 1 Teresa Watkins Brown FORT MYERS CITY COUNCIL Ward 2 Ward 3 Ward 4 Johnny W. Terolyn P. Kevin Streets, Watson Anderson Jr. Ward 5 Fred Burson OSCAR M. CORBIN, JR. CITY HALL, 2200 SECOND STREET FORT MYERS, FLORIDA Ward 6 Gaile H. Anthony Please complete a "Request to Speak" form if you plan to address the City Council and submit to the City Clerk prior to the start of the mee ng. CALL TO ORDER PLEDGE OF ALLEGIANCE ROLL CALL CITY MANAGER ITEMS FOR CONSIDERATIONS 1. Mayor and City Council to hear the appeal of the determina on of the Historic Preserva on Commission (HPC) from June 28, 2018, to deny Cer ficate of Review No. 18COR08 for the placement of a traffic calming device commonly known as a roundabout, at the intersec on of Virginia Ave. and McGregor Blvd., as requested by Public Works Department / Engineering Division of the City of Fort Myers (Quasi-Judicial)(Ward 4) ADJOURNMENT

2 FORT MYERS CITY COUNCIL AGENDA ITEM SUMMARY AGENDA ITEM NO 1. MEETING DATE: Quasi-Judicial: Yes 3/18/2019 Special Meeting WARD: 4 Finance Review: Legal Review: CITY MANAGER ITEMS FOR CONSIDERATIONS MOTION: Approve. FUNDING SOURCE: N/A MANAGEMENT RECOMMENDATION: Approve the appeal of the determination of the Historic Preservation Commission (HPC) denying the Certificate of Review No. 18COR08, regarding the proposed roundabout at the intersection of Virginia Ave. and McGregor Blvd. as requested by the Public Works Department / Engineering Division of the City of Fort Myers. FISCAL IMPACT: N/A BUDGETED ITEM: No WHAT ACTION ACCOMPLISHES: Provides for the Mayor and the City Council to hear the appeal of the decision of the Historic Preservation Commission (HPC) from June 28, 2018, denying the Certificate of Review for proposed roundabout at the intersection of Virginia Ave and McGregor Blvd. BACKGROUND INFORMATION: In accordance with Sec , of the City of Fort Myers Land Development Code, McGregor Blvd. is designated as a local historic scenic highway. Sec , requires the City obtain a Certificate of Review for landmarks, landmark sites, and within historic districts prior to initiating any changes in appearance of utility installations, lift stations, lighting, walls, fences, structures and buildings on property, easements or streets owned by or franchised by the City. The Public Works Department / Engineering Division of the City of Fort Myers, applied to

3 the Historic Preservation Commission (HPC) for a Certificate of Review at the property located at the intersection of Virginia Ave. and McGregor Blvd. to construct a traffic calming device commonly referred to as a roundabout. On June 28, 2018, the HPC held a public hearing to consider the request. The Community Development Department presented its staff report and made the following recommendations to the HPC: 1. Staff makes a finding that the proposed roundabout is in character with the City of Fort Myers Code of Ordinances, Chapter 114, Sections (5) and , the Secretary of the Interior's Standards for Rehabilitation, numbers 2 & 9 and the City's Comprehensive Plan. 2. Staff recommends to the Historic Preservation Commission the approval of the Certificate of Review, 18COR The proposed installation of a roundabout, relocation of the palm trees, and associated work shall be completed as indicated in this certificate of review. 4. The Certificate of Review shall become effective immediately. The HPC denied a motion by a 3-2 vote to approve the Certificate of Review, providing no finding of fact or rationale supporting its decision in accordance with Sec (c)(4). Pursuant to Section , Land Development Code, Historic Preservation, a person may appeal a decision made by the HPC to the City Council. The Public Works Department / Engineering Division of the City of Fort Myers filed a legally sufficient notice of appeal within the required 30 days. The procedure for conducting the appeal hearing will be presented prior to the hearing for the appeal pursuant to Section The proceeding is quasi-judicial and a decision should be based upon all of the evidence presented at the meeting. The City Council, in reaching a decision, must consider criteria, as well as any other issues that are pertinent and reasonable as follows: a. Whether appeal is of a nature properly brought for a decision, or whether there is an established procedure for handling the request other than through the appeal process. b. The intent of this chapter applied or interpreted. c. The effect the ruling will have when applied generally to this chapter. d. Staff recommendations, the testimony of the appellant and testimony of the general

4 public must also be considered. Cases under this section will be handled as a de novo proceeding and all parties will be entitled to present evidence and testimony as to any law or fact supporting their position in the case. Before granting any appeal, the City Council must find that an error was made in the order, requirement, decision, interpretation, determination or action of the HPC. Person Initiating Request: Steven Belden, AICP, Community Development Director Department: Community Development ATTACHMENTS: Descrip on Upload Date Type Appeal Request with Exhibits 3/4/2019 Backup Material City A orney Le er July 28, /4/2019 Backup Material Traffic Study 3/4/2019 Backup Material HPC Agenda June 28, /4/2019 Backup Material No ce and Map 3/4/2019 Backup Material Surrounding Proper es Map 3/4/2019 Backup Material Mailing Labels 3/4/2019 Backup Material Affidavit of Pos ng Sign 3/4/2019 Backup Material Sign Pictures 3/4/2019 Backup Material HPC Appeal /14/2019 Backup Material

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52 MCGREGOR BOULEVARD / VIRGINIA AVENUE TRAFFIC STUDY Project #16554 Prepared by: DAVID PLUMMER & ASSOCIATES, INC McGregor Boulevard August 21, 2017 Fort Myers, Florida 33901

53 MCGREGOR BOULEVARD / VIRGINA AVENUE TRAFFIC STUDY Introduction The proposed roundabout at McGregor Boulevard / Virginia Avenue (Exhibit 1) was originally designed in 2007, revisited in the 2017 Lee County MPO Roundabout Study, and is now being considered by the City of Fort Myers for construction during the resurfacing project of McGregor Boulevard. The future roundabout will facilitate traffic associated with the Edison Avenue extension, a planned two-lane road connecting US 41 with McGregor Boulevard at Virginia Avenue, Exhibit 2. The roundabout, if determined to be the best solution for the intersection, will provide full access for traffic in all four directions, serve as a traffic calming feature, and replace the need for a future traffic signal. This traffic study has been prepared in support of the roundabout at McGregor Boulevard and Virginia Avenue and summarizes the operational analysis of the roundabout under existing and future traffic conditions. Operational Analysis An operational analysis of the proposed roundabout was performed to ensure it is feasible in terms of providing adequate capacity, acceptable levels-of-service, and appropriate queues. For comparison purposes, the existing two-way stop control (TWSC) and a traffic signal were analyzed in addition to the proposed roundabout. The following scenarios were evaluated in the operational analysis. Existing two-way stop control, under existing 2017 traffic volumes. Existing two-way stop control, under future 2040 traffic volumes. Traffic signal, under existing 2017 traffic volumes. Traffic signal, under future 2040 traffic volumes. Proposed roundabout, under existing 2017 traffic volumes. Proposed roundabout, under future 2040 traffic volumes. AM, Mid-day, and PM peak hour traffic volumes were tested for each scenario. Traffic Data Traffic volumes used in the analysis were obtained from the Edison Avenue Extension Traffic Study dated June 14, That traffic study presented existing 2017 and future 2040 AM, Midday, and PM peak hour turning movement volumes for the intersection. Intersection turning movement counts were conducted for the AM, Mid-day, and PM peak hours and are summarized in Exhibit 3. 1

54 Existing peak hour turning movement volumes were forecasted to the design year 2040 using a combination of the Lee County travel model and other available traffic studies. The future traffic forecasts reflect nearby road network improvements and growth attributed to First Street Village and the high-rise developments along West First Street. Projected volumes also reflect diverted traffic resulting from the Edison Avenue extension functioning as a by-pass to portions of MLK Jr. Boulevard and Victoria Avenue. Future 2040 peak hour turning movement volumes for the intersection under study are presented in Exhibit 4 for the AM, Mid-day, and PM peak hours. For the purposes of this report, McGregor Boulevard is considered the northbound / southbound roadway and Virginia Avenue is considered as the eastbound / westbound roadway. Summary of Results Synchro was used to analyze the two-way stop control and traffic signal while SIDRA was used to analyze the proposed roundabout. All results are based on HCM 6 methodology. The operational analysis output can be found in Appendix A and is summarized as follows. Scenario Two-Way Stop Control Traffic Signal Roundabout McGregor Boulevard / Virginia Avenue - Operational Analysis Summary Peak Hour Existing 2017 Traffic Conditions LOS Delay 3 95% Queue 4 Future 2040 Traffic Conditions V/C Ratio 5 LOS Delay 3 95% Queue 4 V/C Ratio 5 AM C/D F/F MD C/C F/F PM D/E F/F AM A B MD A B PM A C AM A A MD A A PM A A Footnote: 1) EB approach LOS / WB approach LOS 2) Overall intersection. 3) Delay expressed as seconds. Overall intersection. 4) Based on the worst lane group. Expressed as vehicles. 5) Based on the worst lane group. Under existing traffic conditions, each type of traffic control provides an acceptable level of service for the intersection. However, the two-way stop control is expected to fail under future traffic conditions with the Edison Avenue extension, exhibiting excessive delay, poor levels of service and v/c ratios, and significant queues for the overall intersection and on the side-street approaches. 2

55 A traffic signal will provide acceptable levels of service under future traffic conditions with improved levels of service, v/c ratios, delay, and queues when compared to side-street stop conditions. A roundabout at this location is projected to operate at LOS A with improved delay and queues when compared to a traffic signal. V/C ratios are comparable to a traffic signal, with the roundabout exhibiting a slightly higher V/C ratio in the AM and PM peak hours and a lower V/C ratio in the Mid-day peak hour. Compared to a traffic signal, the roundabout has a higher volume to capacity ratio during the PM peak hour, with a V/C ratio of NCHRP Report 672 Roundabouts: An Informational Guide states that volume-to-capacity ratios in the range of 0.85 to 0.90 represent an approximate threshold for satisfactory operation of a roundabout, but it also acknowledges that these are not absolute thresholds. In this case, a volume to capacity ratio of is considered acceptable because it does not exceed the upper range of In addition, the roundabout alternative performs better than the traffic signal from a level-of-service, delay and queue standpoint for all three 2040 peak hours. Although no safety issues have been identified at this intersection, it can be assumed that the roundabout will provide superior safety performance under existing and future traffic conditions. Roundabouts, when compared to traffic signals and stop-controlled intersections, generally have superior safety performance for drivers, pedestrians, and bicyclist. This is due to roundabouts having fewer conflict points, while also forcing drivers to reduce speed in order to traverse the intersection. Other Considerations Although the operational analysis shows the roundabout performs very well, it is important to recognize that the analysis was performed in isolation and, therefore, not influenced by external factors. In reality, the effectiveness of the roundabout (and other intersection traffic control treatments) can be influenced by the traffic flows and operations of nearby intersections, including: McGregor Boulevard / Edison Home pedestrian signal McGregor Boulevard / Larchmont Avenue McGregor Boulevard / West First Street McGregor Boulevard / Victoria Avenue Edison Home Pedestrian Signal The intersection of McGregor Boulevard and Virginia Avenue is directly impacted by the Edison Home pedestrian crossing. At times during peak demand in the peak season, this signal causes downstream queues that back up into the adjacent intersections. This impacts the current operation of the McGregor Boulevard / Virginia Avenue intersection and will hinder the operations of the future intersection, including a future roundabout. Observations of traffic impacts resulting from the Edison Home pedestrian signal were conducted during April, 2017 between 7:00-9:00 AM; 11:30 AM-1:30 PM; and 4:00-6:00 PM. During the morning hours, southbound traffic queues on McGregor Boulevard extended past the West First 3

56 Street intersection only a few times and never past the Virginia Avenue intersection. During midday hours, traffic backed up past West First Street every 3 to 4 minutes and usually dissipated within a minute. Traffic never backed up past Virginia Avenue during the mid-day timeframe. During the PM peak hours, traffic queues extended past West First Street between 4:00 to 5:40 PM. During peak demand, traffic queues extended past Virginia Avenue for nearly 30 minutes. The longest queue observed went past Victoria Avenue, where the last vehicles remained stopped for over 2 minutes and were observed waiting at the crosswalk signal for more than one cycle. Within approximately 10 minutes of the Edison Home closing at 5:30 PM, no pedestrians were observed at the crosswalk and traffic flowed continuously thereafter. Although no pedestrians were observed from 5:40 to 6:00 PM, the crosswalk signal does remain in operation after the Edison Home closes to service the occasional pedestrian. It is important to note that these observations don t reflect the full impact of the peak season. During peak season, southbound queues on McGregor Boulevard resulting from the Edison Home pedestrian signal have been observed extending as far back as the Clifford Street intersection. Aerial images taken in February, 2017 appear to show queues reaching Johnson Street, but no congestion downstream of the pedestrian signal. Significant queues that extend past Virginia Avenue typically occur during times of peak vehicular demand and are not an all-day issue even during peak season. The excessive queueing at the pedestrian crosswalk signal appears to be due to signal timing that is imbalanced, with an excessively long pedestrian phase which prioritizes pedestrian movements to the significant detriment of the motorists. During PM peak times, it was observed that pedestrians typically approach the crosswalk in groups, press the call button, and cross McGregor Boulevard fairly quickly leaving much of the pedestrian phase unused. As a result, lost time of over 20 seconds was observed where vehicles had to remain stopped even though there were no pedestrians crossing the road. The vehicular back-ups are likely to worsen over time as traffic volumes continue to grow. This is an issue that will have similar implications regardless of the traffic control device installed at the McGregor Boulevard / Virginia Avenue intersection. Regardless of the type of traffic control implemented, actions should be taken to minimize back-ups and to ensure traffic flow on McGregor Boulevard is reasonable and does not adversely impact adjacent intersections. While it is critical to safely accommodate pedestrians with a safe and convenient way to cross McGregor Boulevard, too much emphasis on pedestrian movements significantly impedes vehicular mobility during the PM peak hour. Instead, it is desirable to achieve a balance for all users. This can be accomplished through a reevaluation of the pedestrian crosswalk signal timing. The following are options that may improve both vehicular and pedestrian mobility at the Edison Home pedestrian crossing signal. 1. Reduce the pedestrian phase during the PM peak hour. Currently, the signal is set on a pedestrian recall with a phase length of 45 seconds and McGregor Boulevard is set on max recall with a phase length of 60 seconds from 6:00 to 10:00 AM and 4:00 to 7:00 PM. 4

57 Based on field observations, it may be beneficial to remove 20 seconds from the pedestrian phase. 2. Increase the vehicular phase during the PM peak hour to prevent queuing into adjacent intersections. 3. Install a queue detector downstream of the roundabout. When a long queue caused by the crosswalk signal is detected, responsive signal timing can be activated to prevent vehicles from backing up into the Virginia Avenue intersection during times when McGregor Boulevard becomes congested. The detector should be located to ensure vehicles can be cleared before backing up into the roundabout. 4. Widen the existing crosswalk to accommodate larger groupings of pedestrians and encourage pedestrians to cross in platoons. 5. Install curb extensions at the crosswalk to shorten the pedestrian walking distance and, therefore, allow a shorter pedestrian phase. By staging pedestrians in front of the royal palms, they will become more visible to drivers and improve safety. Curb extensions may also act as a traffic calming measure during the day, encouraging lower vehicular speeds. 6. Consider a raised crosswalk to improve pedestrian visibility and encourage lower vehicular speeds. Larchmont Avenue Larchmont Avenue is a three-legged intersection providing all movements and primarily providing access to parking associated with the Edison Home. There are no turn lanes on the Larchmont Avenue approach and left turning vehicles must wait for a gap in traffic in both directions. The intersection is also located very close to West First Street. There is an offset of approximately 75 feet between the two intersections. Under future traffic conditions, these characteristics may result in excessive side street delay, congestion, and potential safety concerns associated with the intersection offset. It is recommended that Larchmont Avenue at McGregor Boulevard be converted to a right-in / right-out only and closed just east of the South Florida Water Management District driveway. This will allow service vehicles to access the South Florida Water Management building. Closure of Larchmont Avenue is consistent with the Edison Home master plan. West First Street McGregor Boulevard / West First Street allows full movement access onto McGregor Boulevard. Drivers turning left onto McGregor Boulevard have to wait for a gap in both directions and, with future traffic volumes, left turning vehicles may back up due to queues on McGregor Boulevard. This is an issue because traffic volumes on West First Street are predominantly right turns and can suffer excessive delay if blocked by left turning vehicles. It is recommended that this intersection be monitored and potentially converted to a directional median opening to prevent lane blockage, reduce side street delay, and improve safety. If a directional median is installed, LeeTran buses can be rerouted to Virginia Avenue to turn left onto McGregor Boulevard. 5

58 Altamont Avenue / Victoria Avenue The signalized intersection at Altamont Avenue / Victoria Avenue / McGregor Boulevard is the intended route for traffic coming to and from US 41. It is characterized by an exclusive left turn and thru/right turn lane on McGregor Boulevard in both directions; an exclusive left turn, thru, and right turn lane, following a sharp curve, on Victoria Avenue westbound; and an exclusive left turn and thru/right turn lane on Altamont Avenue eastbound. The signal at McGregor Boulevard / Victoria Avenue was observed to not have any traffic impacts affecting Virginia Avenue. However, the pavement markings on the Altamont Avenue eastbound approach to the intersection are completely worn out, which makes the proper lane designation confusing to drivers approaching McGregor Boulevard from both the west and east. The situation is made even more confusing by the two departure lanes on Victoria Avenue. Without pavement markings, drivers heading east on Altamont Avenue may mistake the approach lanes as a left/thru and thru/right turn lane. Drivers who mistake the left turn lane as a thru lane represent a safety issue for opposing left turning traffic who may fail to yield. To address this issue, it is recommended that the pavement markings be reinstalled to clarify proper lane designation. Also, as the area develops, consideration should also be given to providing an exclusive right turn lane on eastbound Altamont Avenue. Recommendations A single-lane roundabout at the intersection of McGregor Boulevard / Virginia Avenue is the preferred intersection improvement when compared to a traffic signal or the existing two-way stop control. It provides better operational and safety performance and is consistent with the City s Complete Streets initiative. However, regardless of the eventual traffic control at the McGregor Boulevard / Virginia Avenue intersection (whether it be a two-way stop, traffic signal, or roundabout), future operations will continue to be impacted by the downstream Edison Home pedestrian crossing signal. If corrective actions are not taken to improve traffic flow on McGregor Boulevard, effective traffic operations will be hindered by queues continuing to back up into the Virginia Avenue intersection (and beyond). It is recommended that the following improvements be considered. 1. Coordinate with the Edison Home and Lee County DOT to evaluate and identify improvements to the Edison Home pedestrian signal to ensure efficient and safe operations for both pedestrians and motorists. Consider the following. a) Reduce the overall duration of the pedestrian crossing phase during the PM peak hour to minimize lost time. b) Increase the motor vehicle phase to improve traffic flow during the PM peak hour. 6

59 c) Install a queue detector downstream of the roundabout to allow the pedestrian crosswalk signal to respond to McGregor Boulevard congestion. d) Widen the crosswalk to accommodate larger groupings of pedestrians. e) Construct curb extensions to reduce crosswalk travel distance, improve pedestrian visibility, and calm traffic. f) Install raised crosswalk to improve pedestrian visibility and calm traffic. 2. Convert the intersection of McGregor Boulevard and Larchmont Avenue to a right-in / right-out only. Close Larchmont Avenue east of McGregor Boulevard. 3. Monitor and convert McGregor Boulevard / West First Street to a directional median opening. Reroute LeeTran buses to Virginia Avenue. 4. Reinstall and monitor lane markings for proper lane designation and consider an eastbound right turn lane at McGregor Boulevard / Victoria Avenue. 7

60 Proposed Roundabout Location McGREGOR BOULEVARD/ VIRGINA AVENUE TRAFFIC STUDY INTERSECTION LOCATION 16554/01A/0617 1

61 N US 41 Euclid Ave Edison Ave McGREGOR BOULEVARD/ VIRGINA AVENUE TRAFFIC STUDY EDISON AVENUE EXTENSION 16554/02A/0617 2

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64 APPENDIX A OPERATIONAL ANALYSIS OUTPUT

65 TWO-WAY STOP CONTROL

66 EXISTING 2017

67 HCM 6th TWSC 3: McGregor Blvd & Virginia Ave Intersection Int Delay, s/veh 1.9 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach SE NW NE SW HCM Control Delay, s HCM LOS C D Minor Lane/Major Mvmt NEL NET NERNWLn1 SELn1 SWL SWT SWR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - - D C A - - HCM 95th %tile Q(veh) McGregor Boulevard / Virgina Avenue TWSC 2017 Traffic Conditions, AM Peak Hour Synchro 9 Report

68 HCM 6th TWSC 3: McGregor Blvd & Virginia Ave Intersection Int Delay, s/veh 1.7 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach SE NW NE SW HCM Control Delay, s HCM LOS C C Minor Lane/Major Mvmt NEL NET NERNWLn1 SELn1 SWL SWT SWR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - - C C A - - HCM 95th %tile Q(veh) McGregor Boulevard / Virgina Avenue TWSC 2017 Traffic Conditions, Mid-day Peak Hour Synchro 9 Report

69 HCM 6th TWSC 3: McGregor Blvd & Virginia Ave Intersection Int Delay, s/veh 4 Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach SE NW NE SW HCM Control Delay, s HCM LOS D E Minor Lane/Major Mvmt NEL NET NERNWLn1 SELn1 SWL SWT SWR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - - E D A - - HCM 95th %tile Q(veh) McGregor Boulevard / Virgina Avenue TWSC 2017 Traffic Conditions, PM Peak Hour Synchro 9 Report

70 FUTURE 2040

71 HCM 6th TWSC 3: McGregor Blvd & Virginia Ave Intersection Int Delay, s/veh Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver ~ Stage Stage Platoon blocked, % Mov Cap-1 Maneuver ~ ~ Mov Cap-2 Maneuver ~ ~ Stage Stage Approach SE NW NE SW HCM Control Delay, s 273 $ HCM LOS F F Minor Lane/Major Mvmt NEL NET NERNWLn1 SELn1 SELn2 SWL SWT SWR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) $ $ HCM Lane LOS A - - F F F B - - HCM 95th %tile Q(veh) Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon McGregor Boulevard / Virgina Avenue TWSC 2040 Traffic Conditions, AM Peak Hour Synchro 9 Report

72 HCM 6th TWSC 3: McGregor Blvd & Virginia Ave Intersection Int Delay, s/veh Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver ~ Stage Stage Platoon blocked, % Mov Cap-1 Maneuver ~ ~ Mov Cap-2 Maneuver ~ ~ Stage Stage Approach SE NW NE SW HCM Control Delay, s $ $ HCM LOS F F Minor Lane/Major Mvmt NEL NET NERNWLn1 SELn1 SWL SWT SWR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) $ 839.9$ HCM Lane LOS A - - F F A - - HCM 95th %tile Q(veh) Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon McGregor Boulevard / Virgina Avenue TWSC 2040 Traffic Conditions, Mid-day Peak Hour Synchro 9 Report

73 HCM 6th TWSC 3: McGregor Blvd & Virginia Ave Intersection Int Delay, s/veh Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver ~ ~ Stage Stage Platoon blocked, % Mov Cap-1 Maneuver ~ 15 ~ Mov Cap-2 Maneuver ~ 15 ~ Stage Stage ~ Approach SE NW NE SW HCM Control Delay, s $ HCM LOS F - Minor Lane/Major Mvmt NEL NET NERNWLn1 SELn1 SWL SWT SWR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) $ HCM Lane LOS B F A - - HCM 95th %tile Q(veh) Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon McGregor Boulevard / Virgina Avenue TWSC 2040 Traffic Conditions, PM Peak Hour Synchro 9 Report

74 TRAFFIC SIGNAL

75 EXISTING 2017

76 HCM 6th Signalized Intersection Summary 3: McGregor Blvd & Virginia Ave Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(95%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS C A D D A A A A A A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D A A Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay 6.5 HCM 6th LOS A McGregor Boulevard / Virgina Avenue Traffic Signal 2017 Traffic Conditions, AM Peak Hour Synchro 9 Report

77 HCM 6th Signalized Intersection Summary 3: McGregor Blvd & Virginia Ave Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(95%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS D A D D A A A A A A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D A A Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay 5.7 HCM 6th LOS A McGregor Boulevard / Virgina Avenue Traffic Signal 2017 Traffic Conditions, Mid-day Peak Hour Synchro 9 Report

78 HCM 6th Signalized Intersection Summary 3: McGregor Blvd & Virginia Ave Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(95%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS C A D C A A A A A A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D C A A Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay 9.7 HCM 6th LOS A McGregor Boulevard / Virgina Avenue Traffic Signal 2017 Traffic Conditions, PM Peak Hour Synchro 9 Report

79 FUTURE 2040

80 HCM 6th Signalized Intersection Summary 3: McGregor Blvd & Virginia Ave Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(95%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS C A C D A A B A B C A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS C D B B Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B McGregor Boulevard / Virgina Avenue Traffic Signal 2040 Traffic Conditions, AM Peak Hour Synchro 9 Report

81 HCM 6th Signalized Intersection Summary 3: McGregor Blvd & Virginia Ave Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(95%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS C A C D A A B A B B A B Approach Vol, veh/h Approach Delay, s/veh Approach LOS C D B B Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay 16.9 HCM 6th LOS B McGregor Boulevard / Virgina Avenue Traffic Signal 2040 Traffic Conditions, Mid-day Peak Hour Synchro 9 Report

82 HCM 6th Signalized Intersection Summary 3: McGregor Blvd & Virginia Ave Movement SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(95%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS C A C D A A D A B C A C Approach Vol, veh/h Approach Delay, s/veh Approach LOS C D C C Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay 25.7 HCM 6th LOS C McGregor Boulevard / Virgina Avenue Traffic Signal 2040 Traffic Conditions, PM Peak Hour Synchro 9 Report

83 ROUNDABOUT

84 EXISTING 2017

85 LANE SUMMARY Site: 101 [Existing 2017 Traffic Conditions - AM Peak Hour] McGregor Blvd/Virginia Ave Roundabout Lane Use and Performance Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob. Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block. veh/h % veh/h v/c % sec ft ft % % South: McGregor Blvd Lane 1 d LOS A Full Approach LOS A East: Virginia Ave Lane 1 d LOS A Full Approach LOS A North: McGregor Blvd Lane 1 d LOS A Full Approach LOS A West: Virginia Ave Lane 1 d LOS A Full Approach LOS A Intersection LOS A Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Sitetab). Roundabout LOS Method: Same as Signalised Intersections. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. SIDRA Standard Delay Model is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option is selected. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach SIDRA INTERSECTION 7.0 Copyright Akcelik and Associates Pty Ltd sidrasolutions.com Organisation: DAVID PLUMMER & ASSOCIATES Processed: Tuesday, June 27, :32:43 PM Project: D:\16554_McGregor_Virginia_Roundabout\Roundabout\McGregor_Virginia_Roundabout_76'.sip7

86 LANE SUMMARY Site: 101 [Existing 2017 Traffic Conditions - Midday Peak Hour] McGregor Blvd/Virginia Ave Roundabout Lane Use and Performance Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob. Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block. veh/h % veh/h v/c % sec ft ft % % South: McGregor Blvd Lane 1 d LOS A Full Approach LOS A East: Virginia Ave Lane 1 d LOS A Full Approach LOS A North: McGregor Blvd Lane 1 d LOS A Full Approach LOS A West: Virginia Ave Lane 1 d LOS A Full Approach LOS A Intersection LOS A Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Sitetab). Roundabout LOS Method: Same as Signalised Intersections. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. SIDRA Standard Delay Model is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option is selected. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach SIDRA INTERSECTION 7.0 Copyright Akcelik and Associates Pty Ltd sidrasolutions.com Organisation: DAVID PLUMMER & ASSOCIATES Processed: Monday, June 19, :56:26 PM Project: D:\16554_McGregor_Virginia_Roundabout\Roundabout\McGregor_Virginia_Roundabout_76'.sip7

87 LANE SUMMARY Site: 101 [Existing 2017 Traffic Conditions - PM Peak Hour] McGregor Blvd/Virginia Ave Roundabout Lane Use and Performance Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob. Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block. veh/h % veh/h v/c % sec ft ft % % South: McGregor Blvd Lane 1 d LOS A Full Approach LOS A East: Virginia Ave Lane 1 d LOS A Full Approach LOS A North: McGregor Blvd Lane 1 d LOS A Full Approach LOS A West: Virginia Ave Lane 1 d LOS A Full Approach LOS A Intersection LOS A Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Sitetab). Roundabout LOS Method: Same as Signalised Intersections. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. SIDRA Standard Delay Model is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option is selected. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach SIDRA INTERSECTION 7.0 Copyright Akcelik and Associates Pty Ltd sidrasolutions.com Organisation: DAVID PLUMMER & ASSOCIATES Processed: Monday, June 19, :56:27 PM Project: D:\16554_McGregor_Virginia_Roundabout\Roundabout\McGregor_Virginia_Roundabout_76'.sip7

88 FUTURE 2040

89 LANE SUMMARY Site: 101 [Future 2040 Traffic Conditions - AM Peak Hour] McGregor Blvd/Virginia Ave Roundabout Lane Use and Performance Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob. Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block. veh/h % veh/h v/c % sec ft ft % % South: McGregor Blvd Lane 1 d LOS A Full Approach LOS A East: Virginia Ave Lane 1 d LOS A Full Approach LOS A North: McGregor Blvd Lane 1 d LOS A Full Approach LOS A West: Virginia Ave Lane 1 d LOS A Full Approach LOS A Intersection LOS A Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Sitetab). Roundabout LOS Method: Same as Signalised Intersections. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. SIDRA Standard Delay Model is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option is selected. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach SIDRA INTERSECTION 7.0 Copyright Akcelik and Associates Pty Ltd sidrasolutions.com Organisation: DAVID PLUMMER & ASSOCIATES Processed: Monday, June 19, :56:27 PM Project: D:\16554_McGregor_Virginia_Roundabout\Roundabout\McGregor_Virginia_Roundabout_76'.sip7

90 LANE SUMMARY Site: 101 [Future 2040 Traffic Conditions - Midday Peak Hour] McGregor Blvd/Virginia Ave Roundabout Lane Use and Performance Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob. Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block. veh/h % veh/h v/c % sec ft ft % % South: McGregor Blvd Lane 1 d LOS A Full Approach LOS A East: Virginia Ave Lane 1 d LOS A Full Approach LOS A North: McGregor Blvd Lane 1 d LOS A Full Approach LOS A West: Virginia Ave Lane 1 d LOS A Full Approach LOS A Intersection LOS A Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Sitetab). Roundabout LOS Method: Same as Signalised Intersections. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. SIDRA Standard Delay Model is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option is selected. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach SIDRA INTERSECTION 7.0 Copyright Akcelik and Associates Pty Ltd sidrasolutions.com Organisation: DAVID PLUMMER & ASSOCIATES Processed: Monday, June 19, :56:28 PM Project: D:\16554_McGregor_Virginia_Roundabout\Roundabout\McGregor_Virginia_Roundabout_76'.sip7

91 LANE SUMMARY Site: 101 [Future 2040 Traffic Conditions - PM Peak Hour] McGregor Blvd/Virginia Ave Roundabout Lane Use and Performance Demand Flows Deg. Lane Average Level of 95% Back of Queue Lane Lane Cap. Prob. Total HV Cap. Satn Util. Delay Service Veh Dist Config Length Adj. Block. veh/h % veh/h v/c % sec ft ft % % South: McGregor Blvd Lane 1 d LOS A Full Approach LOS A East: Virginia Ave Lane 1 d LOS A Full Approach LOS A North: McGregor Blvd Lane 1 d LOS A Full Approach LOS A West: Virginia Ave Lane 1 d LOS C Full Approach LOS C Intersection LOS A Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Sitetab). Roundabout LOS Method: Same as Signalised Intersections. Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane. LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all lanes (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. SIDRA Standard Delay Model is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option is selected. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. d Dominant lane on roundabout approach SIDRA INTERSECTION 7.0 Copyright Akcelik and Associates Pty Ltd sidrasolutions.com Organisation: DAVID PLUMMER & ASSOCIATES Processed: Monday, June 19, :56:29 PM Project: D:\16554_McGregor_Virginia_Roundabout\Roundabout\McGregor_Virginia_Roundabout_76'.sip7

92 AGENDA HISTORIC PRESERVATION COMMISSION June 28, :00 o clock p.m. Revised 2:00 p.m. Ward 6 Chair Mary-Regina Sabiston (Gina) Mayor Appointee Lisa Belcher Ward 1 Vice Chair John M. Podczerwinsky Alternate Carl Barraco, Jr Ward 2 Brad McGrath Alternate John Joe McKenzie Ward 3 Vacant Ward 4 Kevin Williams Ward 5 Mary Jo Walker CITY COUNCIL CHAMBERS, 2200 SECOND STREET, FORT MYERS, FLORIDA For full agenda Packet Click Here. Larger files may take longer to download. Please complete a Request to Speak form if you plan to address the Historic Preservation Commission and submit to the recording secretary prior to the start of the meeting. CALL TO ORDER Roll Call PUBLIC HEARINGS 1. Public Hearing: Certificate of Review 18COR13, 1639 Menlo Road, Edison Park Historic District: new metal roof. 2. Public Hearing: Certificate of Review 18COR14, 1770 Woodlawn Avenue, Edison Park Historic District: new vinyl fence. 3. Public Hearing: Certificate of Review 18COR15, 2408 Euclid Avenue, Edison Park Historic District: new pool. 4. Public Hearing: Local Landmark Designation 18HL01, 1634 Woodford Street. 5. Public Hearing: Certificate of Review 18COR08, Intersection of McGregor Boulevard and Virginia Avenue, Local Historic Road: approval for a roundabout at the intersection. Page 1 of 2

93 AGENDA HISTORIC PRESERVATION COMMISSION June 28, :00 o clock p.m. Revised 2:00 p.m. 6. Continued Public Hearing: Consider an amendment rewriting Land Development Code Chapter 114 Historic Preservation. Removed by staff. 7. Monthly Code Enforcement Cases 8. Miscellaneous Business 9. Public Comment on Non-Agenda Items Adjourn If a person decides to appeal any decision made by the Historic Preservation Commission with respect to any matter considered at such meeting or hearing, he or she will need a record of the proceedings, and that, for such purpose, he or she may need to ensure that a verbatim record of the proceedings is made, which record includes the testimony and evidence upon which the appeal is to be based. Special Requirements: If you require special aid or services as addressed in the Americans with Disabilities Act, please contact the City Clerk s Office at (239) or for the hearing impaired, TDD telephone number (239) Page 2 of 2

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99 CITY OF FORT MYERS AFFIDAVIT OF POSTING NOTICE CITY COUNCIL PUBLIC HEARING Hearing Date/Time: 1 PM MONDAY MARCH TQ City FUe Name/Number: APPEAL HPC DECISION CAS # 18COR08 ROUNDABOUT MCGREGOR AND VIRGINIA Date/Time of Posting; (Please fill in once sign has been posted) STATE OF FLORIDA COUNTY OF LEE Before me this day personally appeared, who being first sworn, disposes and says that he/she has properly posted a notice of public hearing (sign), as provided by the City of Fort Myers, Community Development Department, on the subject property at least fifteen (15) days prior to the above referenced City Council Public Hearing. C. ^/l^rryyo Signature of Applicant or Agent Oheni' Thornyjc /n Name (T5^ed or Printed) Sworn to and subscribed before me thi 2019 A.D. Notaryyhiplic Signature My Commission Expires: /}. ni A. GERMANIS Notary Public - State of Florida I't Commission # GG My Comm. Expires Dec Bonded through National Notary Assn. yp. RETURNED BY: FRIDAY - MARCH 15, 2019

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