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2007-26680 Reso
RESOLUTION NO. 2007-26680 A RESOLUTION OF THE MAYOR AND CITY COMMISSION OF THE CITY OF MIAMI BEACH, FLORIDA, APPROVING THE ELIMINATION OF BULB-OUTS AND PARKING LANES ON COLLINS AVENUE, BETWEEN 63RD AND 72ND STREETS, AND THE RECONFIGURATION TO THREE (3) TRAFFIC LANES, BASED ON THE BENEFICIAL TRAFFIC IMPACTS THUS DERIVED, AND AN AGREEMENT BY THE FLORIDA DEPARTMENT OF TRANSPORTATION (FDOT) TO FUND THE RESTORATION OF THE THIRD TRAFFIC .LANE PURSUANT TO THE COMPLETION OF THE 63RD STREET BRIDGE REHABILITATION PROJECT. WHEREAS, in 1995, the City, in agreement with the Florida Department of Transportation (FDOT), constructed bulb-outs along Collins Avenue, between 63rd and 72"d Streets, as part of the North Shore Community Improvements Project; and WHEREAS, this segment of Collins Avenue, from 63rd to 72"d Streets, has been characterized by traffic congestion following the implementation of the bulb-outs; and WHEREAS, the roadway configuration (two parking lanes on each side of the street and two travel lanes) restricted traffic movement and reduced capacity in that portion of Collins Avenue; and WHEREAS, in 2006, FDOT began the 63rd Street Flyover Removal and Indian Creek Reconstruction and 63rd Street Bridge Rehabilitation Project (the Project); and WHEREAS, FDOT has agreed to restore, at its cost, the original three (3) lane configuration along Collins Avenue, from 63rd to 72"d Streets, pursuant to the completion of the Project; and WHEREAS, Collins Avenue is a principal arterial serving the City, and is the main arterial directly connecting the City to the other Barrier Island/ Coastal Communities and, Broward County, and points further north; and WHEREAS, mobility and capacity considerations are crucial to its effectiveness and operational integrity, both as a discrete roadway element and as a component within the City's overall roadway network; and WHEREAS, Operational Analysis shows the restoration of the removed bulb-outs and the consequent elimination of the third travel lane would deteriorate the Collins Avenue corridor to a Level of Service F at evening peak, mainly in the 63rd to ]2nd Streets segment; and WHEREAS, recommendation does not anticipate allowing temporary parking in the new third lane as the limited benefit would be-off set by the expense and adverse reactions to a necessary proactive enforcement program to assure that the third lane functions as needed during peak traffic flow hours; and WHEREAS, at that time, FDOT removed the bulb-outs in the eastern side of Collins Avenue, from 63rd to 72nd Streets, and eliminated the parking lane in order to increase the roadway capacity during the peak evening commute, in order to mitigate the Project traffic impacts. NOW, THEREFORE, BE IT DULY RESOLVED BY THE MAYOR AND THE CITY COMMISSION OF THE CITY OF MIAMI BEACH, FLORIDA, that the Mayor and City Commission hereby approve the elimination of bulb-outs and parking lanes on Collins Avenue, between 63rd and 72nd Streets, and the reconfiguration to three (3) traffic lanes, based on the beneficial traffic impacts thus derived, and an agreement by the Florida Department of Transportation to fund the restoration of the third traffic lane pursuant to the completion of the 63rd Street Bridge Rehabilitation Project. PASSED AND ADOPTED this the 17th day of October, 2007. ATTEST: ~-~1,~ t~e~, C.~~ ,tom CITY CLERK Robert Parcher T:\AGENDA\2007\oct1707\Regular\Collins 63 to 72 reso1.doc APPROVED AS TO FORM & LANGUAGE & FOR EXECUTION 161zo7 ~t COMMISSION ITEM SUMMARY Condensed Title: ~, A Resolution approving the permanent elimination of bulb-outs and parking lane along Collins Avenue between 63rd and 72" Streets, and urging the Florida Department of Transportation to expedite the complete reconfiguration to three traffic lanes, thus increasin traffic capacity alon this corridor. rce mtenaed Vutcome 5u orted: Improve or maintain traffic flow. Supporting Data (Surveys, Environmental Scan, etc.): Traffic appears as one of the most important areas affecting residents quality of life; 37% of residents rated traffic flow as poor; traffic is ranked #2 by residents as one of the changes that will make Miami Beach a better place to live; traffic flow where you drive in Miami Beach is a ke driver for recommendin Miami Beach as a lace to live. Issue: Shall the City Commission approve the Resolution? item summa ~Kecommendation: As part of the North Shore Community Improvements Project and in agreement with the Florida Department of Transportation (FDOT), the City constructed bulb-outs along Collins Avenue between 63rd Street and 72"d Street in 1995. Since the construction of the bulb-outs and the establishment of a parking lane, the segment on Collins Avenue from 63rd to 72"d Streets has been characterized by significant traffic congestion, especially at peak traffic hours. The roadway configuration (two parking lanes on each side of the street and two travel lanes) restricted traffic movement and reduced capacity in that portion of Collins Avenue. A recent traffic analysis of two scenarios shows a Level of Service F for the two-lane condition, as opposed to a Level of Service D for the three-lane condition during the peak evening commute. In 2006, FDOT began the 63rd Street Flyover Removal and Indian Creek Reconstruction and 63rd Street Bridge Rehabilitation project. At the urging of Commissioner Steinberg and the City Manager, to mitigate the project traffic impacts FDOT agreed to remove the bulb-outs in the eastern side of Collins Avenue, from 63rd to 72"d Streets, and eliminate the parking lane in order to increase the road capacity during the peak evening commute. FDOT also agreed to restore, at their cost, the three-lane configuration along Collins Avenue after the 63rd Street Bridge Rehabilitation Project is completed. The Administration recommends adoption of the Resolution. Advisory Board Recommendation: Financial Information: Source of Amount Account Funds: 1 N/A FDOT ~~ 2 OBPI Total Financial Impact Summary: N/A Cit Clerk's Office Le islative Trackin Fernando Vazquez, City Engineer, x.6399 Si n-Offs: Departure hector As nt City Manager C y Manager FHB JMG er_Gnin ~~ m~,. n^no,,,...i..rn_u:__ .. T:` ~....~ ~w~~r~~ u~cyuian~.~nnis~p iL JUmmaryl.dOC ?~ MIAMIBEACH v U n~El~~~ ITEM G 70 m MIAMIBEACH City of Miami Beach, 1700 Convention Center Drive, Miami Beach, Florida 33139, www.miamibeachfl.gov COMMISSION MEMORANDUM TO: Mayor David Dermer and Members of the City Commission FROM: Jorge M. Gonzalez, City Manager DATE: October 17, 2007 SUBJECT: A RESOLUTION OF THE MAYOR AND CITY COMMISSION OF THE CITY OF MIAMI BEACH, FLORIDA, ADOPTING THE ELIMINATION OF BULB-OUTS AND PARKING LANE ON COLLINS AVENUE, BETWEEN 63RD STREET AND 72ND STREET, AND THE RECONFIGURATION TO THREE TRAFFIC LANES; AND URGING THE FLORIDA DEPARTMENT OF TRANSPORTATION (FDOT) TO EXPEDITE THE COMPLETE RESTORATION OF THE THIRD TRAFFIC LANE PURSUANT TO THE COMPLETION OF THE 63RD STREET BRIDGE REHABILITATION PROJECT. ADMINISTRATION RECOMMENDATION Adopt the Resolution. Background As part of the North Shore Community Improvements Project and in agreement with the Florida Department of Transportation (FDOT), the City constructed bulb-outs along Collins Avenue between 63rd Street and 72nd Street in 1995. These improvements were paid by the property owners through a special tax assessment. Since the implementation of these bulb-outs, the traffic volume along the segment between Collins Avenue from 63rd to 72"d Streets has changed, with traffic congestion occurring mainly during peak periods due to the reduced roadway capacity caused by the bulb-outs. The roadway configuration (parking lanes on each side of the street and two travel lanes) has further restricted traffic movement and reduced capacity in that portion along Collins Avenue. In 2006, FDOT began the 63rd Street Flyover Removal, Indian Creek Reconstruction and 63`d Street Bridge Rehabilitation Project. At the urging of Commissioner Steinberg and the City Manager and to mitigate the project traffic impacts, FDOT agreed to remove the bulb-outs along the eastern side of Collins Avenue, from 63rd to 72"d Streets, and eliminate the parking lane in order to increase the road capacity during the peak evening commute. The removal of the bulb-outs and added traffic lane made an immediate impact on reducing traffic congestion that has been sustained to date. FDOT also agreed to restore, at their cost, the demolished bulb outs along Collins Avenue after completion of the 63rd Street Bridge Rehabilitation Project. The 63rd Street Bridge Rehabilitation project is essentially complete with the exception of rework of the bascule bridge gear components which will be completed no later than August 2008. The City must make a determination before project completion to restore the bulb-outs or to retain the third lane for traffic operations. Analvsis In order to quantify the impacts and benefits, the City engaged the services of Kittelson and Associates (K & A). K&A conducted an Operational Analysis considering the following scenarios: Option 1: Keep the current 3-lane travel way, and Option 2: Convert the eastern most lane back to on-street parking lane with bulb-outs and maintain a 2-lane travel way The study followed a traditional traffic engineering approach, collecting data in the intersections associated with the analysis: • Collins Avenue at 63rd Street • Collins Avenue at 65th Street • Collins Avenue at 67th Street • Collins Avenue at 69th Street • Collins Avenue at 71st Street • Collins Avenue at 72nd Street The afternoon peak period was found to be between 4:50 to 5:50 PM (see Technical Report in Attachment 1). To ensure that this analysis is based on high traffic use scenario's the peak 15- minuteflow rate during the weekday PM peak hour is used in the evaluation of all intersection levels of service. Traffic conditions during all other weekday hours operated under better conditions than those described in the report. Signal timing was obtained from the Miami-Dade County. Capacity analyses were performed for both options following the procedures established in the 2006 Highway Capacity Manual. To be conservative, the analysis assumed that all vehicles currently utilizing Collins Avenue would remain after implementation of option 1 or 2 designs. Due to the anticipated added traffic from developments under construction in the area, a two percent (2%) growth was projected for the next three (3) years. Signal timing, phasing, and other parameters were also kept constant. The operational results for intersections within the study corridor are shown in Table 1 and Table 2 below: Table 1 Option 1 Operational Results -three travel lanes Intersection Intersection Delay (second) Critical volume-to- capacity ratio Intersection Level of Service Collins Avenue / 63'" Street 38.3 0.84 D Collins Avenue / 65'h Street 15.7 0.76 B Collins Avenue / 67'h Street 16.8 0.82 B Collins Avenue / 69th Street 10.9 0.63 B Collins Avenue / 71~' Street 21.7 0.71 C Collins Avenue / 72n0 Street 12.7 0.65 B A corridor-wide analysis under Option 1 reveals an average travel speed of 17.8 mph during the weekend PM peak hours, resulting in a Level of Service D. Table 2 Option 2 Operational Results -two travel lanes Intersection Intersection Delay (second) Critical volume-to- capacity ratio Intersection Level of Service Collins Avenue / 63'" Street 61.1 1.03 E Collins Avenue / 65'" Street 136.2 1.09 F Collins Avenue / 67'" Street 164.0 1.19 F Collins Avenue / 69'" Street 49.7 0.91 D Collins Avenue / 71~` Street 51.3 1.01 D Collins Avenue / 72ntl Street 53.2 0.96 D As indicated in Table 2, three (3) of the six (6) intersections are expected to operate at unacceptable levels of service during the weekday PM peak hour. Appendix D of the Technical Reports includes the year 2007 lane reduction Operational Analysis worksheets. (See Attachment 1) A corridor-wide analysis under Option 2 reveals an average travel speed of 5.9 mph during the weekend PM peak hours, resulting in a Level of Service F. Community Workshop The Communitywas invited to participate in the decision process through a Community Workshop, which was held on February 13th, 2007, at the North Shore Park Auditorium. Residents, business owners and elected officials participated in the workshop. K&A presented the results of the Operational Analysis. The residents that were very participative focused on the following issues: • Improve Signal Synchronization along Collins. • Install a wider sidewalk to create a "buffer" between fast traveling vehicles and restaurant patrons. • Add landscape and streetscape, keeping adequate sight distance. • Check on stop bars/stop signs on all driveways; many are missing • Install/dedicate a lane for construction trucks • Lighting needs improvement • Better local circulation is needed to accommodate the new developments • Enforce delivery trucks which are double parked/ or park during peak periods; they add to the congestion • Assess 65th Street traffic signal; the residents feel that it is unnecessary. • Provide more parking garages to address parking problems. • Install a "flexible" parking lane The community expressed their preference for a flexible parking lane, restricting parking during peak hours. Only one resident was in favor of permanent removal of the parking lane. North Beach Development Corporation has been involved in this process collecting signatures from business owners along Collins Avenue supporting the removal of the parking lane and installation of a flexible parking lane. The Parking Department does not support the requested flexible parking lane because it would be very difficult operationally to enforce keeping the lane clear of parked cars at different times of the day. The third lane although not yet resurfaced, has been working optimally since June 2006 and the City has not received any complaints, on the contrary the added capacity has been a welcome relief to traffic flow at peak times. Conclusions Collins Avenue (SR A1A) is a principal arterial serving the City of Miami Beach, and is the main arterial directly connecting the City to the other Barrier Island/ Coastal Communities, Broward County, and points further north. As such, mobility and capacity considerations are crucial to its effectiveness and operational integrity, both as a discrete roadway element and as a component within the City's overall roadway network. The Operational Analysis showed that the restoration of the removed bulb-outs and the consequent elimination of the third travel lane will deteriorate the Collins Avenue corridor to a Level of Service F at evening peak, mainly in the 63`~ - 72"d Streets segment. The recommendation does not anticipate allowing temporary parking in the new 3rd lane as the limited benefit would be off set by the expense and adverse reactions to a necessary proactive enforcement program to assure that the 3rd lane functions as needed during peak traffic flow hours. The Administration recommends approval of the Resolution Attachments: 1. Technical Report JMG/RCM/FHB/FV/cl T:\AGENDA\2007\oct1707\Regular\Collins 63 to 72 memol.doc ~` k psi ... ,.~.x .,R ~ ...,.. +. .. E ~ «,.+a. e w- o k. ...... ~.. • ~ 1..++ a ~~ ~ T R A N S P O R T A T I O N E N G I N E E R I N G / PLAN N I N G ` ~ 110 E Broward Boulevard, Suite 2410.. Fort Lauderdale, FL 33301 954.828.1730 954.828.1787 ,. MEMORANDUM Date: March 15, 2007 Project #: 7541.02 To: Ms. Maria Echeverry City of Miami Beach 1700 Convention Center Drive Miami Beach, FL 33139 From: Thuha Nguyen Lyew Project: Collins Avenue - 63`d Street to 72"d Street Subject: Operational Evaluation Kittelson & Associates, Inc. (KAI) was asked by the City of Miami Beach to perform an operational analysis for Collins Avenue, from 63`d Street to 72"d Street. Currently, due to the ongoing construction, this roadway segment provides three lanes for northbound travel. Once the construction is completed, the City is considering two options: Option 1: Keep the current 3-lane travel way, and Option 2: Convert the eastern most lane back to on-street parking lane with bulb-outs and maintain a 2-lane travel way The purpose of this study is to analyze both options and document the operational findings and potential impacts. This memo also includes suggestions/recommendations from the residents expressed at the Community Workshop. Data Collection 24-hour counts were performed at a numbers of locations along Collins Avenue by the City staff during the month of October 2006. This allowed for the determination of peak hours during the weekday. Manual turning movement counts were obtained for the five signalized intersections on a mid- week day in January 2007. The five study intersections are: • Collins Avenue at 65th Street • Collins Avenue at 67th Street • Collins Avenue at 69th Street • Collins Avenue at 71St Street • Collins Avenue at 72"a Street Collins Avenue - 63rd Street to 72nd Street March 15, 2007 Project #: 7591.02 Page 2 Since 63`d Street is closed for construction during the data collection period, its volume was estimated using the approach volume to northbound 65`h Street and the turning proportions as collected by the City staff earlier. The afternoon peak period was found to be between 4:50 to 5:50 p.m. Appendix A contains the traffic count sheets used in this study. To ensure that this analysis is based on a reasonable worst-case scenario, the peak 15-minute flow rate during the weekday p.m. peak hour is used in the evaluation of all intersection levels of service. For this reason, the analyses reflect conditions that are only likely to occur for 15 minutes out of the average peak hour:Traffic conditions during all other weekday hours will likely operate under better conditions than those described in this report. Signal timing was obtained from the Miami-Dade County. Methodology All intersection and corridor level-of-service analyses described in this memo are performed in accordance with the procedures stated in the 2000 Highway Capacity Manual. A description of level of service and the criteria by which they are determined is presented in Appendix B. Appendix B also indicates how level of service is measured and what is generally considered the acceptable range of level of service. No safety or parking analysis was performed as part of this study. Option 1 -Three-lane travel way traffic conditions ,. ., ;..~. RR.... b.. :..,, f; `+ ~~R r : 31pEWALR LANpStARE MRRIN4 TII4tYEL LAN! ', iAAVEI LRNE 111AVE14A~TE ~I.ANpRCAE{ 910EYML% Both options are analyzed for the year 2010; hence, a two percents (2%) annual growth is used to project the existing 2007 volumes for the next three year. Volume-to-capacity ratios and levels of service are calculated for the study intersections. As indicated in Table 1, all of the study intersections currently operate at acceptable levels of service during the weekday p.m. peak hour. Appendix C includes the year 2010 3-lane conditions operational analysis worksheets. A corridor-wide analysis performed reveals an average travel speed of 17.8 mph, resulting in a level of service D. ~ ,~ Kittetson cYc Associates, Inc. ~ Fort Lauderdale, Florida 1 .*rq Collins Avenue - 63rd Street to 72nd Street Project #: 7541.02 March I5, 2007 Page 3 Table 1 Option 1: 3-lane Operational Results Intersection Intersection Delay (second) Critical volume-to- capacity ratio Intersection Level of Service Collins Avenue / 63'd Street 38.3 0.84 D Collins Avenue / 65`" Street 15.7 0.76 B Collins Avenue / 67`" Street 16.8 0.82 B Collins Avenue / 69`" Street 10.9 0.63 B Collins Avenue / 71st Street 21.7 0.71 C Collins Avenue / 72"d Street 12.7 0.65 B Option 2 -Two-lane travel way traffic conditions To be conservative, it is assumed that all vehicles currently utilize Collins Avenue would remain after the lane reduction. As mentioned above, a two percents (2%) annual growth is used for the two-lane option (to reflect the anticipated added traffic form the under-construction developments in the area). Signal timing, phasing, and other parameters are also kept constants. As indicated in Table 2, three of the six intersections are expected to operate at unacceptable levels of service during the weekday p.m. peak hour. Appendix D includes the year 2007 lane reduction operational analysis worksheets. Table 2 Option 2: 2-lane Operational Results Intersection Intersection Delay (second) Critical volume- to-capacity ratio intersection Level of Service Collins Avenue / 63~d Street 61.1 1.03 E Collins Avenue / 65`" Street 127.7 1.07 F Collins Avenue / 67`" Street 154.7 1.17 F Collins Avenue / 69`" Street 40.8 0.89 D Collins Avenue / 71st Street 38.3 0.95 D Collins Avenue / 72nd Street 40.1 0.92 D A corridor-wide analysis performed reveals an average travel speed of 5.9 mph, resulting in a Level of Service F. Kittelson & Associates, Inc. Fort Lauderdale, Florida 'I ,ia[ww~.. ~uostwr~ ownwwo '. rn.vc. ~wnc rnwVn ur1c rtnc+~o ',uNVCr.re sroewwu~ ,. t. 'a, •~. Collins Avenue - 63rd Street to 72nd Street Project #: 7541.02 March 1 S, 2007 Page 4 Community Workshop The community workshop was help at 6:00 p.m. on February 13, 2007 at North Shore Park, Miami Beach. Almost thirty attendants including residents, business owners and elected officials participated in the workshop. After the analysis results were presented, the floor was open for participants to share their inputs. Residents expressed concerns of the increasing congestion along the segment while business owners worry about the lack of parking spaces. Most of the residents preferred a "flex" parking lane alternatives, restricting parking during rush hours. Many expressed interests in having; Collins Avenue more pedestrian-friendly with safer sidewalks and providing atransit-oriented environment with park-and-ride options. Some other comments/recommendations include: • Signals along Collins need synchronization • Sidewalk could be wider to create a "buffer" between fast traveling vehicles and restaurant patrons • Add landscape and streetscape, but don't forget to check for adequate sight distance • Check on stop bars/stop signs on all driveways; many are missing • Lighting need improvement • More local circulation is needed to accommodate the new developments • More enforcement on delivery trucks; they add to the congestion • Is there a real need for signal at 65th Street? • Are there plans for a parking garage construction, on 72nd maybe? Conclusions The lane reduction along Collins Avenue from 63~d Street to 72"d Street will cause a significant delay experienced by motorists. Three of the intersections are expected to perform at unacceptable levels of service. Having two through lane during the afternoon peak hours, the average travel time through this segment would increase from 2 minutes 40 seconds to 8 minutes. Residents and business owners in the area expressed a strong consensus for implementing a "flex parking" schedule, which allows for maximum vehicle throughput during the peak periods and available parking during the early morning (for loading and unloading) and the late afternoon hours (for business patrons). It is recommended that Public Works Department staff to work closely with Parking and Police Departments to come up with implementation and enforcement plans. s. n p Kittelson & Associates, Inc. Fort Lauderdale, Florida 1 *k: `w Appendix A Traffic Count Data ~~ 1 ova. TvDe of ceak hour beino reoorled: Svstem Peak hAcfhM fnr rlnfum.~n ~L hn ~ T.. ~ C.. INTERSECTION: Collins Ave--65th St WEATHER: ... __ _ __. _ _.. o _. ___._ OC JOB #: 10225102 GATE: 1 /23/2007 ° zea9 +o G ~ Peak-Hour: 4:50 PM -- 5:50 PM o.o z.o ° ° ° / i 4 o.o o.o o. r • 4 o 736 ~. 76 ~ ~ o • 0 [ 65th St ) 1.5 ~. 2.6 ~ t 0.0 • 0.0 7.00 0 .- 1.00 • 0 0.00 p 0 y ~ • 0.0 76 y 0 ' t 0 • 0 2.6 ~- 0.0 .~ ~ 0.0 • 0.0 t h • f 0.99 + Z~* ~ 1 • ~ 1.5 1.9 0.0 0 2909 [ Collins Ave ] 0.0 1.9 [Collins Ave ] 29 ~ ~ i I l~ 51 ~. 6 4 ~ /~ y < ~ ~ L « ao ~ 1 ~ 4 ~•~ NORTH ~ ( J ~~~ `~6 ~Og~ ~ • .~ « G 'rG f~ 1T tT ~ ~ ~ 'SEE LEGEND SHEET 5-MIN COUNT PERIOD Collins Ave (Northbound) Collins Ave (Southbound) 65th St Eastbound) 65th St (Westbound BEGINNING AT Left Thru Ri ht U Left Thru Ri ht U Lett Thru Ri ht U Left Thru Right U TOTAL TOTALS 4:00 PM 4:05 PM 20 26 210 0 207 0 0 0 0 0 0 0 5 7 0 0 0 0 0 0 0 0 0 0 235 240 4:10 PM 4:15 PM 11 13 200 0 189 0 0 0 0 0 0 0 9 5 0 0 0 0 0 0 0 0 0 0 220 207 4:20 PM 4:25 PM 16 20 181 0 227 0 0 0 0 0 0 0 2 10 0 0 0 0 0 0 0 0 0 0 199 257 4:30 PM 4:35 PM 16 9 231 0 241 0 0 0 0 0 0 0 9 3 0 0 0 0 0 0 0 0 0 0 256 253 4:40 PM 4:45 PM 11 4 222 0 196 0 0 0 0 0 0 0 10 7 0 0 0 0 0 0 0 0 0 0 243 207 4:50 PM 4:55 PM 10 13 244 0 235 0 0 0 0 0 0 0 8 4 0 0 0 0 0 0 0 0 0 0 262 252 2831 5:00 PM 5:05 PM 10 15 242 0 225 0 0 0 0 0 0 0 11 5 0 0 0 0 0 0 0 0 0 0 263 2859 5:10 PM 5:15 PM 14 12 224 0 235 0 0 0 0 0 0 0 8 4 0 0 0 0 0 0 0 245 2864 246 2890 5:20 PM 5:25 PM 10 14 222 0 238 0 0 0 0 0 0 0 7 1 0 0 0 0 0 0 0 0 0 251 2934 239 2974 5:30 PM 5:35 PM 10 8 205 0 225 0 0 0 0 0 0 0 9 0 0 0 0 0 0 0 0 0 253 2970 224 2938 5:40 PM 5:45 PM 13 7 243 0 235 0 0 0 0 0 0 3 7 0 0 0 0 0 0 0 0 0 0 236 2921 263 2941 5:50 PM 5:55 PM 8 13 247 0 252 0 0 0 0 0 0 9 5 0 0 0 0 0 0 0 0 0 0 251 2985 260 2983 0 0 6 0 0 0 0 0 271 3002 PEAK 15-RAIN Northbound Southbound Eastbound Westbound FLOW RATES Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U TOTAL All Vehicles Heavy Trucks 112 o 2812 0 so 0 0 0 0 0 0 0 76 0 0 0 0 0 0 0 0 ~ 3000 Pedestrians Bicycles 2a za 36 0 0 o 0 so 6e Railroad Stopped Buses Counter Comments: Reoort aeneratnrf nn tr~ai~nm suutt[;e: Quality Counts, LLC (http://www.qualitycounts.neq Tvce o/ peak hour being reponed: Svstem Peak Malhnri fnr rlofn , n~4 hN,r~ Tnf~t Fnlerinn \/nl~.mn INTERSECTION: Collins Ave--67th SUDriveway WEATHER OC JOB #: 10225103 : DATE: 1/23/2007 0 2539 + * 0 0 ~ Peak-Hour: 4:50 P M -• 5:50 PM 0.0 1.4 + ~ 0 0 0 ,- i 4 o.o o.o o.o / i ~. azs • ao ~ 4 1 ~. 17 [ 67th SUDriveway ] 0.2 ~. o.o ~ t o.o ~ o.o 1.00 0 • 0.88 ~ ~' 15 0.53 0 0 ,~ ~ • 0.0 80 .- 0 7 ~ 1 .- 1 0.0 .- 0.0 7 ~ 0.0 .- 0.0 ~a '- f P l osa 1 ~ 1 f P ~o.+ t.a*.o~ + * 1 2873 0.0 1.3 [ Collins Ave ] 2a [Collins Ave ] / i ~ . J' L 1aa ~ o ~ ,~ « ~"'' 78 ~ ~!" Q z r ~, • r• NORTH 1rt I J I t ~ ~ - i yti o 90 ~ y ~r « . « `Q 40 ~ f r 1 -1 I I ~ f 'SEE LEGEND SHEET 5-MIN COUNT Collins Ave Collins Ave 67th StDriveway 67th St/Driveway PERIOD (Northbound) Southbound Eastbound Westbound TOTAL BEGINNING AT Left Thru Ri ht U Left Thru Ri ht U Left Thru Ri ht U Left Thru Ri ht U TOTALS 4:00 PM 35 153 0 0 0 0 9 0 0 0 0 0 197 4:05 PM 37 166 0 0 0 0 14 0 0 0 0 0 217 4:10 PM 39 157 0 0 0 0 10 0 0 0 0 0 206 4:15 PM 22 171 0 0 0 0 8 0 0 0 0 0 201 4:20 PM 25 160 0 0 0 0 5 0 0 0 1 0 191 4:25 PM 24 173 0 0 0 0 7 0 0 0 2 0 206 4:30 PM 42 193 0 0 0 0 7 0 0 0 1 0 243 4:35 PM 28 225 0 0 0 0 11 0 0 0 1 0 265 4:40 PM 38 171 0 0 0 0 5 0 0 0 1 0 215 4:45 PM 23 232 0 0 0 0 3 1 0 0 1 0 260 4:50 PM 40 212 0 0 0 0 2 0 0 0 1 0 255 4:55 PM 5:00 PM 35 28 198 0 202 0 0 0 0 0 0 0 6 3 0 0 0 0 0 1 0 240 2696 0 0 0 233 2732 5:05 PM 5:10 PM 24 28 202 0 186 1 0 0 0 0 0 0 11 12 0 0 0 0 0 2 0 239 2754 0 0 0 5:15 PM 36 200 0 0 0 0 6 0 0 227 2775 0 1 1 244 2818 5:20 PM 5:25 PM 36 35 194 0 194 0 0 0 0 0 0 0 9 9 0 0 0 0 1 1 0 241 2868 0 1 0 239 2901 5:30 PM 5:35 PM 38 32 254 0 197 0 0 0 0 0 0 0 3 6 0 0 0 0 0 0 0 295 2953 0 3 0 238 2926 5:40 PM 5:45 PM 43 39 196 0 223 0 0 0 0 0 0 0 10 3 0 0 0 0 0 3 0 252 2963 0 2 0 5:50 PM 37 132 0 0 0 0 9 0 0 267 2970 0 1 0 179 2894 5:55 PM 39 164 0 0 0 0 8 0 0 0 0 0 211 2865 PEAK 15-MIN Northbound Southbound Eastbound Westbound FLOW RATES Left Thru Right U LeR Thru Right U Left Thru Right U Left Thru Right U TOTAL All VehIC18S Heavy Trucks 456 a 2464 0 r ~ as o 0 0 0 0 0 0 76 0 0 0 0 0 32 0 3028 Pedestrians Bicycles 52 36 128 0 0 0 0 o 48 216 Railroad Stopped Buses Counter Comments: Dennrf .......,.,,f.,w .... 1 r~mm~n~ SOURCE: Quality Counts, LLC (http://www.qualitycounfs.net) '~>,~. Type of peak hour being reported: Svstem Peak ~AnfhrW fnr Anln ~ L An ~ Tn 1 C.. INTERSECTION: Collins Ave--69th St WEATHER: - .a r__.__.__._ ._._. _..._....- __._..._ OC JOB #: 10225104 DATE: 1 /23/2006 ° 2358 + DOD O ~ Peak-Hour: 4:50 PM -- 5:50 PM o.o z.s i 0 .J i 4 o.o o.o o.o / • ~. 285 • 77 ~ ~ 0 • 0 [ 69th St ] 0.7 • 1.3 ~ t 0.0 • 0.0 1.00 0 • 0.87 • 0 0.00 p 0 ,~ ~ • 0.0 77 y 0 7 P O -- 0 1.3 • 0.0 7 r 0.0 • 0.0 '1 • ~ 285 2281 0 0.97 ~ 1 * I' 0.7 2.7 0.0 ~ a ~ 0 2566 a * 0.0 2.5 [ Collins Ave ] 0 [Collins Ave ] i V 45 0 ~ L •~ ,""~ 5t ~ Q z r '~ • r NORTH J ~ ~ + ~~~ `aV G~O°j~'4G --r 1 ~~ y .~ r w ~ I ~ T T~ ~ 'SEE LEGEND SHEET 5-MIN COUNT Collins Ave Collins Ave 69th St 89th St PERIOD Northbound (Southbound) Eastbound) (Westbound BEGINNING AT Left Thru Ri ht U Left Thru Ri ht U Left Thru Ri ht U Left Thru Ri ht U TOTAL TOTALS 4:00 PM 4:05 PM 19 24 145 0 174 0 0 0 0 0 0 0 6 3 0 0 0 0 0 0 0 170 0 0 0 201 4:10 PM 4:15 PM 24 19 134 0 190 0 0 0 0 0 0 0 11 5 0 0 0 0 0 0 0 169 0 0 0 214 4:20 PM 4:25 PM 33 22 187 0 182 0 0 0 0 0 0 0 6 10 0 0 0 0 0 0 0 226 0 0 0 214 4:30 PM 4:35 PM 25 31 164 0 226 0 0 0 0 0 0 0 7 8 0 0 0 0 0 0 0 196 0 0 0 265 4:40 PM 4:45 PM 19 27 165 0 178 0 0 0 0 0 0 0 6 7 0 0 0 0 0 0 0 190 0 0 0 212 4:50 PM 4:55 PM 31 16 226 0 183 0 0 0 0 0 0 0 5 6 0 0 0 0 0 0 0 262 0 0 0 205 2524 5:00 PM 5:05 PM 20 30 184 0 215 0 0 0 0 0 0 0 6 5 0 0 0 0 0 0 0 210 2564 0 0 0 5:10 PM 5:15 PM 19 21 183 0 161 0 0 0 0 0 0 0 13 7 0 0 250 2613 0 0 0 215 2659 5:20 PM 5:25 PM 26 26 225 0 173 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 189 2634 0 0 0 255 2663 5:30 PM 5:35 PM 22 27 144 0 224 0 0 0 0 0 0 0 6 8 0 0 0 0 0 0 0 205 2654 0 0 0 174 2632 5:40 PM 5:45 PM 25 22 188 0 175 0 0 0 0 0 0 0 2 7 0 0 0 0 0 0 0 253 2620 0 0 0 220 2650 5:50 PM 5:55 PM 24 20 232 0 195 0 0 0 0 0 8 5 0 0 0 0 0 0 0 205 2643 0 0 0 261 2642 0 0 8 0 0 0 0 0 223 2660 PEAK 15-MIN Northbound • Southbound Eastbound Westbound FLOW RATES Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U TOTAL All Vehicles Heavy Trucks 296 4 2348 0 52 0 D 0 0 0 0 0 68 0 0 0 0 0 0 2712 PedesUians Bicycles 28 0 0 36 0 0 0 0 o 56 s4 Railroad Stopped Buses Counter Comments: 4eDOrt generated on 1/2A/~nn7 _ suutict: vualrty Counts, LLC (http:/hvww.qualitycounts.net) Tvoe of neak hour heino reported: Svstem Peak Method for detemuning Deak hour: Total Entering Volume INTERSECTION: Collins Ave--71st SUDriveway WEATHER: OC JOB #: 10225105 DATE: 1/18/2007 0 2251 + * ~ a.oo Peak-Hour: 4:50 PM -- 5:50 PM 0.0 2.1 ~ + 0 0 0 0.0 0.0 0.0 .- • +~ ~ a ~ 37s ~. 269 ~ ~ 10 ~. 3s [ 71st SUDriveway ] 2.a ~+ 1.5 ~ t- 0.0 ~ 0.0 0.89 9 + 0.97 ~' 26 0.64 0.0 + ~ + 0.0 278 .- 0 1 ,~ 0 .- 1a 1.4 .- 0.0 7 r 0.0 .- 0.0 d 5 ~ 099 ~3 ~2.5 2.2 0.0 ~ * + 0 2330 [ Collins Ave j 0.0 2.3 [Collins Ave ] 0 ~ ~ d i 4 1~ J t 181 ~ 43 + ~, 23 ~ u NORTH ~' \*/ ~ - ~ + g 0 `Qg ~'4C -t~ a~ r T ~ q • « « ~ I I ~ 'SEE I.EGENO SHEET 5-MIN COUNT PERIOD Collins Ave (Northbound) Collins Ave Southbound) 71st SUDriveway (Eastbound 71st SUDriveway Westbound TOTAL BEGINNING AT Left Thru Ri ht U Left Thru Ri ht U Left Thru Ri ht U Left Thru RI ht U TOTALS 4:00 PM 39 144 0 0 0 0 24 1 0 0 2 5 215 4:05 PM 27 121 3 0 0 0 15 0 0 0 2 3 171 4:10 PM 31 110 0 0 0 0 13 1 0 0 3 4 162 4:15 PM 36 185 0 0 0 0 17 0 0 0 0 1 239 4:20 PM 32 143 0 0 0 0 21 1 0 0 3 2 202 4:25 PM 23 135 1 0 0 0 27 2 0 0 2 2 192 4:30 PM 39 178 2 0 0 0 20 2 0 0 2 2 245 4:35 PM 29 175 1 0 0 0 13 0 0 0 0 2 220 4:40 PM 26 132 1 0 0 0 25 2 0 0 4 1 191 4:45 PM 39 194 0 0 0 0 17 0 0 0 0 1 251 4:50 PM 26 180 0 0 0 0 12 1 0 0 1 1 221 4:55 PM 32 137 1 0 0 0 28 1 0. 0 3 0 202 2511 5:00 PM 35 191 0 0 0 0 20 0 0 0 2 1 249 2545 5:05 PM 27 176 0 0 0 0 15 0 0 0 1 1 220 2594 5:10 PM 25 145 1 0 0 0 30 0 0 0 3 1 205 2637 5:15 PM 37 172 0 0 0 0 19 0 0 0 1 0 229 2627 5:20 PM 34 163 0 0 0 0 23 1 0 0 1 2 224 2649 5:25 PM 32 147 0 0 0 0 25 0 0 0 3 0 207 2664 5:30 PM 32 147 0 0 0 0 25 0 0 0 1 0 205 2624 5:35 PM 23 164 2 0 0 0 19 1 0 0 5 1 215 2619 5:40 PM 25 162 1 0 0 0 32 3 0 0 4 2 229 2657 5:45 PM 25 188 0 0 0 0 21 2 0 0 1 1 238 2644 5:50 PM 36 173 0 0 0 0 17 1 0 0 1 2 230 2653 5:55 PM 33 161 0 0 0 0 23 1 0 0 1 1 220 2671 PEAK 1S-MI N Northbound Southbound Eastbound Westbound FL01iV RATES Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U TOTAL All VehiC18S 292 2056 12 0` ` 0 0 ~ 288 24 0 0 40 16 2728 Heavy Trucks 4 3s 0 0 0 0 0 0 0 0 0 o ao Pedestrians Bicycles 1& 0 208 56 280 Railroad Stopped Buses Counter Comments: rtepun generaieo on vew[wi SOURCE: Quality Counts, LLC (http:pwww.qualitycounls.net) \~* ~. Tvoe of peak hour beino reported: Svstem Peak Method for determining peak hour: Total Entering Volume INTERSECTION: Collins Ave--72nd St WEATHER: OC JOB #: 10225106 DATE: 1/23/2007 0 2337 i t ~ o.oo Peak-Hour: 4:50 PM -- 5:50 PM 0.0 1.7 ~ ~ 0 0 0 / • V 0.0 0.0 0.0 / a ~ 121 t 216 ~ ~ 0 1. 0 [ 72nd St ] a.1 ~. 0.5 ~ L 0.0 ~. 0.0 t.oo o .. 0.96 • a o.oo o.o z1s .~ o ~ ~ o ~- o os .- o.0 7 r o.o .~ o.o '- * r ~ 12 0'96 1 f r ~ 4.+ 1.8 *.0 ~ * 0 22a2 [ Collins Ave ] 0.0 2.0 [Collins Ave ] 0 ~ ~ L.~ / i L ~ // ~~ L 183 ~ 0 _ y /nt~1\ ~, ~ J~'/ 93 ~ 4 I NORTH L P Z ~ 1 t I' .~ a ~~l 9~~G GaOy~~G 1 1 y r • « •SEE LEGEND SHEET 5-MIN COUN7 PERIOD Collins Ave Northbound) Collins Ave (Southbound) 72nd St (Eastbound 72nd St Westbound) TOTAL HOURLY BEGINNING AT Left Thru Ri ht U Lek Thru Ri ht U Left Thru Ri ht U Left Thru Rt ht U TOTALS 4:00 PM 10 174 0 0 0 0 13 0 0 0 0 0 197 4:05 PM 11 127 0 0 0 0 24 0 0 0 0 0 162 4:10 PM 8 114 0 0 0 0 17 0 0 0 0 0 139 4:15 PM 9 205 0 0 0 0 11 0 0 0 0 0 225 4:20 PM 6 145 0 0 0 0 22 0 0 0 0 0 173 4:25 PM 6 154 0 0 0 0 30 0 0 0 0 0 190 4:30 PM 5 187 0 0 0 0 12 0 0 0 0 0 204 4:35 PM 13 154 0 0 0 0 22 0 0 0 0 0 189 4:40 PM 19 148 0 0 0 0 14 0 0 0 0 0 181 4:45 PM 12 208 0 0 0 0 7 0 0 0 0 0 227 4:50 PM 5 171 0 0 0 0 22 0 0 0 0 0 198 4:55 PM 12 138 0 0 0 0 17 0 0 0 0 0 167 2252 5:00 PM 10 215 0 0 0 0 11 0 0 0 0 0 238 2291 5:05 PM 13 177 0 0 0 0 16 0 0 0 0 0 206 2335 5:10 PM 11 155 0 0 0 0 21 0 0 0 0 0 187 2383 5:15 PM 10 205 0 0 0 0 11 0 0 0 0 0 226 2384 5:20 PM 8 164 0 0 0 0 28 0 0 0 0 0 200 2411 5:25 PM 14 167 0 0 0 0 26 0 0 0 0 0 207 2428 5:30 PM 13 169 0 0 0 0 12 0 0 0 0 0 194 2418 5:35 PM 6 169 0 0 0 0 17 0 0 0 0 0 192 2421 5:40 PM 7 179 0 0 0 0 24 0 0 0 0 0 210 2450 5:45 PM 12 212 0 0 0 0 11 0 0 0 0 0 235 2458 5:50 PM 6 167 0 0 0 0 24 0 0 0 0 0 197 2457 5:55 PM 9 181 0 0 0 0 17 0 0 0 0 0 207 2497 PEAK 15-MI N Northbound Southbound Eastbound Westbound FLOW RATES Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U TOTAL All Vehicles too 22ao 0 0 0 0 208 0 0 0 0 0 2548 Heavy Truck s a 36 0 0 0 0 0 0 0 0 0 0 40 Pedestrians Bicycles 112 0 192 0 304 Railroad Stopped Buses Counter Comments: capon generacea on v~w~uur SOURCE: Quality Counts, LLC (hdp:Uwww.qualitycounts.net) Appendix B Description of Level-of- Service Methods and Criteria .~ e T~ aq Appendix B Level of Service Concept Level of service (level of service) is a concept developed to quantify the degree of comfort (including such elements as travel time, number of stops, total amount of stopped delay, and impediments caused by other vehicles) afforded to drivers as they travel through an intersection or roadway segment. Six grades are used to denote the various level of service from A to F.l Signalized Intersections The six level of service grades are described qualitatively for signalized intersections in Table B 1. Additionally, Table B2 identifies. the relationship between level of service and average control delay per vehicle. Control delay is defined to include initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. Using this definition, level of service D is generally considered to represent the minimum acceptable design standard. Table 61 Level of Service Definitions (Signalized Intersections) Level of Average Delay per Vehicle Service Very low average control delay, less than 10 seconds per vehicle. This occurs when A progression is extremely favorable, and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. Average control delay is greater than 10 seconds per vehicle and less than or equal to 20 B seconds per vehicle. This generally occurs with good progression and/or short cycle lengths. More vehicles stop than for a level of service A, causing higher levels of average delay. Average control delay is greater than 20 seconds per vehicle and less than or equal to 35 seconds per vehicle. These higher delays may result from fair progression and/or longer cycle C lengths. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. Average control delay is greater than 35 seconds per vehicle and less than or equal to 55 seconds per vehicle. The influence of congestion becomes more noticeable. Longer delays D may result from some combination of unfavorable progression, long cycle length, or high volume/capacity ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. Average control delay is greater than 55 seconds per vehicle and less than or equal to 80 E seconds per vehicle. This is usually considered to be the limit of acceptable delay. These high delay values generally (but not always) indicate poor progression, long cycle lengths, and high volume/capacity ratios. Individual cycle failures are frequent occun'ences. Average control delay is in excess of 80 seconds per vehicle. This is considered to be F unacceptable to most drivers. This condition often occurs with oversaturation. It may also occur at high volume%apacity ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also contribute to such high delay values. l Most of the material in this appendix is adapted from the Transportation Research Board, Highway Capacity Manual, Special Report 209 (1997). ,t~ Table B2 Level of Service Criteria for Signalized Intersections Level of Service Average Control Delay per Vehicle (Seconds) A <10.0 B >10 and s20 C >20 and <_35 D >35 and s55 E >55 and s80 F >80 • • e R ~~\ ~~ Appendix C Year 2010 3-lane Option Traffic Condition Level-of- Service Worksheets F~ ~'~ db, .~ SHORT REPORT General Information Site Information Analyst TNL Agency or Co. KAI Date Performed 1/29/2007 Time Period PM Peak Intersection 63rd Street/Collins Avenue Area Type All other areas Jurisdiction City of Miami Beach Analysis Year 2010 - 3-lane Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 1 3 Lane Group L L T Volume (vph) 1388 509 1696 Heavy Vehicles 2 2 2 PH F 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A P Startup Lost Time 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 Arrival Type 3 3 3 Unit Extension 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 Lane Width 12.0 11.0 11.0 Parking/Grade/Parking N 0 N Y 0 Y Parking/Hour 10 10 Bus Stops/Hour 0 0 29 Minimum Pedestrian Time 3.2 3.2 Phasin EB Onl 02 03 04 NB On l 06 0 7 0 8 Ti i G= 60.0 G= 0.0 G= G= G= 70.0 G= G= G= m ng Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Anal sis hrs = 0.25 C cle Len th C = 140.0 Lane Grou Ca aci ,Control Dela ,and LOS Determinatio n EB WB NB SB Adjusted Flow Rate 1388 509 1696 Lane Group Capacity 1473 727 2240 v/c Ratio 0.94 0.70 0.76 Green Ratio 0.43 0.50 0.50 Uniform Delay df 38.3 26.9 28.2 Delay Factor k 0.45 0.27 0.50 Incremental Delay d2 12.3 3.0 2.5 PF Factor 1.000 1.000 1.000 Control Delay 50.7 29.9 30.6 Lane Group LOS D C C Approach Delay 50.7 30.5 Approach LOS D C Intersection Delay 38.3 Intersect ion LOS D Copyright ©2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 3/16/2007 10:79 AM SHORT REPORT General Information Site Information Analyst TNL Agency or Co. KAI Date Performed 1/29/2007 Time Period PM Peak Intersection 65th Street/Collins Avenue Area Type All other areas Jurisdiction City of Miami Beach Analysis Year 2010 - 3-lane Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 1 3 Lane Group L L T Volume (vph) - 81 144 2939 Heavy Vehicles 2 2 2 PH F 1.00 1.00 1.00 Pretimed/Actuated (P!A) A A P Startup Lost Time 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 Arrival Type 3 3 3 Unit Extension 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 Lane Width 12.0 11.0 11.0 Parking/Grade/Parking N 0 N Y 0 Y Parking/Hour 10 10 Bus Stops/Hour 0 0 29 Minimum Pedestrian Time 3.2 3.2 Phasin EB Onl 02 03 04 NB On l 06 0 7 0 8 Timin G= 24.0 G= 0.0 G= G= G= 106.0 G= G= G= g Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Anal sis hrs = 0.25 C cle Len th C = 140.0 Lane Grou Ca acit ,Control Dela ,and LOS Determination EB WB NB SB Adjusted Flow Rate 81 144 2939 Lane Group Capacity 303 1101 3392 v/c Ratio 0.27 0.13 0.87 Green Ratio 0.17 0.76 0.76 Uniform Delay d1 50.4 4.6 12.0 Delay Factor k 0.11 0.11 0.50 Incremental Delay d2 0.5 0.1 3.3 PF Factor 1.000 1.000 1.000 Control Delay 50.8 4.6 15.3 Lane Group LOS D A g Approach Delay 50.8 14.8 Approach LOS D B Intersection Delay 15.7 Intersect ion LOS B Copyright ®2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 3/16/2007 10:30 AM \~~ ~~' SHORT REPORT General Information Site Information Analyst TNL Agency or Co. KAI Date Performed 1/29/2007 Time Period PM Peak Intersection 67th Street/Collins Avenue Area Type All other areas Jurisdiction City of Miami Beach Analysis Year 2010 - 3-lane Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 1 0 0 3 Lane Group L TR LT Volume (vph) 85 17 1 439 2605 Heavy Vehicles 2 2 2 2 2 PHF 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A P Startup Lost Time 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 Arrival Type 3 3 3 Unit Extension 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 52 0 0 0 0 Lane Width 12.0 12.0 11.0 Parking/Grade/Parking N 0 N N 0 N Y 0 Y Parking/Hour 10 10 Bus Stops/Hour 0 0 29 Minimum Pedestrian Time 3.2 3.7 3.2 Phasin EW Perm 02 03 04 NB Onl 06 07 0 8 Timi G= 21.0 G= G= G= G= 109.0 G= G= G= ng Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Anal sis hrs = 0.25 C cle Len th C = 140.0 Lane Grou Ca acit Control Dela ,and LOS Determinati on EB WB NB SB Adjusted Flow Rate 85 18 3044 Lane Group Capacity 187 276 3402 v/c Ratio 0.45 0.07 0.89 Green Ratio 0.15 0.15 0.78 Uniform Delay d1 54.3 51.1 11.3 Delay Factor k 0.11 0.11 0.50 Incremental Delay d2 1.8 0.1 4.1 PF Factor 1.000 1.000 1.000 Control Delay 56.0 51.2 15.5 . Lane Group LOS E D 8 Approach Delay 56.0 51.2 15.5 Approach LOS E D 8 Intersection Delay 16.8 Intersec tion LOS 8 Copyright ©2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 3/16/2007 10:31 AM SHORT - --__ REPORT General Information Site Information Analyst TNL Agency or Co. KA/ Date Performed 1/29/2007 Time Period PM Peak ~ Intersection 69th Stn;et/Collins Avenue Area Type All other areas Jurisdiction City of Miami Beach Analysis Year 2010 - 3-lane Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 1 3 Lane Group L L T Volume (vph) 82 ~ 302 2418 Heavy Vehicles 2 2 2 PHF 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A P Startup Lost Time 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 Arrival Type 3 3 3 Unit Extension 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 Lane Width 12.0 11.0 11.0 Parking/Grade/Parking N 0 N Y 0 Y Parking/Hour 10 10 Bus Stops/Hour 0 0 29 Minimum Pedestrian Time 3.2 3.2 Phasin EB Onl 02 03 04 NB On l 06 0 7 0 8 Ti i G= 24.0 G= 0.0 G= G= G= 106.0 G= G= G= m ng Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Anal sis hrs = 0.25 C cle Len th C = 140.0 Lane Grou Ca acit ,Control Dela ,and LOS Determinatio n EB WB NB SB Adjusted Flow Rate 82 302 2418 Lane Group Capacity 303 1101 3392 v/c Ratio 0.27 0.27 0.71 Green Ratio 0.17 0.76 0.76 Uniform Delay d ~ 50.4 5.2 9.0 Delay Factor k 0.11 0.11 0.50 Incremental Delay d2 0.5 0.1 1.3 PF Factor 1.000 1.000 1.000 ,Control Delay 50.9 5.3 10.3 Lane Group LOS D A 8 Approach Delay 50.9 g. 7 Approach LOS D A Intersection Delay 10.9 Intersect ion LOS 8 Copyright ©2005 University of Florida, All Rights Reserved HCS+rM Version 5.2 Generated: 3/16/2007 10:31 AM ~~~ QA SHORT REPORT General Information Site Information Analyst TNL Agency or Co. ,'G4/ Date Performed 1/29/2007 Time Period PM Peak Intersection 71st Street/Collins Avenue Area Type All other areas Jurisdiction City of Miami Beach Analysis Year 2010 - 3-lane Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 1 1 0 1 3 0 ° Lane Group L LT TR L TR Volume (vph) 285 10 28 11 374 2090 5 Heavy Vehicles 0 0 0 0 0 0 0 PH F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 16 0 0 56 0 0 Lane Width 12.0 12.0 12.0 11.0 11.0 Parking/Grade/Parking N 0 N N 0 N Y 0 Y Parking/Hour 10 10 Bus Stops/Hour 0 0 0 0 29 Minimum Pedestrian Time 3.2 3.4 3.8 Phasin EB Onl W B Onl 0 3 04 NB Onl 06 07 08 Timing G= 25.0 G= 5.0 G= G= G= 95.0 G= G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Anal sis hrs = 0.25 C cle Len th C = 140.0 Lane Grou Ca acit ,Control Dela ,and LOS Determinati on EB WB NB SB Adjusted Flow Rate 285 10 39 374 2095 Lane Group Capacity 322 339 65 1006 3099 v/c Ratio 0.89 0.03 0.60 0.37 0.68 Green Ratio 0.18 0.18 0.04 0.68 0.68 Uniform Delay d1 56.1 47.5 66.5 9.7 13.4 Delay Factor k 0.41 0.11 0.19 0.11 0.50 Incremental Delay d2 24.1 0.0 14.5 0.2 1.2 PF Factor 1.000 1.000 1.000 1.000 1.000 Control Delay 80.2 47.5 81.0 9.9 14.6 Lane Group LOS F D F A B Approach Delay 79.1 81.0 13.9 Approach LOS E F B Intersection Delay 21.7 Intersect ion LOS C Copyright ®2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 3/16/2007 10:31 AM SHORT REPORT General Information Site Information Analyst TNL Agency or Co. ICAI Date Performed 1/29/2007 Time Period PM Peak Intersection 72nd Street/Collins Avenue Area Type All ofher areas Jurisdiction Cify of Miami Beach Analysis Yaar- 2010 - 3-lane Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 0 3 Lane Group L LT Volume (vph) 229 .. 128 2248 Heavy Vehicles 2 2 2 PH F 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A P Startup Lost Time 2.0 2.0 Extension of Effective Green 2.0 2.0 Arrival Type 3 3 Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 Lane Width 12.0 11.0 Parking/Grade/Parking N 0 N Y 0 Y Parking/Hour 10 10 Bus Stops/Hour 0 29 Minimum Pedestrian Time 3.2 3.2 Phasin EB Onl 02 03 04 NB Onl 06 0 7 0 8 Timin G= 21.0 G= G= G= G= 109.0 G= G= G= g Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Anal sis hrs = 0.25 C cle Len th C = 140.0 Lane Grou Ca acit Control Dela ,and LOS Determinatio n EB WB NB SB Adjusted Flow Rate 229 2376 Lane Group Capacity 516 3417 v/c Ratio 0.44 0.70 Green Ratio 0.15 0.78 Uniform Delay d1 54.2 7.5 Delay Factor k 0.11 0.50 Incremental Delay d2 0.6 1.2 PF Factor 1.000 1.000 Control Delay 54.8 g, 7 Lane Group LOS d ' ` A Approach Delay 54.8 8, 7 Approach LOS D A Intersection Delay 12.7 Intersect ion LOS 8 Copyright ®2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 3/16/2007 10:32 AM ~'~ '':1. URBAN STREET WORKSHEET #1 General Information Site Information nalyst TNL gency/Co. KAI Date Performed 1/29/2007 ime Period PM Peak Urban Street Collins Avenue Direction of Travel North-bound urisdiction Miami Beach nal sis Year 2010 - 3-lane Pro'ect Descri tion: Collins Avenue - 63rd to 72nd In ut Parameters nalysis Period(h) T = 0 25 Segments . 1 2 3 4 5 6 7 8 ycle length, C (s) 140.0 140.0 140.0 140.0 140.0 Eff. reen to c cle ratio, /C 0.760 0.780 0.760 0.680 0.780 /c ratio for lane rou , X 0.870 0.890 0.710 0.680 0.700 a of lane rou , c veh/h 3392 3402 3392 3099 3417 Pct Veh on Grn., PVG rrival e, AT 3 3 3 3 3 Unit extension, UE sec 0.0 0.0 0.0 0.0 0.0 en th of se ment, L mi 0.18 0.15 0.26 0.13 0.07 Initial queue, Qb (veh) 0 0 0 0 0 Urban street class, SC 3 3 3 3 3 Free-flows eed, FSS mi/h 35 35 35 35 35 unpin time, TR s 23.5 20.3 30.8 18.1 10.6 ther dela , s 0.0 0.0 0.0 0.0 0.0 Dela Com utation Uniform delay, d1 (s) 11.9 11.1 8.8 13.3 7.5 5.4 5.4 5.4 Incremental delay adj, k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 stream filterin ad' factor, I 0.564 0.373 0.334 0.637 0.676 Incremental delay, d2 (s) 1.9 1.6 0.4 0.8 0.8 2.9 3.4 3.4 Initial queue delay, d3 (s) 0 0 0 0 0 Progression adj factor, PF 1.000 1.000 1.000 1.000 1.000 0.256 0.256 0.256 ontrol dela , d s 13.8 12.6 9.2 14.1 8.3 e ment LOS Determination ravel time, ST (s) 161.3 ravels eed, SA mi/h 17.6 e ment LOS p Urban Street LOS Determination otal travel time (s) 161.3 otal length (mi) 0.79 otal travel speed, SA (mi/h) 17.6 otal urban street LOS D wNy~~y~~~ v cuvo unrversiry or rionaa, Au Kights Reserved HC3+TM Version 5.2 Generated: 3/16/2007 1:11 PM Appendix D Year 2010 2-lane Option Traffic Condition Level-of- Service Worksheets .~ }~*~ SHORT REPORT General Information Site Information Analyst TNL Agency or Co. KA/ Date Performed 1/29/2007 Time Period PM Peak Intersection 63rd Street/Collins Avenue Area Type All other areas Jurisdiction City of Miami Beach Analysis Year 2010 - 2-lane Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 1 2 Lane Group L L T Volume (vph) 1388 509 1696 Heavy Vehicles 2 2 2 PHF 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A P Startup Lost Time 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 Arrival Type 3 3 3 Unit Extension 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 Lane Width 12.0 12.0 12.0 Parking/Grade/Parking N 0 N Y 0 Y Parking/Hour 10 10 Bus Stops/Hour 0 0 2g Minimum Pedestrian Time 3.2 3.2 Phasin EB Onl 02 03 04 NB Onl 06 0 7 0 8 Timin G= 55.0 G= 0.0 G= G= G= 75.0 G= G= G= g Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Anal sis hrs = 0.25 C cle Len th C = 140.0 Lane Grou Ca acit ,Control Dela ,and LOS Determinatio n EB WB NB SB Adjusted Flow Rate 1388 509 1696 Lane Group Capacity 1350 806 1655 v/c Ratio 1.03 0.63 1.02 Green Ratio 0.39 0.54 0.54 Uniform Delay d~ 42.5 22.8 32.5 Delay Factor k 0.50 0.21 0.50 Incremental Delay d2 32.0 1.6 28.7 PF Factor 1.000 1.000 1.000 Control Delay 74.5 24.4 61.2 Lane Group LOS E C E Approach Delay 74.5 52.7 Approach LOS E p Intersection Delay 61.1 Intersect ion LOS E Copyright ©2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 3/16/2007 9:59 AM \~a t~ SHORT REPORT General Information Site Information Analyst TNL Agency or Co. KAI Date Performed 1/29/2007 Time Period PM Peak Intersection 65th StreeUCollins Avenue Area Type All other areas Jurisdiction City of Miami Beach Analysis Year 2010 - 2-lane Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 1 2 Lane Group L L T Volume (vph) 81 144 2939 Heavy Vehicles 2 2 2 PH F 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A P Startup Lost Time 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 Arrival Type 3 3 3 Unit Extension 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 Lane Width 12.0 12.0 12.0 Parking/Grade/Parking N 0 N Y 0 Y Parking/Hour 10 10 Bus Stops/Hour 0 0 29 Minimum Pedestrian Time 3.2 3.2 Phasin EB Onl 02 03 04 NB On l 06 0 7 0 8 Timin G= 24.0 G= 0.0 G= G= G= 106.0 G= G= G= g Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Anal sis hrs = 0.25 C cle Len th C = 140.0 Lane Grou Ca acit ,Control Dela ,and LOS Determinatio n EB WB NB SB Adjusted Flow Rate 81 144 2939 Lane Group Capacity 303 1139 2340 v/c ,Ratio 0.27 0.13 1.26 Green Ratio 0.17 0.76 0.76 Uniform Delay d1 50.4 4.6 17.0 Delay Factor k 0.11 0.11 0.50 Incremental Delay d2 0.5 0.1 118.9 PF Factor 1.000 1.000 1.000 Control Delay 50.8 4.6 135.9 Lane Group LOS D A F Approach Delay 50.8 129.7 Approach LOS D F Intersection Delay 127.7 Intersect ion LOS F Copyright ®2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 3[1612007 10:00 AM ~~~ SHORT REPORT General Information Site Information Analyst TNL Agency or Co. KA/ Date Performed 1/29/2007 Time Period ~ PM Peak Intersection 67th Street/Collins Avenue Area Type All other areas Jurisdiction City of Miami Beach Analysis Year 2010 - 2-lane Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 1 0 0 2 Lane Group L TR LT Volume (vph) ~ ~- 85 17 1 439 2605 Heavy Vehicles 2 2 2 2 2 PHF 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A P Startup Lost Time 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 Arrival Type 3 3 3 Unit Extension 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 52 0 0 0 0 Lane Width 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N Y 0 Y Parking/Hour 10 10 Bus Stops/Hour 0 0 29 Minimum Pedestrian Time 3.2 3.7 3.2 Phasin EW Perm 02 03 04 NB Onl 06 07 0 8 Timin G= 21.0 G= G= G= G= 109.0 G= G= G= g Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Anal sis hrs = 0.25 C cle Len th C = 140.0 Lane Grou Ca aci ,Control Dela ,and LOS Determinati on EB WB NB SB Adjusted Flow Rate 85 18 3044 Lane Group Capacity 187 276 2324 v/c Ratio 0.45 0.07 1.31 Green Ratio 0.15 0.15 0.78 Uniform Delay d1 54.3 51.1 15.5 Delay Factor k 0.11 0.11 0.50 Incremental Delay d2 1.8 0.1 142.6 PF Factor 1.000 1.000 1.000 Control Delay 56.0 51.2 158.1 Lane Group LOS E D F Approach Delay 56.0 51.2 158.1 Approach LOS E D F Intersection Delay 154.7 Intersec tion LOS F Copyright ®2005 University of Florida, All Rights Reserved HCS+rM Version 5.2 Generated: 3/16/2007 10:01 AM !' SHORT REPORT General Information Site Information Analyst TNL Agency or Co. KAI Date Performed 1/29/2007 Time Period PM Peak Intersection 69th Street/Collins Avenue Area Type All other areas Jurisdiction City of Miami Beach Analysis Year 2010 - 2-lane Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 1 Lane Group L L T Volume (vph) 82 302 2418 Heavy Vehicles 2 2 2 PHF 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A P Startup Lost Time 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 Arrival Type 3 3 3 Unit Extension 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 Lane Width 12.0 12.0 12.0 Parking/Grade/Parking N 0 N Y 0 Y Parking/Hour 10 10 Bus Stops/Hour 0 0 29 Minimum Pedestrian Time 3.2 3.2 Phasin EB Onl 02 03 04 NB On l 06 0 7 0 8 Timin G= 24.0 G= 0.0 G= G= G= 106.0 G= G= G= g Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Anal sis hrs = 0.25 C cle Len th C = 140.0 Lane Grou Ca acit ,Control Dela ,and LOS Determinatio n EB WB NB SB Adjusted Flow Rate 82 302 2418 Lane Group Capacity 303 1139 2340 v/c Ratio 0.27 0.27 1.03 Green Ratio 0.17 0.76 0.76 Uniform Delay d1 50.4 5.2 17.0 Delay Factor k 0.11 0.11 0.50 Incremental Delay d2 0.5 0.1 27.8 PF Factor 1.000 1.000 1.000 Control Delay 50.9 5.3 . 44.8 Lane Group LOS D A D Approach Delay 50.9 40.5 Approach LOS p p Intersection Delay 40.8 Intersect ion LOS D Copyright ©2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 3/16/2007 10:01 AM SHORT REPORT General Information Site Information Analyst TNL Agency or Co. KA/ Date Performed 1/29/2007 Time Period PM Peak - Intersection 71st Street/Collins Avenue Area Type All other areas Jurisdiction City of Miami Beach Analysis Year 2010 - 2-lane Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 1 1 0 1 2 0 Lane Group L LT TR L TR Volume (vph) 285 ~ 10 28 11 374 2090 5 Heavy Vehicles 0 0 0 0 0 0 0 PH F 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A A A A P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 16 0 0 56 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N Y 0 Y Parking/Hour 10 10 Bus Stops/Hour 0 0 0 0 29 Minimum Pedestrian Time 3.2 3.4 3.8 Phasin EB Onl W B Onl 0 3 04 NB Onl 06 07 08 Timin G= 25.0 G= 5.0 G= G= G= 95.0 G= G= G= g Y= 5 Y= 5 Y= Y= Y= 5 Y= Y= Y= Duration of Anal sis hrs = 0.25 C cle Len th C = 140.0 Lane Grou Ca acit Control Dela ,and LOS Determinatio n EB WB NB SB Adjusted Flow Rate 285 10 39 374 2095 Lane Group Capacity 322 339 65 1041 2138 v/c Ratio 0.89 0.03 0.60 0.36 0.98 Green Ratio 0.18 0.18 0.04 0.68 0.68 Uniform Delay d1 56.1 47.5 66.5 9.6 21.6 Delay Factor k 0.41 0.11 0.19 0.11 0.50 Incremental Delay d2 24.1 0.0 14.5 0.2 15.3 PF Factor 1.000 1.000 1.000 1.000 1.000 Control Delay 80.2 47.5 81.0 9.8 36.9 Lane Group LOS ~. F D F A D Approach Delay 79.1 81.0 32.7 Approach LOS E F C Intersection Delay 38.3 Intersect ion LOS D Copyright ©2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 3/16/2007 10:02 AM !~ W R. SHORT REPORT General Information Site Information Analyst TNL Agency or Co. KAI Date Performed 1/29/2007 Time Period PM Peak Intersection 72nd Street/Collins Avenue Area Type All other areas Jurisdiction City of Miami Beach Analysis Year 2010 - 2-lane Volume and Timin In ut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 0 2 Lane Group L LT Volume (vph) 229 128 2248 Heavy Vehicles 2 2 2 PHF 1.00 1.00 1.00 Pretimed/Actuated (P/A) A A P Startup Lost Time 2.0 2.0 Extension of Effective Green 2.0 2.0 Arrival Type 3 3 Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 Lane Width 12.0 12.0 Parking/Grade/Parking N 0 N Y 0 Y Parking/Hour 10 10 Bus Stops/Hour 0 29 Minimum Pedestrian Time 3.2 3.2 Phasin EB Onl 02 03 04 NB Onl 06 0 7 0 8 Timin G= 21.0 G= G= G= G= 109.0 G= G= G= g Y= 5 Y= Y= Y= Y= 5 Y= Y= Y= Duration of Anal sis hrs = 0.25 C cte Len th C = 140.0 Lane Grou Ca acit ,Control Dela ,and LOS Determinatio n EB WB NB SB Adjusted Flow Rate 229 2376 Lane Group Capacity 516 2335 v/c Ratio 0.44 1.02 Green Ratio 0.15 0.78 Uniform Delay d1 54.2 15.5 Delay Factor k 0.11 0.50 Incremental Delay d2 0.6 23 1 PF Factor 1.000 1.000 Control Delay 54.8 38.6 Lane Group LOS D D Approach Delay 54.8 38.6 Approach LOS D D Intersection Delay 40.1 Intersect ion LOS D copyright O 2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 3/16/2007 10:02 AM URBAN STREET WORKSHEET #1 General Information Site Information nalyst TNL gency/Co. IG4l Date Performed 1/29/2007 ime Period PM Peak Urban Street Collins Avenue Direction of Travel North-bound urisdiction Miami Beach nal sis Year 2010 - 2-lane Pro'ect Descri tion: Collins Avenue - 63rd to 72nd In ut Parameters nalysis Period(h) T = 0 25 Segments . 1 2 3 4 5 6 7 8 Cycle length, C (s) 140.0 140.0 140.0 140.0 140.0 70.0 70.0 70.0 Eff. reen to c cle ratio, /C 0.760 0.780 0:760 0.680 0.780 0.700 0.700 0.700 /c ratio for lane rou , X 1.260 1.310 1.030 0.980 1.020 0.600 0.600 0.600 Ca of lane rou , c veh/h 2340 2324 2340 2138 2335 600 600 600 Pct Veh on Grn., PVG rrival e, AT 3 3 3 3 3 4 4 4 Unit extension, UE sec 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Len th of se ment, L mi 0.18 0.15 0.26 0.13 0.07 Initial queue, Qb (veh) 0 0 0 0 0 0 0 0 Urban street class, SC 3 3 3 3 3 3 3 3 Free-flows eed, FSS mi/h 35 35 35 35 35 35 35 35 Runnin time, TR s 23.5 20.3 30.8 18.1 10.6 they dela , s 0.0 0.0 ~ 0 0.0 0.0 0.0 0.0 0.0 Dela Com utation Uniform delay, d1 (s) 16.8 15.4 16.8 21.5 15.4 5.4 5.4 5.4 Incremental delay adj, k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 U stream filterin ad' factor, I 0.090 0.090 0.090 0.090 0.138 0.090 0.769 0.769 Incremental delay, d2 (s) 117.3 139.8 15.6 2.8 12.8 0.4 3.4 3.4 Initial queue delay, d3 (s) 0 0 0 0 0 0 0 0 Progression adj factor, PF 1.000 1.000 1.000 1.000 1.000 0.256 0.256 0.256 ontrol dela , d s 134.1 155.2 32.4 24.3 28.2 1.8 4.8 4.8 e ment LOS Determination ravel time, ST (s) 477.4 ravels eed, SA mi/h 6.0 e ment LOS F Urban Street LOS Determination otal -travel time (s) 4774 otal length (mi) 0.79 otal travel speed, SA (mi/h) 6.0 otal urban street LOS F .,.,~r~~y~~~ ~ ~~~~ ~~~~~C~s~~y ~~ nonaa, Hn nignzs rceservea HCS+rnn Version 5.2 Generated: 3/16/2007 1:12 PM . r Q.