Loading...
07-29-08 Item 18W To: Via: From: Date: Subject: CITY OF SOUTH MIAMI INTER - OFFICE MEMORANDUM Honorable Mayor Feliu, and Members of the City Commission Ajibola Balogun, City Manager Jose Olivo, P.E. Public Works - Engineering Department July 29, 2008 Agenda Item No. : IS South Miami OftedcaCfty 1 I I I r 2001 Adopting the Traffic Improvement Plan for the City of South Miami Mango Terrace Neighborhood RESOLUTION: A RESOLUTION OF THE CITY COMMISSION OF THE CITY OF SOUTH MIAMI, FLORIDA, ACCEPTING AND ENDORSIW - - -T- V T,f FFIC IMPROVEMENT PLAN FOR THE CITY OF c<'" ��-''; , ".,; "�+,�I MANGO,' .,�'c NEIGHBORHOOD, BOUNDED BY SW 69TH AVENUE .nv i "` �` ,.`.� .'TH X! , '."E (LUDLAM ROAD) ON THE EAST, S.W. 80TH STREET (DA -s AD) ON THE SOUTH, AND S.W. 72ND STREET (SUNSET DRIVE) ON THE NORTH; NrOVIDING FOR AN EFFECTIVE DATE. BACKGROUND & ANALYSIS: In response to concerns raised by residents on cut -thru traffic, and speeding on local residential streets, in the City of South Miami Mango Terrace Neighborhood area, the City of South Miami retained the services of Kimley Horn & Associates, Inc. (KHA) to perform a traffic study to develop a Traffic Improvement Plan (TIP). The traffic study was done to assess existing traffic conditions, determine if improvements are necessary to reduce cut -thru traffic, maintain vehicle speeds at a suitable level and recommend options for traffic improvements. Based on the traffic study results, the TIP was developed to address traffic concerns from neighborhood residents. In the process of developing the TIP, KHA conducted field observations, traffic counts, vehicle speed measurements and analysis. In addition to this, a total of (4) four public workshop meetings were held with residents from the Mango Terrace Neighborhood area, where the first two public workshop meetings served to obtain input from concerned neighborhood residents, and subsequently, the last two served to present the preliminary and draft final recommended options for traffic improvements, which ranged from traffic calming measures to speed limit reductions. The TIP also identifies and discusses concerns from residents related to traffic violations and illegal parking caused b� the existing school bus /parent drop -off from Ludlam Elementary School on SW 67' Avenue. Therefore, as part of the last public workshop meeting held, the City had representatives from the Miami Dade County School Board participate in the workshop meeting and present an update on the latest plans for relocating the school bus /parent drop -off area from SW 67th Ave. Just prior to the last public traffic workshop meeting, KHA also presented the TIP to Miami -Dade County Traffic Engineering Division for concurrence as the agency having jurisdiction over traffic. As a result of the meeting with Miami Dade County Traffic Engineering Division, KHA informed City staff and residents that the County had no objections to the majority of the recommended traffic improvements of the TIP, but recommended the use of an alternative traffic calming measure instead of raised intersections, which was addressed by KHA in the final draft TIP and presented to City staff and residents. REASON/NEED: Adoption of the proposed Traffic Improvement Plan for the City of South Miami Mango Terrace Neighborhood Area will allow for initial planning and implementation of the plan, which will significantly address traffic concerns raised by the residents. Moreover, the majority of the neighborhood residents who have participated in the public workshop meetings have expressed their full support for the TIP along with the updated relocation plan for the bus /parent drop -off area from SW 67th Ave. as presented by MDCPS representatives for Ludlam Elementary School. As per the attached supporting documentation, City staff recommends adopting the TIP for the City of South Miami Mango Terrace Neighborhood area. Backup Documentation: • Proposed Resolution • KHA Resolution • Copy of Neighborhood Traffic Study — (Draft Final Report) • Attendance Sheets of Public Workshop Meetings • Copies of Public Notices for Public Workshop Meetings 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 RESOLUTION NO.: A RESOLUTION OF THE CITY COMMISSION OF THE CITY OF SOUTH MIAMI, FLORIDA, ACCEPTING AND ENDORSING THE TRAFFIC IMPROVEMENT PLAN FOR THE CITY OF SOUTH MIAMI MANGO TERRACE NEIGHBORHOOD, BOUNDED BY SW 69TH AVENUE ON THE WEST, S.W. 67TH AVENUE (LUDLAM ROAD) ON THE EAST, S.W. 80TH STREET (DAVIS ROAD) ON THE SOUTH, AND S.W. 72ND STREET (SUNSET DRIVE) ON THE NORTH; PROVIDING FOR AN EFFECTIVE DATE. WHEREAS, traffic improvements to attain pedestrian friendly environment are vital to the lives of all residents of The City of South Miami; and WHEREAS, in accordance with Resolution Number 131 -07 -12516 passed on July 21St, 2007, the City secured the services of Kimley -Horn & Associates, Inc. to prepare a Traffic Improvement Plan for the City of South Miami Mango Terrace Neighborhood area bounded by S.W. 69th Avenue on the West, S.W. 67th Avenue (Ludlam Road) on the East, S.W. 80th Street (Davis Road) on the South, and S.W. 72nd Street (Sunset Drive) on the North; and WHEREAS, the City Commission adopts the Traffic Improvement Plan for the City of South Miami Mango Terrace Neighborhood area bounded by S.W. 69th Avenue on the West, S.W. 67th Avenue (Ludlam Road) on the East, S.W. 80th Street (Davis Road) on the South, and S.W. 72nd Street (Sunset Drive) on the North. NOW, THEREFORE, BE IT RESOLVED /ORDAINED BY THE MAYOR AND CITY OF SOUTH MIAMI COMMISSION THAT: Section 1. The Mayor and City Commission of the City of South Miami adopt the Traffic Improvement Plan for the City of South Miami Mango Terrace Neighborhood area. Section 2. The attached exhibit is incorporated by reference into this resolution. PASSED AND ADOPTED this day of 32008. ATTEST: CITY CLERK READ AND APPROVED AS TO FORM: 47 CITY ATTORNEY 48 APPROVED: MAYOR Commission Vote: Mayor: Horace G. Feliu Vice Mayor: Brian D. Beasley Commissioner: Randy G. Wiscombe Commissioner: Jay Beckman Commissioner: Velma Palmer RESOLUTION NO.: 13 1 - 0 7 -1 251 6 A RESOLUTION OF THE MAYOR AND CITY COMMISSION OF THE CITY OF SOUTH MIAMI, FLORIDA, AUTHORIZING THE CITY MANAGER TO ISSUE A WORK ORDER TO KIMLEY -HORN & ASSOCIATES, INC. FOR NEIGHBORHOOD TRAFFIC MANAGEMENT PLAN IN AN AMOUNT OF $23,100.00 TO BE CHARGED TO ACCOUNT NUMBERS 001 - 1790 - 519 -3100 AND 001 - 1790 - 519 -3450; PROVIDING FOR AN EFFECTIVE DATE WHEREAS, the Mayor and City Commission wishes to provide transportation planning and traffic engineering services within the study area, which is bound by the CSX Railroad Corridor on the West, Ludlum Road (SW 67th Avenue) on the East, Davis Drive (SW 80th Street on the South and Sunset Drive (SW 72nd Street) on the North; and WHEREAS, the Mayor and City Commission wishes to secure the services of KHA for profession engineering services for the Neighborhood Traffic Management Plan; and WHEREAS, the City intend to "piggyback" on the City of Miami Gardens Professional Engineering Services agreement with KHA and fund the project from account numbers 001- 1790 -519- 3100 and 001 - 1790 - 519 -3450. NOW, THEREFORE, BE IT RESOLVED BY THE MAYOR AND CITY COMMISSION OT THE CITY OF SOUTH MIAMI, FLORIDA THAT: Section 1: The City Commission authorizes the City Manager to execute a professional service work order with KHA in an amount of $23,100.00 for the Neighborhood Traffic Management Plan. Section 2: The City intend to "piggyback" on the City of Miami Gardens Professional Engineering Services agreement with KHA and fund the - project from account numbers 001- 1790 -519- 3100 and 001 - 1790 - 519 -3450, with account balances of $19,038 and $16,732, respectively. Section 3: The attached exhibit is incorporate b reference into this resolution. PASSED AND ADOPTED this -3/ day of 2007. • TTEST: ,. APPROVED: 9 n '`- -'CITY CLERK READ AND APPROVED AS TO FORM: CITY ATTORNEYr Include File Name and Path COMMISSION VOTE: 5 -0 Mayor Feliu: Yea Vice Mayor Wiscombe: Yea Commissioner Palmer: Yea Commissioner Birts: Yea Commissioner Beckman: Yea ;---------------------------------------------------------------------------------------------- W■ N i 1 11 [ 1111k j 1 ilk M r N\ `[ NOTICE South Miami Neighborhood Traffic Study The City of South Miami will be holding a public workshop to discuss traffic issues in the area bounded by the CSX Railroad Corridor on the west, Ludlam Road on the east, Davis Road on the south, and Sunset Drive on the north. You are invited to attend this workshop to learn more about the study, present your concerns, identify issues for consideration, and provide suggestions for managing -traffic in your neighborhood. Date: Thursday, December 13, 2007 - Time: 6:00 PM to 7:30 PM Location: City of South Miami City Hall, .6130 Sunset Drive, South Miami, FL 33143 For further information, please contact Jose Olivo at (305) 663 -6350. Your participation is highly appreciated! I._ I PUBLIC MEETING I i NOTICE j (SECOND PUBLIC WORKSHOP) i South Miami Neighborhood Traffic Study I The City of South Miami will be holding its second data collection public workshop I j to discuss traffic issues in the area bounded by .SW 69th Avenue (City limits) on I the west, Ludlam Road on the east, SW 8oth Street (Davis Road) on the south, and I Sunset Drive on the north. You are invited to attend this workshop to learn more I j about the study, present your concerns, identify issues for consideration, and I I rovide suggestions I . p ggestions for managing traffic in your neighborhood. I Date: I i Wednesday, January 16, 2008 i i Time: i 6:00 PM to 7:30 PM i I Location: I i City of South Miami City Hall, i i 6.130 Sunset Drive, South Miami, FL 33143 i For further information, please contact Jose Olivo at (305) 663 -6350. :j Your participation is highly appreciated! i .. �.. . �..�.. �.. ��.. �..�.. �.. �.. �................ ..... ...... PUBLIC MEETING NOTICE South Mvoamo Ncic�lil•�orf�ooc•� I ME ic Stuciy The City of South Miami will be holding a public workshop to discuss the draft traffic improvement plan that has been developed based on input from the neighborhood residents, traffic data collection and analysis for the area bounded by S.W. 69th Avenue on the west, S.W. 67th Avenue (Ludlam Road) on the east, S.W. 80th Street (Davis Road) on the south, and S.W. 72nd Street (Sunset Drive) on the north. You are invited to attend this workshop to provide input on the draft traffic improvement plan for your neighborhood. Date: Wednesday, April 2, 2008 Time: 5:30 PM to 7:00 PM Location: City of South Miami City Hall, 6130 Sunset Drive, South Miami, FL 33143 For further information, please contact Jose Olivo at (305) 663 -6350. Your participation is highly appreciated! PUBLIC MEETING NOTICE Ni�•�F�•�or���oo�•i T ffic St�,�•�y � �.�I�C•�� TE- �r- r- �.��4-1 N4-�IC•�f�k•��:�r-f���ri)C•i y The City of South Miami will be holding its last public workshop to discuss the traffic improvement plan that has been developed based on input from the neighborhood residents, traffic data collection and analysis for the area bounded by S.W. 69th Avenue on the west, S.W. 67th Avenue (Ludlam Road) on the east, S.W. 80th Street (Davis Road) on the south, and S.W. 72nd Street (Sunset Drive) on the north. You are invited to attend this workshop to provide input on the traffic improvement plan for your neighborhood. Date: Wednesday, June 25th, 2008 Time: 5:30 PM to 7:00 PM Location: City of South Miami City Hall, 6130 Sunset Drive, South Miami, FL 33143 For further information, please contact Jose Olivo at (305) 663 -6350. Your participation is highly appreciated! H W _W W AV rAQ op U Q N 0 N O M N N E =a) co 0 w a 0 U H O O L O t Z W a `Z r U w 0 w a C b J w. � J Q J_ a Q 0 I� , W a _ po J' r �jj 3 (` v, \� QQ bo "Z V �C, ( r -S� SSG w JV\ cs r- CV M t1) I 6 I� 00 O) O � N (M Lo ll W w e= w Av oz �Q op • W U � Q 0 N 0 c`) � W N E t 4) (D 0 W Q 0 N H a 0 0 L L Z ui z V W O w a w v� (z 3 J: °o �° • -� 3 3 L o C3 o C., po S LU v a � L— N lcli � IL6 CO c6 6 r � T- T— � w ., W a= w AC) oz �Q 00 •' w U � a WE oM C�I (D L N Cl) 13 W Q D U_ f0 U O O L O .a t i W Q Z F- C.� W 3 0 w CL N N W J Q � - J W � t� v t� D 0 o � N a 'O lv LU Z \-,r c I Qi N M Tui CO I� 00 � O T- •-- N � M � 4 � .T- Lo 11 W W W a V ri Q op �Z U w H Q 404 OM 14-E (D E U (n o 11! H Q D v .r U_ (d L O O L O L CD Z W Q Z U W O w CL N cn W D Q J Q W co W D Q W Q Z O (V M LO N n �- I-- W ui U) w 10 0 z 4on .4 J3 < 0 z � w VQ CL 0 -C -�e (j) 0 L) 12 00 C) C) 0 04 0 0 •C)) O z z LU ) Ili 0 w M Cl M (+4 2 ui 0w C!2 LLI, V) Pll LL- JV LU V-) z v Icyi .4 Lo (o i,- 06 o) O Ir- C\i cM L6 M (+4 2 1-� 'JJ iJ y F- W N W �Z v°� Q o � H UQ CL O L Y O 00 O O N O L � L O C ca Z -) ki Z H U wQ n. o N L W D D Q J a w � Zf W D Q W 4 J . Q Z CO •— Il 06 O N r N N N M N N In N CO N fl� N 6 N O) N O M r M M 4-! O N A -�, NI f G H LLI W U) W Z v°� Q o � U� Q CL O' L O U_ (0 O � O .0 O O N L Co C ca Z a W W Q 2 U • W .. N • � Q CL W N W D Q J_ Q W N W Q W Q Z N M In 6 f� 06 6 O N M M O M c 0 0 IL c CL m L 0 C.) E V 00 z m z .E 5 \v `^ 7 Cl) 0 Ail co 0 0 N N Q i� Q 21 � ) w 0 J LU r� vn o VI J J ! L LJ S a � J \ w 0 C O IL a s L O V O L .Q Z .cc t C0 O o �+ N V N Q Q 7r W Q 0 'wt w 0 N �l cJ G W W d Qg aV! S1 ✓� ` �t 3 W VN fV I. VJ O c� W I ,a ill 'wt w 0 N C O ca C N a� L a CL O t CO Y L O 0 E cts `L O O m I- 0 Z z .E cc 9 ,O v+ O O i� N N CL Q LLI H Q J_ Q Lb O z w z O a w J w F- U) U) w Q w Z w 0 M • • C O cc ILc O N N L Q. O s Y L O V co LL r O O s L Z .E Ccc G s O U) O o �+ N V of a Q dc�1� w Q 0 J_ Q W O z W Z W J W H W Q W Q Z w 0 d' • • N sfY} �l � o N ,,, z � a0 � v N � N 4� LIP) I V � obi Draft Final Report Neighborhood "Mango Terrace" Traffic Study South Miami, Florida Prepared for: • INGORPORATEO 1927 City of South Miami Prepared by: Kir'1lP1y•HOn1 and Associates„ Inc. Kimley -Horn and Associates, Inc. Fort Lauderdale, Florida ©2008 Kimley -Horn and Associates, Inc. July 2008 040818019 TABLE OF CONTENTS INTRODUCTION....................................................................................... ..............................1 DATACOLLECTION ................................................................................ ..............................3 TrafficCounts ........................................................................................... ..............................3 FieldObservations ..................................................................................... ..............................4 Meetingwith Residents ............................................................................. ..............................9 DATAANALYSIS ..................................................................................... .............................11 TrafficVolumes ....................................................................................... .............................11 Hourly Distribution of Traffic Volume ..................................................... .............................12 SpeedAnalysis ......................................................................................... .............................18 RoadwayCapacity Analysis ..................................................................... .............................19 Signalized Intersection Capacity Analysis ................................................. .............................19 Optimization of Traffic Signal Timing ...................................................... .............................21 QueuingAnalysis ..................................................................................... .............................22 Unsignalized Intersection Capacity Analysis ............................................. .............................24 Conclusions............................................................................................ ............................... 24 TRAFFIC IMPROVEMENT PLAN ......................................................... .............................27 Potential Traffic Modification Measures ................................................... .............................27 Input from Residents and Miami -Dade Public Works Department ............ .............................34 Proposed Traffic Management Plan .......................................................... .............................35 InitialImprovements ................................................................................ .............................40 Planning Level Cost Estimate ................................................................... .............................40 CONCLUSIONS AND RECOMMENDATIONS ..................................... .............................41 APPENDICES Appendix A: Traffic Counts Appendix B: Traffic Growth Rate Worksheets Appendix C: Peak Season Factor Category Report Appendix D: 24 -Hour Volume Data Analysis Appendix E: Synchro Analysis — Signalized Intersections Appendix F: SimTraffic Queuing Analysis Appendix G: Synchro Analysis — Unsignalized Intersections Appendix H: Ludlam Elementary School — Traffic Circulation/Drop -Off Options GA040818019 - South Miami Traffic Study\Report\Draft Final \Traffic Plan.doc LIST OF FIGURES Figure1. Study Area Map ............................................................................. ..............................2 Figure 2. A.M. Peak Period Traffic Flow Patterns ......................................... .............................15 Figure 3. School Dismissal Period Traffic Flow Patterns .............................. .............................16 Figure 4. P.M. Peak Period Traffic Flow Patterns ......................................... .............................17 Figure 5. Traffic Management Plan .............................................................. .............................39 LIST OF TABLES Table 1. Summary of Peak Season Traffic Volumes ..................................... .............................11 Table 2. Traffic Volume Comparison to Livability Thresholds ..................... .............................12 Table 3. Summary of Speed Measurements .................................................. .............................18 Table 4. Roadway Level of Service .............................................................. ........................:....19 Table 5. A.M. and P.M. Peak Hour Signalized Intersection Level of Service .............................20 Table 6. Comparison of Level of Service and Delay with Existing and Proposed Signal Timing (A.M. Peak) .......................................................................................... .............................22 Table 7. A.M. and P.M. Peak Hour 95th Percentile Queue Lengths ................ .............................23 Table 8. Peak Hour Level of Service for Stop - Controlled Approaches .......... .............................24 Table 9. Planning Level Cost Estimate ......................................................... .............................40 GA040818019 - South Miami Traffic Study\Report\Draft Final \Traffic Plan.doc ii INTRODUCTION The City of South Miami retained Kimley -Horn and Associates, Inc. to assess traffic conditions within the "Mango Terrace" neighborhood bounded by SW 67th Avenue (Ludlam Road) to the east, SW 69th Avenue to the west, SW 72nd Street (Sunset Drive) to the north, and SW 80th Street (Davis Road) to the south. The objective of this study is to determine if improvements are necessary to reduce traffic intrusion and create a more pedestrian friendly environment. Maintaining the quality of life for the residents includes managing traffic concerns in an appropriate fashion to minimize through - traffic intrusion into the residential neighborhood and to maintaining vehicle speeds at a suitable level. This report presents input from the residents and the City of South Miami staff, field observations, traffic counts, vehicle speed measurements, an analysis of existing traffic conditions, and a conceptual improvement plan. Figure 1 presents a map of the study area. South Miami Neighborhood Traffic Study 1 lit' MENEM- 7!V qs�, om. - 0 00 u la 41h lemeAnvtary School tB (Cn 0. L _ _ 0 �eftacp 80 AD le SW,76 Terrace ev w IL -,fieW 17"'Terra' ij sOfferface -4- 41-4 U, -4: i at IF 1.4 L DATA COLLECTION Traffic data were collected to measure the existing traffic conditions at several locations within the study area. The traffic data collection included 24 -hour traffic volume counts; speed counts; A.M. and P.M. peak period turning movement counts at several intersections; and field reviews of traffic patterns during the A.M. peak period, the school dismissal period, and the P.M. peak period. Traffic Counts Traffic data were collected during February 2008. The schedules of schools in the area were examined to ensure that the schools were open and following their regular schedule. The locations where traffic data were collected are listed below. The traffic counts are included in Appendix A. 24 -Hour Volume Counts: ■ SW 68`h Court south of SW 72"d Street ■ SW 68`h Avenue north of SW 74th Street ■ SW 69th Court south of SW 72 rid Street ■ SW 74t' Street east of SW 68th Avenue ■ SW 75th Terrace east of SW 68th Avenue ■ SW 76th Terrace west of SW 68th Avenue ■ SW 77th Terrace west of SW 68th Avenue ■ SW 78th Terrace west of SW 68t' Avenue ■ SW 69th Avenue north of SW 80t' Street ■ SW 68th Avenue north of SW 80th Street ■ SW 80th Street east of SW 68`h Avenue Additional traffic volume data collected by the Florida Department of Transportation (FDOT) and Miami Dade County Public Works Department were obtained. An annual growth rate of 1.2 percent was applied to counts collected in prior years to estimate traffic volume for year 2008. Please refer to Appendix B for growth rate estimation worksheets. The growth rate was estimated based upon historical traffic count data along Sunset Drive. The locations of these counts were: • SW 72 rid Street west of SW 68th Avenue • SW 67th Avenue south of SW 74`h Street South Miami Neighborhood Traffic Study 3 ' 24 -Hour Speed Counts: Speed data were collected along the following streets due to the presence of relatively long and uninterrupted stretches and lines of sight that are conducive for speeding: • SW 756 Terrace east of SW 68th Avenue • SW 76th Terrace west of SW 68th Avenue ■ SW 77th Terrace west of SW 68th Avenue • SW 78th Terrace west of SW 68th Avenue • SW 69th Avenue north of SW 80th Street Intersection Movement Counts: Turning movement data were collected at the below intersections during peak periods. Please note that turning movement data at SW 67th Avenue and SW 74th Street was collected during the A.M. peak period only since it represents the worst traffic conditions of the day in the vicinity of the Ludlam Elementary School. • SW 67th Avenue at SW 72nd Street (A.M. and P.M. peak periods) • SW 67th Avenue at SW 80th Street (A.M. and P.M. peak periods) • SW 67th Avenue at SW 74th Street (A.M. peak period only) Field Observations Field reviews were performed prior to the collection of the traffic data described above to identify appropriate locations for traffic data collection and to assess overall traffic characteristics of the neighborhood. Initial field reviews determined that some of the roadways within the neighborhood have design characteristics that already manage traffic including narrow travel lanes, lack of continuity, turning movement restrictions, and stop - controlled intersections. A summary of field observations are listed below. Traffic Control Features and Roadway Characteristics: • SW 68th Avenue is narrow for two -way traffic flow north of SW 75th Terrace. However, this segment is open for two -way traffic. • SW 69th Court is a narrow one -way (southbound) street. • Neither sidewalks nor paved shoulders are provided on local neighborhood streets. • Street lighting is not provided on local neighborhood streets. South Miami Neighborhood Traffic Study 4 • Right -turn movements are prohibited onto SW 77th Terrace and SW 78th Terrace from southbound SW 67`t' Avenue between 4:00 P.M. and 6:00 P.M. on weekdays. • Left -turn movements are prohibited onto SW 69th Avenue and SW 68th Avenue from eastbound SW 80th Street between 7:00 A.M. and 9:00 A.M. on weekdays. • Buses are prohibited from marking a right -turn onto SW 68"' Avenue from SW 72 °d Street. • A "no parking" sign is installed on the shoulder of SW 74`h Street near SW 67th Avenue. • The eastbound left -turn movement at the intersection of SW 80`" Street and SW 67th Avenue does not have a "protected" phase and the left -turn lane has a limited amount of storage. "Protected" left -turn phases are provided for the northbound and southbound left -turn movements. Narrow Width of SW 68`i' Avenue South of SW 72 °d Street South Miami Neighborhood Traffic Study 5 Streets with Straight Sightline Provide Opportunities for Speeding SW 75th Terrace at SW 69th Avenue — Curved Road with No Sidewalks Traffic Flow Observations: ■ SW 67th Avenue, SW 72nd Street, and SW 80th Street are major streets within the study area. These streets and the signalized intersections of SW 67th Avenue and SW 72"d Street, and SW 67th Avenue and SW 80'h Street, are congested during the peak periods. ■ Many eastbound vehicles exiting the Snapper Creek Expressway at SW 72nd Avenue travel east on SW 80th Street, perhaps to bypass the intersection of Snapper Creek South Miami Neighborhood Traffic Study 6 Expressway and U.S. 1. These vehicles contribute to long queues on SW 80th Street approaching U.S. 1 during the morning peak period. ■ In the vicinity of Ludlam Elementary School, traffic congestion was observed due to the school speed zone, school bus drop offs, pedestrian movement, vehicles departing from the parent drop -off on SW 741 Street (east), and the spillback from queues at the intersection of SW 67th Avenue and SW 72"d Street. • Few parents leaving after dropping off or picking up children from the Ludlam Elementary School were observed using SW 746 Street as a cut - through route. • Several vehicles were seen parked on the grass shoulder along SW 67t' Avenue and SW 74t' Street in the vicinity of Ludlam Elementary School. It should be noted that a "no parking" sign is installed on SW 74th Street. • During the A.M. peak period, long queues and heavy congestion were observed on northbound SW 72nd Avenue, which is located to the west of the study area. School Bus Stopped in Travel Lane to Drop Students South Miami Neighborhood Traffic Study 7 r ALI- Elementary School Parents Park frequently on Shoulder of SW 67th Avenue Parents Often Do Not Use Designated Crosswalk at Ludlam Elementary School South Miami Neighborhood Traffic Study Vehicles Parked on SW 74`b Street Violating "No- Parking' Sign near Ludlam Elementary School Long Queues on Eastbound SW 80th Street Approaching SW 67`x' Avenue Meeting with Residents Two kick -off meetings were organized by the City of South Miami staff to obtain input from the residents on the traffic related issues in the neighborhood. Potential traffic issues mentioned by the residents include: • Drivers violate the left-turn prohibition signs on SW 80"' Street at SW 69"' Avenue between 7:00 AM and 9:00 AM. • The following local streets are identified as cut - through routes to access SW 80th Street from southbound SW 67`i' Avenue in the afternoon: South Miami Neighborhood Traffic Study o SW 76thh Terrace and SW 69t' Avenue o SW 75th Terrace and SW 69th Avenue • SW 69th Avenue and SW 69th Court are used as a cut - through route between 72nd Street and 80th' Street. • Speeding is a problem on local streets such as SW 75th' Terrace and SW 69th Avenue. • 30 -mph speed limit on local streets is too high. Consider lowering the speed limit. • Left -turns are difficult from eastbound SW 80th Street to northbound SW 67th Avenue during the A.M. peak period. ■ Parents park along SW 67th Avenue, SW 74th Street, and block residential driveways near the Ludlam Elementary School. Parking and other violations need to be enforced more strictly. ■ School buses use local streets as cut - through routes. In general, the primary issues raised by the residents include cut - through traffic on local streets, traffic control violations, speeding, and illegal parking in the vicinity of the Ludlam Elementary School. The City of South Miami staff explained concept plans that Miami -Dade County Public Schools developed to improve access and circulation for the Ludlam Elementary School. The City of South Miami is evaluating these options. These options were forwarded to the study team for review. South Miami Neighborhood Traffic Study 10 DATA ANALYSIS The purposes of the data analysis were (i) to assess the existing traffic conditions in the study area, (ii) to determine if the livability thresholds for residential neighborhood streets are being exceeded, (iii) to evaluate the traffic data to identify potential cut - through patterns, and (iv). to determine the level of service for major roadways and intersections within the study area. Traffic Volumes A summary of the daily traffic volumes on area streets is presented in Table 1. Appendix A includes the 24 -hour traffic volume counts. Please note that the traffic volumes presented in Table 1 have been adjusted to represent peak season traffic conditions using the appropriate peak season category factor (PSCF) obtained from the Florida Department of Transportation (see Appendix C). Table 1. Summary of Peak Season Traffic Volumes Roadway Daily Traffic Volume A.M. Peak Hour A.M. Peak Volume P.M. Peak Hour P.M. Peak Volume SW 68th Court south of SW 72nd Street 388 7:45 — 8:45 45 7:45 — 8:45 32 SW 68th Avenue north of SW 74th Street 222 7:45 — 8:45 62 1:15 — 2:15 18 SW 74t' Street east of SW 68th Avenue 182 8:00 — 9:00 40 1:30 — 2:30 27 SW 75t' Terrace east of SW 68th Avenue 323 7:30 — 8:30 68 1:30 — 2:30 32 SW 76th Terrace west of SW 68th Avenue 191 9:45 — 10:45 17 5:30 — 6:30 22 SW 77th Terrace west of SW 68th Avenue 195 7:30 — 8:30 24 5:30 — 6:30 17 SW 78th Terrace west of SW 68th Avenue 185 7:45 — 8:45 24 4:45 — 5:45 25 SW 69th Avenue north of SW 80th Street 739 7:30 — 8:30 76 1 5:30 — 6:30 86 SW 68th Avenue north of SW 80th Street 236 8:00 — 9:00 34 5:15 — 6:15 26 SW 69th Court south of SW 72nd 'Street 295 7:30 — 8:30 35 5:30'— 6:30 46 SW 80th Street east of SW 68th Avenue 12,029 8:00 — 9:00 1,235 5:15 — 6:15 983 SW 67th Avenue north of SW 72nd Street* 11,725 8:00 — 9:00 813 4:00 — 5:00 946 SW 72nd Street west of U.S. 1 * 30,640 6:45 — 7:45 1,350 3:15 — 4:15 961 * Counts were adjusted trom 2006 to 2008 volumes by applying an annual growth rate of 1.2 %. The Miami -Dade Neighborhood Traffic Management' Program provides guidelines for when the livability of residential streets is compromised. For residential local streets, traffic volumes South Miami Neighborhood Traffic Study 11 should not exceed 1,500 vehicles per day or 150 vehicles in the peak hour; for residential collector streets, traffic volumes should not exceed 3,000 vehicles per day or 300 vehicles in the peak hour. Table 2 summarizes the daily and peak hour traffic volumes and compares these volumes to the livability thresholds. Table 2. Traffic Volume Comparison to Livability Thresholds Notes: (1) Daily and peak hour volume thresholds are established in the Miami -Dade Neighborhood Traffic Management Program. (2) Counts were adjusted from 2006 to 2008 volumes by applying an annual growth rate of 1.2 %. Based exclusively on the criteria specified in the Miami -Dade Neighborhood Traffic Management Program, traffic volumes on local streets within the neighborhood do not exceed the livability thresholds. Hourly Distribution of Traffic Volume The directional distribution of 24 -hour traffic volumes was plotted for the neighborhood streets. The objective of this analysis was to identify peaks in traffic flow that may be reflective of potential cut - through patterns. Appendix D provides hourly directional distribution graphs for each local street within the neighborhood. Based on the information provided in Appendix D, the following three time periods were analyzed in detail: ■ 7:00 A.M. — 9:00 A.M. (A.M. peak period) South Miami Neighborhood Traffic Study 12 Peak Exceeds Peak Hour Exceeds Roadway Roadway Season Livability Two -Way Livability Classification Daily Threshold? 1 Traffic Threshold? Volume Volume (1) SW 68th Court Local 388 No 45 No SW 68 Avenue (north le Local 222 No 62 No SW 74 Street Local 182 No 40 No SW 75th Terrace Local 323 No 68 No SW 76"' Terrace Local 191 No 22 No SW 77h Terrace Local 195 No 24 No SW 78th Terrace Local 185 No 25 No SW 69h Avenue Local 739 No 86 No SW 68 Avenue 236 No 34 No (south leg) Local SW 69th Court Local 295 No 46 No SW 72nd Street Minor Arterial 30,640 N/A 2,400 N/A SW 80 Street Collector 12,029 N/A 1,235 N/A SW 67 Avenue (2) Minor Arterial 11,725 N/A 946 N/A Notes: (1) Daily and peak hour volume thresholds are established in the Miami -Dade Neighborhood Traffic Management Program. (2) Counts were adjusted from 2006 to 2008 volumes by applying an annual growth rate of 1.2 %. Based exclusively on the criteria specified in the Miami -Dade Neighborhood Traffic Management Program, traffic volumes on local streets within the neighborhood do not exceed the livability thresholds. Hourly Distribution of Traffic Volume The directional distribution of 24 -hour traffic volumes was plotted for the neighborhood streets. The objective of this analysis was to identify peaks in traffic flow that may be reflective of potential cut - through patterns. Appendix D provides hourly directional distribution graphs for each local street within the neighborhood. Based on the information provided in Appendix D, the following three time periods were analyzed in detail: ■ 7:00 A.M. — 9:00 A.M. (A.M. peak period) South Miami Neighborhood Traffic Study 12 ■ 2:00 P.M. — 3:00 P.M. (corresponds to the school dismissal period on Wednesdays) ■ 4:00 P.M. — 6:00 P.M. (P.M. peak period) Figures 2, 3, and 4 were prepared to represent traffic flow patterns during the three time periods identified above. Based Figures 2, 3, and 4, the following observations were made: A.M. Peak Period (7: 00 A.M. — 9:00 A.M.) ■ A portion of the vehicles entering the neighborhood via southbound SW 69th Court is likely cut - through traffic as southbound SW 691h Court provides access to eastbound SW 75th Terrace and southbound SW 69th Avenue. Some of those trips could be associated with parents bringing children to the Ludlam Elementary School. It should be noted that SW 75th Terrace also provides easy access to the parent drop -off loop for Ludlam Elementary School. ■ A portion of the vehicles entering the neighborhood via northbound SW 69`h Avenue is likely cut - through traffic destined to Ludlam Elementary School (via SW 75th Terrace) or SW 72 °d Street via SW 75th Terrace and SW 68th Court. Some of those vehicles are likely violating the "no left -turn" sign SW 80th Street. ■ A portion of the vehicles entering the neighborhood via northbound SW 68th Avenue (from SW 80th Street) is likely using either SW 77th Terrace or SW 78th Terrace to by- pass the congested intersection of SW 67th Avenue and SW 80th Street. Some of those vehicles are likely violating the "no left -turn" sign on SW 80th Street. ■ A portion of the vehicles entering the neighborhood via westbound SW 74th Terrace and traveling northbound on SW 68th Avenue between 8:00 A.M. and 9:00 A.M. are likely cut - through trips associated with parents departing Ludlum Elementary School after dropping children. P.M. Peak Period (4:00 P.M. — 6:00 P.M.) A potential cut - through pattern was noted from southbound SW 69th Court to SW 69th Avenue (via SW 75th Terrace). In general, cut - through patterns were not identified during the school dismissal period. A possible explanation is that the school dismissal period does not overlap with the typical peak traffic periods. Therefore, major streets are comparatively less congested and are primarily used South Miami Neighborhood Traffic Study 13 by the motorists. The severe congestion on arterial roadways and excessive delays at signalized intersections appear to result in increased cut - through traffic during the A.M. peak period. South Miami Neighborhood Traffic Study 14 Speed Analysis The purpose of collecting speed measurements was to determine the magnitude of vehicle speeds within the neighborhood. Speed measurements were collected on five streets at locations where the traffic volume data were collected. The 851h percentile speed is often used as a measure of the upper limit of "reasonable" speeds for the prevailing conditions. The 85`h percentile speed is the speed at which 85 percent of the vehicles are traveling below. The 85`h percentile speed and average speed are summarized in Table 3. Table 3. Summary of Speed Measurements Location Posted Speed (mph) Average Speed (mph) 85` Percentile Speed (mph) SW 75`h Terrace east of SW 68th Avenue 30 25.05 32.81 SW 76`h Terrace west of SW 68`h Avenue 30 24.37 30.49 SW 77`h Terrace west of SW 68`h Avenue 30 21.33 27.28 SW 78"' Terrace west of SW 68`h Avenue 30 20.28 26.04 SW 69`h Avenue north of SW 80`h Street L-Lo 27.11 33.45 The speed measurements demonstrate that the average speeds traveled by motorists on the residential local streets within the neighborhood are generally between 20 and 27 miles per hour (mph), which is lower than the speed limit of 30 mph. An evaluation of the 85`h percentile speeds demonstrate that some motorists travel in excess of the speed limit, although no residential local streets exhibited more than a 4 mph difference between the 30 -mph speed limit and the 85`h percentile speed. The 85`h percentile speed data demonstrate that motorists are generally comfortable operating their vehicles approximately 1 to 4 mph above the speed limit within the current local residential roadway environment of the study neighborhood. SW 69`h Avenue exhibited the highest average speed relative to the speed limit of the roadway. Based on the results of the speed measurements, the potential for lowering the existing speed limits on neighborhood streets will be examined. South Miami Neighborhood Traffic Study 18 Roadway Capacity Analysis Capacity analyses were performed to determine level of service on SW 67"' Avenue (a minor arterial roadway), SW 72nd Street (a minor arterial roadway), and SW 80th Street (a collector roadway). Levels of service were determined for the arterial and collector roadways based on the maximum flow rates provided in FDOT's 2002 Quality/Level of Service Handbook, which provides generalized level of service tables. The analyses relied upon "Tables 4 -1 and 4 -7" from FDOT's 2002 Quality/Level of Service Handbook, which provide daily and peak hour peak - direction volume thresholds, respectively. Table 4 presents the results of the level of service (LOS) analysis for the arterial and collector roadways in the study area. Table 4. Roadway Level of Service LOS D is generally considered an acceptable level of service for most roadways. Results of the roadway level of service analysis for this study demonstrate that the A.M. peak -hour, peak - direction (eastbound) movement on SW 80th Street currently operates at LOS F. The other streets operate at LOS D or better during the peak periods and on a daily basis, which indicates that these roadway links have adequate capacity to carry the traffic volume measured. However, it should be noted that the traffic volume data may not reflect the actual demand due to congestion at intersections. Signalized Intersection Capacity Analysis The purpose of the analysis was to ascertain if capacity deficiencies exist at major intersections that could potentially increase the magnitude of cut - through traffic on residential local streets within the study area. The A.M. and P.M. peak hour level of service analysis was performed for three signalized intersections: ■ SW 67th Avenue and SW 72nd Street ■ SW 67th Avenue and SW 80th Street South Miami Neighborhood Traffic Study 19 Daily A.M. Peak P.M. Peak Two -Way Volume LOS One -Way Volume LOS One -Way Volume LOS SW 72nd Street 30,640 D 1,350 C 1,513 D SW 80th Street 12,029 D 989 F 610 D SW 67th Avenue 11,725 D 496 D 534 D LOS D is generally considered an acceptable level of service for most roadways. Results of the roadway level of service analysis for this study demonstrate that the A.M. peak -hour, peak - direction (eastbound) movement on SW 80th Street currently operates at LOS F. The other streets operate at LOS D or better during the peak periods and on a daily basis, which indicates that these roadway links have adequate capacity to carry the traffic volume measured. However, it should be noted that the traffic volume data may not reflect the actual demand due to congestion at intersections. Signalized Intersection Capacity Analysis The purpose of the analysis was to ascertain if capacity deficiencies exist at major intersections that could potentially increase the magnitude of cut - through traffic on residential local streets within the study area. The A.M. and P.M. peak hour level of service analysis was performed for three signalized intersections: ■ SW 67th Avenue and SW 72nd Street ■ SW 67th Avenue and SW 80th Street South Miami Neighborhood Traffic Study 19 ■ SW 80`h Street and U.S. 1 The intersection of SW 80th Street and U.S. 1 is located outside of the study area. However, this intersection was analyzed due to its proximity and influence on the intersection of SW 67th Avenue and SW 80th Street. Turning movement data collected by the Miami -Dade Publics Works Department were used to analyze the intersection of SW 80`h Street and U.S. 1. The intersection levels of service were determined using the Synchro software, which is based upon methodologies outlined in the Highway Capacity Manual, 2000 Edition. Table 5 presents the results of the capacity analysis for these signalized intersections. The turning movement counts collected for this study are included in Appendix A and detailed Synchro outputs are included in Appendix E. Table 5. A.M. and P.M. Peak Hour Signalized Intersection Level of Service With the exception of the intersection of SW 67d' Avenue and SW 72nd Street, which operates at LOS F during the A.M. peak period, the calculated intersection level of service was LOS D or better for the intersections as a whole. However, the following approaches operate at LOS E or worse: • Eastbound, northbound, and southbound approaches of SW 67"' Avenue and SW 72nd Street during the A.M. peak period. • Eastbound approach of SW 80th Street and SW 67`h Avenue during the P.M. peak period. Please note that the poor performance of the eastbound approach primarily results from delay experienced by the eastbound left -turn movement. As mentioned previously, the traffic signal at this intersection does not provide a "protected" phase for the eastbound left -turn movement. Although the eastbound left -turn volume is considerably higher during the A.M. peak hour in comparison to the P.M. peak hour, the conflicting South Miami Neighborhood Traffic Study A.M. A.M. P.M. P.M. Intersection LOS Vehicle Delay LOS Vehicle Delay (seconds /vehicle) (seconds /vehicle) SW 67`h Avenue & SW 72nd Street F 80.7 C 32.0 SW 67d' Avenue & SW 80d' Street C 24.3 C 28.5 SW 80d' Street & U.S. 1 C 26.8 D 38.5 With the exception of the intersection of SW 67d' Avenue and SW 72nd Street, which operates at LOS F during the A.M. peak period, the calculated intersection level of service was LOS D or better for the intersections as a whole. However, the following approaches operate at LOS E or worse: • Eastbound, northbound, and southbound approaches of SW 67"' Avenue and SW 72nd Street during the A.M. peak period. • Eastbound approach of SW 80th Street and SW 67`h Avenue during the P.M. peak period. Please note that the poor performance of the eastbound approach primarily results from delay experienced by the eastbound left -turn movement. As mentioned previously, the traffic signal at this intersection does not provide a "protected" phase for the eastbound left -turn movement. Although the eastbound left -turn volume is considerably higher during the A.M. peak hour in comparison to the P.M. peak hour, the conflicting South Miami Neighborhood Traffic Study westbound through movement is significantly higher during the P.M. peak hour resulting in fewer gaps for the eastbound left - turns. ■ Eastbound and westbound approaches of SW 806 Street and U.S. 1 during the A.M. and P.M. peak periods. Please note that the eastbound and westbound approaches of SW 80"' Street operate as split phases. The volume -to- capacity (v /c) ratio of the eastbound approach during the A.M. and P.M. peak periods are 0.98 and 1.05, respectively. The effective green time to cycle length (g /C) ratio for the eastbound approach during the A.M. and P.M. peak periods are 0.11 and 0.07, respectively. Therefore, an analysis was performed to examine the possibility of optimizing the existing signal timing to improve the operation of the eastbound approach. Optimization of Traffic Signal Timing The existing signal timings of the study intersections were optimized using the Synchro software to determine if improvements to the existing traffic flow are possible. It should be noted that even though adjustment of signal timings could enhance the operation of individual intersections, these improvements might not be implemented if those changes could negatively impact adjacent intersections or major corridors. An example is the need to allocate sufficient green time to maintain through vehicle progression on U.S. 1. Such constraints may have an adverse impact on the intersecting minor streets such as SW 80th Street, and on the adjacent intersections along SW 80th Street. This analysis attempted to determine signal timing modifications at the study intersections that would not unduly impact the adjacent intersections or U.S. 1. The analysis indicates that minor improvements to A.M. peak period signal timing are feasible. The signal timing improvements that were evaluated are listed below and a comparison of the resulting level of service for the existing and optimized timing plans is presented in Table 6. Detailed Synchro outputs are included in Appendix E. Adjustments to A.M. peak period signal timing at SW 67th Avenue and SW 72nd Street: ■ Increase green time for the north/south through movement by 3 seconds per cycle. This change is shown to result in a reduction in delay for the northbound approach with minimal impacts to the eastbound and westbound approaches. South Miami Neighborhood Traffic Study 21 Adjustments to A.M. peak period signal timing at U.S. 1 and SW 80th Street: ■ Increase green time for the eastbound approach by 5 seconds per cycle. This change is shown to result in a reduction in delay for the eastbound approach, with minimal impacts to the northbound, southbound, and westbound approaches. Adjustments to A.M. peak period signal timing at SW 67th Avenue and SW 80th Street: ■ Increase green time for the east/west through movement by 3 seconds per cycle. Although the analysis does not indicate a reduction in delay for the eastbound approach, improvements are likely if proposed signal timing adjustments are also made to the intersection of U.S. 1 and SW 80th Street. Table 6. Comparison of Level of Service and Delay with Existing and Proposed Signal Timing (A.M. Peak) Intersection Overall LOS and Delay Approach Level of Service and Delay (sec) Northbound Southbound Eastbound Westbound SW 67th Avenue & SW 72nd Street I Existing F / 80.7 F / 169.5 F / 104.4 E / 61.2 C / 30.8 Proposed E / 75.2 F / 137.2 F / 84.3 E / 67.5 C / 28.9 SW 80th Street & U.S. 1 Existing C / 26.8 B / 17.7 B / 10.7 F / 127.2 F / 82.2 Proposed C / 26.2 C / 21.4 B / 12.7 E / 79.6 F / 80.7 SW 67th Avenue & SW 80th Street Existing C / 24.3 B / 17.3 B / 18.2 C / 30.5 B / 15.9 Proposed C / 23.7 B / 17.5 B / 18.5 C / 29.1 B / 15.6 Queuing Analysis Field reviews indicated long queues on SW 801h Street, SW 72 "d Street, and SW 67th Avenue during the peak periods. To further investigate the operation of intersections, the 951h percentile queue lengths were estimated for the three signalized intersections using SimTraffic software, which uses simulation techniques to estimate queue lengths. A summary of the queuing analysis is presented in Table 7 and the SimTraffic reports are included in Appendix F. South Miami Neighborhood Traffic Study 22 Table 7. A.M. and P.M. Peak Hour 95th Percentile Queue Lengths Intersection Peak Hour Northbound Southbound Eastbound Westbound SW 67th Avenue & SW 72nd Street AM 699' 387' 928' 212' PM 175' 424' 339' 996' SW 67th Avenue & SW 80th Street AM 206' 161' 678' 131' PM 96' 470' 943' 290' SW 80th Street & U.S.1 AM 430' 178' 355 174' PM 230' 584' 576' 253' Note: Maximum 95th percentile queue lengths are shown. The substantial 95th percentile queue lengths include: ■ Eastbound approach of SW 801h Street at SW 67th Avenue — 678 feet (— 27 vehicles) and 943 feet (— 38 vehicles) during the A.M. and P.M. peak periods, respectively. ■ Northbound approach of SW 67th Avenue at SW 72nd Street — 699 feet (— 28 vehicles) during the A.M. peak hour. ■ Eastbound approach of SW 72nd Street at SW 67th Avenue — 928 feet (— 37 vehicles) during the A.M. peak hour. ■ Westbound approach of SW 72nd Street at SW 67th Avenue — 996 feet (— 40 vehicles) during the P.M. peak hour. In general, the queues on approaches to the intersection of SW 67th Avenue and SW 72nd Street were observed clearing during a signal cycle. However, frequent failures of signal phases were observed both at SW 80th Street and SW 67th Avenue, and at SW 80th Street and U.S. 1. The queues on the eastbound approach of SW 80th Street at U.S. 1 spillback to the upstream intersection of SW 80th Street and SW 67th Avenue. Inadequate left -turn storage for the eastbound left -turn movement at SW 67th Avenue, upstream metering at SW 80th Street and U.S. 1, and the absence of a "protected" eastbound left -turn phase at SW 67th Avenue contribute to long queue lengths on eastbound SW 80`h Street. South Miami Neighborhood Traffic Study 23 Some cut - through traffic is likely because of long traffic queues on SW 80th Street and SW 72"d Street. It should be noted that left turns onto SW 696 Avenue and SW 68th Avenue are prohibited from eastbound SW 80th Street between 7:00 A.M. and 9:00 A.M. on weekdays to prevent the use of those neighborhood local streets as cut - through routes. In addition to signage, enforcement is required to effectively prevent cut - through traffic from using the neighborhood streets. Unsignalized Intersection Capacity Analysis A.M. peak hour level of service analysis was performed for the unsignalized intersection of SW 67th Avenue and SW 74th Street. The east leg of SW 74th Street operates as one -way westbound street and is used by the Ludlam Elementary School for staging to allow parents to pick -up and drop -off children. Unsignalized intersection levels of service for the stop - controlled approaches were determined using the Synchro software, which is based upon methodologies outlined in the Highway Capacity Manual, 2000 Edition. Table 8 presents a summary of the level of service analysis and Appendix G presents detailed Synchro output. Table 8 demonstrates that the stop - controlled approaches of the unsignalized intersection of SW 67th Avenue and SW 74th Street operate at acceptable levels of service. Table 8. Peak Hour Level of Service for Stop - Controlled Approaches Conclusions The analysis of traffic data for the South Miami neighborhood demonstrated that traffic volumes on local streets do not exceed livability thresholds established in the Miami -Dade Neighborhood Traffic Management Program. A detailed analysis of 24 -hour volume data indicated potential cut - through patterns on the neighborhood streets. These cut - through routes are most evident during the A.M. peak period. The streets identified as being used as potential cut - through routes include: ■ SW 68th Court South Miami Neighborhood Traffic Study 24 A.M. Intersection Approach A.M. Vehicle Delay LOS (seconds /vehicle) SW 67th Avenue & WB B 14.8 SW 74th Street EB D 25.4 Conclusions The analysis of traffic data for the South Miami neighborhood demonstrated that traffic volumes on local streets do not exceed livability thresholds established in the Miami -Dade Neighborhood Traffic Management Program. A detailed analysis of 24 -hour volume data indicated potential cut - through patterns on the neighborhood streets. These cut - through routes are most evident during the A.M. peak period. The streets identified as being used as potential cut - through routes include: ■ SW 68th Court South Miami Neighborhood Traffic Study 24 • SW 696' Court • SW 74th Street • SW 75th Terrace • SW 68th Avenue (both north and south end of neighborhood) • SW 69th Avenue The vehicle speed data demonstrate that the average speeds traveled by motorists on the residential local streets within the neighborhood are generally between 20 and 27 miles per hour (mph), which is lower than the speed limit of 30 mph. The 85th percentile speed data demonstrate that* some motorists are comfortable operating their vehicles approximately 1 to 5 mph above the speed limit on the residential local streets with the current roadway environment. SW 69th Avenue and SW 75th Streets, which were also identified as potential cut - through routes, exhibited the highest 85th percentile speeds. The roadway capacity analysis indicates that streets within the study area operate at LOS D or better during the A.M. and P.M. peak periods, with the exception of the eastbound direction of SW 80th Street, which currently operates at LOS F during the A.M. peak period. The intersection capacity analysis indicates that the signalized intersections currently operate at LOS D or better during the A.M. and P.M. peak periods, with the exception of SW 67th Avenue and SW 72nd Street, which operates at LOS F during the A.M. peak period. However, several approaches to intersections operate below LOS D, negatively impacting traffic flow in the area. The opportunities. for improving signal timing at these intersections were examined and minor improvements were identified for the A.M. peak period. A queue length analysis indicates long queues on the following approaches to intersections: • Eastbound approach of SW 80th Street at SW 67th Avenue during the A.M. and P.M. peak periods. • Northbound approach of SW 67th Avenue at SW 72nd Street during the A.M. peak hour. ■ Eastbound approach of SW 72nd Street at SW 67th Avenue during the A.M. peak hour. ■ Westbound approach of SW 72nd Street at SW 67th Avenue during the P.M. peak hour. South Miami Neighborhood Traffic Study 25 The possible reasons for long queue lengths on SW 80th Street include inadequate left -turn storage for eastbound left -turn movement at SW 67"' Avenue, upstream metering at SW 80'b Street and U.S. 1, and the absence of protected eastbound left -turn phase at SW 67"' Avenue. In general, excessive queue lengths at intersections along major streets may be contributing to cut- through traffic in the neighborhood. South Miami Neighborhood Traffic Study 26 TRAFFIC IMPROVEMENT PLAN Based on the analysis of traffic data, field observations, and concerns raised by the residents, an improvement plan was prepared to address traffic issues and deficiencies. Improvements considered for the neighborhood streets ranged from traffic calming modifications to speed limit reductions. As previously noted, the potential for improving existing signal timing plans at intersections along SW 80th Street and SW 72nd Street were examined. A description of traffic calming strategies considered is presented below, followed by the traffic improvement plan recommendations. Potential Traffic Modification Measures In response to traffic concerns identified through an analysis of traffic data, conceptual traffic calming options were examined for the neighborhood. The strategies considered to reduce the occurrence of cut - through traffic within a neighborhood and improve traffic flow on surrounding streets include regulatory signs, traffic calming measures, and intersection improvements. ■ Regulatory signs influence traffic patterns by posting signs that prohibit specific movements or lower speed limits. ■ Traffic calming measures influence travel speeds through redesigning geometric elements of streets to encourage slower traffic speeds, thereby reducing the timesaving benefit of cutting through on the neighborhood streets and enhancing safety for pedestrians and bicyclists. ■ Intersection improvements include signal timing adjustments and turn lane extensions. The selection of a traffic modification measure is dependent upon the type of traffic problem being experienced at a specific location and requires location -by- location analysis. Regulatory Signs Regulatory signs have been posted on several streets within the neighborhood to restrict turning movements during times of the day. The objective of these regulatory signs is to minimize potential cut - through traffic. Speed limit reduction is another regulatory traffic control measure that may be used on residential local streets to improve safety and discourage cut - through traffic. Studies have shown that traffic management measures in residential communities need to be implemented on a neighborhood- South Miami Neighborhood Traffic Study 27 wide basis. If such measures are implemented on select neighborhood roadways, vehicles will merely shift to another street transferring the problem to another location within the neighborhood. Therefore, it is desirable to reduce the speeds on the entire street neighborhood network to make the changes uniform throughout the local street network and thereby maximize the effectiveness of the changes. The following sections explain the applicable laws and guidelines regarding the reduction of speed limits. Section 316.189, F.S. states "The maximum speed limit within any municipality is 30 miles per hour. With respect to residence districts, a municipality may set a maximum speed limit of 20 or 25 miles per hour on local roads and highways after an investigation determines that such limit is reasonable. It shall not be necessary to conduct a separate investigation for each residence district." Speed Zoning for Highways, Roads, and Streets in Florida states that a speed limit should not differ from the 85t1i percentile speed or upper limit of the 10 -mph pace by more than 3 mph and it shall not be less than 8 mph. A speed limit of 4 to 8 mph less than the 85th percentile speed shall be supported by a supplemental investigation, which shows: ■ There are road or roadside features not readily obvious to the normally prudent driver, such as length of section, alignment, roadway width, surface condition, sight distance, traffic volume, crash experience, maximum comfortable speed in curves, side friction (roadside development), signal progression, design speed, etc., or; ■ Other standard signs and markings have been tried out but found ineffective. Reasons for Reducing Speed Limit The reasons for seeking a reduction of the existing speed limit of 30 miles per hour (mph) include: ■ Speed data collected on local streets satisfy the State criteria for lowering the speed limit to 25 mph (see Table 3). ■ The narrow streets and lack of sidewalks in the area force pedestrians and bicyclists to share the road with the automobile. Studies show that a reduction of 5 mph in travel speed from the existing speed limit of 30 mph may significantly increase the chance of a pedestrian surviving a traffic crash. ■ Reducing the speed limit will provide a better balance between motorized and non - motorized travel modes and enhance the livability of the residential neighborhoods. South Miami Neighborhood Traffic Study 28 ■ To discourage the use of residential streets as cut - through routes. An increased level of cut - through traffic is evident during certain times of the day (see Figures 2, 3, and 4). Based on the above - mentioned factors, this study recommends lowering speed limits on local residential streets from 30 mph to 25 mph. A speed limit of 4 to 8 mph less than the 85th percentile speed may be appropriate when other factors are prevalent such as those found on the local streets within the study area including narrow roadway widths and shared use of streets with bicyclists /pedestrians because of lack of sidewalks. If speed limits are not reduced on all the local neighborhood streets within the study area, the impacts of speeding and cut through traffic will likely shift to an adjacent street where the speed limit has not been reduced. Potential Traffic Calming Measures Effective traffic calming should also incorporate enhancements to the streetscape. This concept includes design and landscaping features that not only improve the aesthetics and livability of a neighborhood, but also increase the effectiveness of many of the traffic calming devices. Common measures used to implement traffic calming strategies include neighborhood traffic circles, raised intersections, textured intersections, chokers, chicanes, landscaped medians, impellars, landscaped entry features, and curb extensions. These measures are discussed in more detail below. Neighborhood Traffic Circles Neighborhood traffic circles are raised circular islands constructed in the center of local residential street intersections. These devices reduce vehicle speeds by forcing motorists to maneuver around them and are sometimes used instead of stop signs. Neighborhood traffic circles are commonly landscaped (i.e. bushes, flowers, or grass) to enhance the aesthetics. Yield signs, not stop signs, should be used with neighborhood traffic circles. Key considerations in determining the diameter of a circle are the street width and corner curb radii. For a 30 -foot street, a 14 -foot diameter circle is typically used (Neighborhood Traffic Controls in Chicago, Thomas Smith and Christoper Krueger). Advanced warning signs are required on all approaches. South Miami Neighborhood Traffic Study 29 The occasional larger vehicle passing through an intersection with a neighborhood traffic circle (e.g., a fire truck or moving van) can be accommodated by creating a mountable curb in the outer portion of the circle. Studies show no significant impact on left or right turns for these vehicles; left turns can be made across the front of the circle just as with standard intersections. The Institute of Transportation Engineers (ITE) has determined that traffic circles reduced the mid -block speed by approximately 10 percent. Through movements for emergency response vehicles are typically slowed by only approximately 5 to 8 seconds. The typical cost of installing a 20 -foot diameter traffic circle with 15 -foot travel lane is $25,000 (Source: City of South Miami). Raised Intersections Neighborhood Traffic Circle Raised intersections are flat raised areas covering entire intersections, with ramps on all approaches. Raised intersections may include brick or other textured materials on the flat sections or to delineate crosswalks. The longer flat fields plus ramps, which may be more gently sloped than speed humps, enable slightly higher design speeds that may be suitable for slowing speeds on higher volume facilities. The brick or other textured materials improve the appearance of raised intersections, draw attention to these traffic calming devices, and may further enhance speed reduction. The mid -block speed reduction due to raised intersection is approximately 10 percent. The cost of raised intersections varies based on specific design, size of the intersection, drainage features and material used. The typical costs vary between $25,000 and $75,000. Raised Intersection (Source: ITE Pedestrian Bicycle Council) South Miami Neighborhood Traffic Study 30 Textured Intersections Textured intersections have special pavement design to alert the driver that the location has some special identity, such as where pedestrian traffic is frequent or other characteristics that requires special attention. In addition, the vibration generated as vehicles travel the textured surface also contributes to drivers slightly reducing speeds. The typical costs vary between $10,000 and $25,000, depending upon the surface treatment. Impellars Textured Intersection Impellars are raised curbs that appear in the center of the roadway to deflect traffic. Impellars are often used to force vehicles to deflect through an intersection. Impellars are especially effective in locations where the geometry of the intersection is such that vehicles tend to drift into another lane to create a shorter path through the intersection. Impellars are typically designed so that turning movements are not restricted. Typical cost of an impellar is between $10,000 and $20,000. Impellar South Miami Neighborhood Traffic Study 31 Gateway Entry Features Gateway entry features are often provided at entrances to neighborhoods to alert motorists that they are entering a neighborhood. Entry features often include a decorative sign that displays the name of the residential neighborhood. Other common features of gateway entry features include landscaping, textured crosswalks, regulatory signage, and lighting enhancements. Entry features are designed to provide a sense of place for the neighborhood and discourage motorists from using neighborhood streets to make through trips. Entry features may reduce the occurrence of lost drivers in a neighborhood who may otherwise believe a local street is a through roadway. The cost of gateway entry features vary based on the design with typical cost between $15,000 and $40,000 per location. Curb Extension Curb extensions and other intersection modifications are used to tighten the geometry of an intersection, thereby forcing motorists to drive more deliberate paths through the intersection and reducing vehicle speeds. Curb extensions also reduce crossing distance thus benefiting pedestrians. Typical costs could vary between $2,000 and $20,000 based on design, drainage, and site conditions. South Miami Neighborhood Traffic Study Curb Extension Chokers Chokers are curb extensions at mid -block or intersection corners to reduce the paved surface. This application could reduce the number of travel lanes from two to one or maintain two lanes, but of narrower width. If the number of lanes is reduced, signs should be placed directing drivers to yield on first come, first serve basis. Chokers could also be placed at the entrance to a neighborhood to discourage the use of local streets as cut - through routes. Chokers reduce crossing distance for pedestrians; however, chokers may direct bicyclists into path of motorists. ITE indicates that speeds have shown to reduce by approximately 4 percent for two -lane chokers and 14 percent for one -lane chokers. One -lane chokers are shown to reduce traffic volume by 20 percent. The typical cost of installing a choker ranges from $5,000 to $20,000. Forced Turn Island Forced turn islands or diverters are used to prevent certain through or turning movements. These islands should be considered when less restrictive measures are proven to be ineffective. In general, forced turn islands have a negative impact on the residents since certain turning movements are prevented. Choker f x IN u Forced Turn Island South Miami Neighborhood Traffic Study 33 Input from Residents and Miami -Dade Public Works Department A workshop was conducted to present the draft traffic improvement plan to residents. Based on the input provided by the residents, the plan was revised. Thereafter, a meeting was facilitated by Kimley -Horn and Associates, Inc. at the Miami -Dade Public Works Department on Thursday, May 15, 2008, to discuss the draft improvement plan of the South Miami Neighborhood Traffic Study. The objective of the meeting was to obtain the County's input on the study's recommendations. The attendees included: ■ Muhammed Hasan, P.E. — Traffic Engineering Division, Miami -Dade Public Works Department ■ Greg Kyle, AICP — Kimley -Horn and Associates, Inc. ■ Ravi Wijesundera, E.I. — Kimley -Horn and Associates, Inc. Several days in advance of the meeting, Kimley -Horn provided a copy of the draft study report to Mr. Hasan. At the outset of the meeting, Mr. Kyle briefly explained that the study was initiated in response to numerous complaints by the residents of cut - through traffic, speeding on local streets, violation of existing traffic control measures, and illegal parking near Ludlam Elementary School. The results of the analysis and preliminary recommendations were reviewed. Mr. Hasan provided the following input/recommendations: ■ Mr. Hasan had no objections to the majority of traffic calming improvements. However, based on traffic volumes and speeds, he indicated that raised intersections are not appropriate within the neighborhood. He recommended to consider alternative traffic calming/traffic control measures instead of raised intersections. ■ Mr. Hasan indicated that 85`' percentile speeds do not reflect a large -scale speeding problem on local streets; however, he has no objections to reducing the speed limit to 25 miles per hours with the condition that the City of South Miami would have to fund the installation and maintenance of signs. • In general, Mr. Hasan had no objections to the proposed time -of -day turn restrictions. • Mr. Hasan also indicated that gateway entry features should be located outside of the right -of -way of county roads. ■ Mr. Hasan recommended that the City of South Miami consider the extension of the existing eastbound left -turn lane at the intersection of SW 80`h Street and SW 67`h Avenue. This improvement could reduce delays at the intersection and help reduce cut- through traffic in neighborhood streets. South Miami Neighborhood Traffic Study 34 Proposed Traffic Management Plan The draft traffic improvement plan was revised per County's input and a workshop was conducted to present the revised traffic improvement plan to residents. The traffic management options for the study neighborhood are shown in Figure 5. The proposed plan includes the following improvements. Speed Limit Reduction Implement 25 mph speed limit on local streets within the study neighborhood. The reasons for seeking a reduction of the existing speed limit of 30 mph were explained previously. Intersection Improvements The following intersection improvements are recommended: Adjustments to A.M. peak period signal timing at SW 67th Avenue and SW 72nd Street: ■ Increase green time for the north/south through movement by 3 seconds per cycle. This change is shown to result in a reduction in delay for the northbound approach with minimal impacts to the eastbound and westbound approaches. Adjustments to A.M. peak period signal timing at U.S. 1 and SW 80'b Street: ■ Increase green time for the eastbound approach by 5 seconds per cycle. This change is shown to result in a reduction in delay for the eastbound approach, with minimal impacts to the northbound, southbound, and westbound approaches. Adjustments to A.M. peak period signal timing at SW 67th Avenue and SW 80"' Street: ■ Increase green time for the east/west through movement by 3 seconds per cycle. Although the analysis does not indicate a reduction in delay for the eastbound approach, improvements are likely if proposed signal timing adjustments are also made to the intersection of U.S. 1 and SW 80"' Street. Increase eastbound left -turn storage length at SW 67"' Avenue and SW 80th Street: ■ This improvement could help reduce delay for the eastbound left turns and potentially help reduce cut - through traffic on neighborhood streets. South Miami Neighborhood Traffic Study 35 Turn Restrictions ■ Restrict southbound right turns from SW 67th Avenue to SW 74th Street — between 7:00 A.M. and 9:00 A.M., and between 2:00 P.M. and 3:30 P.M. ■ Restrict eastbound left turns from SW 74th Street to SW 67th Avenue — between 7:00 A.M. and 9:00 A.M., and between 2:00 P.M. and 3:30 P.M. This restriction is primarily to prevent school buses and parents from using local streets to access Ludlam Elementary School. ■ Restrict southbound right turns from SW 67th Avenue to SW 75th Terrace — between 2:00 P.M. and 3:00 P.M. ■ Restrict eastbound right turns from SW 72 ad Street to SW 69th Court — between 7:00 A.M. and 9:00 A.M. (please note that this street is located outside of the City of South Miami jurisdiction) Neighborhood Traffic Circle ■ SW 68th Avenue and SW 75th Terrace ■ SW 68th Avenue and SW 78`h Terrace When traffic circles are installed, any existing stop signs should be replaced with yield signs. Curb Extension ■ SW 68th Avenue and SW 776 Terrace ■ SW 68th Court at SW 746 Street ■ SW 69th Avenue and SW 75th Terrace Textured Intersection ■ SW 68th Avenue and SW 76`" Terrace Curb Extension and Textured Intersection ■ SW 69th Avenue and SW 776 Terrace Forced Turn Island ■ SW 67th Avenue and SW 746 Street South Miami Neighborhood Traffic Study 36 The forced turn island should be considered as a second phase improvement in the event the proposed turn prohibition signs are ineffective. The turn island is recommended on eastbound SW 74t' Street to prohibit left turns and through movements. The primary purpose of the turn island is to eliminate school buses and parents from using SW 74th Street as a cut - through route to access the existing school bus drop off area on SW 67th Avenue. If the proposed traffic circulation plan for Ludlam Elementary School relocates the existing bus drop -off area from SW 67th Avenue to SW 72'hd Street, the need for a forced turn island should be reassessed. Gateway Entry Features Gateway entry features are proposed at key entry points to the neighborhood to beautify the streetscape, provide a sense of place for the neighborhood, and discourage non - neighborhood traffic from entering. A distinct neighborhood signage plan is recommended along with textured pavement entrances. Gateway entry features are proposed at the following locations: ■ SW 68th Avenue and SW 72Nd Street • SW 68' Court at SW 72' Street • SW 69th Avenue at SW 80th Street ■ SW 68th Avenue at SW 80th Street ■ SW 74th Street at SW 67th Avenue ■ SW 75th Terrace at SW 67th Avenue ■ SW 76th Terrace at SW 67th Avenue ■ SW 77th Terrace at SW 67th Avenue ■ SW 78th Terrace at SW 67th Avenue The gateway entry design at SW 74th Street and SW 67th Avenue should be such that it discourages illegal parking along SW 74th Street. If necessary, trees could be planted along the shoulder of west side of SW 67t' Avenue and north side of SW 74th Street to prevent illegal parking. However, trees must be planted far enough back from the edge of the travel lane to provide the sufficient clear zone. Ludlam Elementary School Circulation Improvements Implement traffic circulation/drop -off improvements identified in Scheme A -1 of Appendix H for Ludlum Elementary School (see Appendix H for all options). This option provides an on -site bus loop accessible from SW 72nd Street and a parent drop -off lane on SW 74th Street (east of SW 67th Avenue). South Miami Neighborhood Traffic Study 37 Please note that traffic control modifications will have to be coordinated with and approved by Miami -Dade County Public Works Department, which has jurisdiction over traffic control devices. South Miami Neighborhood Traffic Study 38 r FIGURE 5. TRAFFIC CALMING IMPROVEMENT PLAN SOUTH MIAMI NEIGHBORHOOD TRAFFIC STUDY C=„ Kimley -Horn m and Associates, Inc. LEGEND 0 II• t NOT TO SCALE PROPOSED IMPROVEMENT LOCATION PROPOSED SECOND PHASE IMPROVEMENT PROPOSED TURNING RESTRICTIONS EXISTING TURNING RESTRICTIONS TRAFFIC CALMING OPTIONS 1. TRAFFIC DIVERTER 2. TRAFFIC CIRCLE 3. CURB EXTENSION 4. TEXTURED PAVEMENT r 5. GATEWAY TREATMENT �o Initial Improvements The first phase of improvements should include the installation regulatory signs such as the 25- mph speed limit signs on local streets within the study area, signal timing improvements, and turn restriction signs at the intersections of SW 72nd Street and SW 69th Court, SW 67th Avenue and SW 75th Terrace, and SW 74th Street and SW 67th Avenue for the time periods identified previously. The traffic calming improvements along SW 75th Terrace and SW 69th Avenue, which experience the highest 85th percentile speeds, should also be considered for implementation during the first phase. Planning Level Cost Estimate A planning level cost estimate for the proposed improvements are provided in Table 9. Please note that Table 9 does not include the cost of lengthening the eastbound left -turn storage lane at the intersection of SW 80th Street and SW 67th Avenue, which would be funded by the Miami - Dade County Public Works Department. The unit cost reflects the cost of constructing the improvement. The total cost includes a contingency of 15 percent of the base cost, and 30 percent of the base cost for design, permitting, and mobilization. Table 9. Planning Level Cost Estimate Improvement Type Locations Unit Cost Base Cost Contingency (15 %) • Design, Permitting, & Mobilization (30% Order of Magnitude Cost Speed limit signs 15 $500 $7,500 - - $7,500 Turn restriction signs 4 $500 $2,000 - - $2,000 Curb extension 4 $5,000 $20,000 $3,000 $6,000 $29,000 Textured intersection 2 $10,000 $20,000 $3,000 $6,000 $29,000 Traffic circle 2 $25,000 $50,000 $7,500 $15,000 $72,500 Gateway entry features 9 $15,000 $135,000 $20,250 $40,500 $195,750 Traffic Diverter 1 $5,000 $5,000 $750 $1,500 $7,250 Total Cost $239,500 $34,500 $69,000 $343,000 South Miami Neighborhood Traffic Study 40 CONCLUSIONS AND RECOMMENDATIONS The objective of this study was to assess traffic conditions within the "Mango Terrace" neighborhood bounded by SW 67th Avenue (Ludlam Road) to the east, SW 69th Avenue to the west, SW 72nd Street (Sunset Drive) to the north, and SW 80th Street (Davis Road) to the south and to determine if improvements are necessary to reduce traffic intrusion and create a pedestrian friendly environment. The vehicle speed analysis demonstrates that the average speeds traveled by motorists on the residential local streets within the neighborhood are generally between 25 and 30 miles per hour (mph), which is lower than the speed limit of 30 mph. However, the 85th percentile speed data demonstrate that some motorists operate their vehicles 3 mph or more above the speed limit on the residential local streets within the current roadway environment. Therefore, the speed limit on the neighborhood streets is recommended to be lowered to 25 mph along with additional traffic calming measures described below. Cut - through patterns were evident during the A.M. and P.M. peak periods. Traffic management options were identified to discourage cut - through traffic and enhance safety for pedestrians and bicyclists. These improvements include traffic circles, curb extensions, textured intersections, gateway entry features, forced turn islands, and turning movement restrictions. The existing signal timing plans at the intersections of SW 72nd Street and SW 67th Avenue, SW 67th Avenue and SW 80th Street, and SW 80th Street and U.S. 1 were examined for possible improvements. Minor improvements to the existing A.M. peak period timing plans were identified. In addition, the Miami -Dade Public Works Department (MDPWD) recommended the extension of the eastbound left -turn storage lane at the intersection of SW 80th Street and SW 67th Avenue. The City of South Miami will have to coordinate with MDPWD to implement these improvements. South Miami Neighborhood Traffic Study 41 APPENDIX A Traffic Counts South Miami NaigMiorhood TrafHc:tudf JWy 2008 24 -Hour Volume Counts 'South Mlemi Neighborhood TMf$e Study f Qty 2008 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach:, Florida 33444 Phone (561) 272 -32'55 Volume Report with 24 Hour Totals Page 1 � *�.t�� *� *k * *�rr* *rr *�r ** err►** , �* �**+ r***** �t *��r� : *� *� * * * *w * * *� *,r * * * *ar* *art *rr,r,� * * *rr* *�r *sr Data, File : D0206017 -PRX Station : 00000.0020509 Identification : 009701450073 Interval : 15 minutes Start date : Feb 6,. 08 Start time : O.O:DO Stop date- : Feb 6, 08 Stop time : 24:00 City /Town : South Miami, Florida County : Dade Location SW 68 Court South of SW 72 Street Feb 6 Northbound Volume for Lane. 1 End Time 00 01 02. ----------------------------------------------- 03 04 05 06 07 08 09 10 11 15. 0 0 0 0 0 - - -- - 4) - -- - 2 - -- 3 - - -- - - 10 -- 7 - - -- 2 - - -- 4 30 1 1 a 0 0 0 3 9 8 a. 2 4 45 0 .0. 0 0 1 0 2 5 9 3. 5 2 00 0 0 0 0 0 1 6 7 9 4 5. 2 - Hr Total 1 - -- 1 - - -- - - 0 -- - - -- 0 1 - - -- - 1 - -- - 13 - -- 24 - - -- - - 36 -- 22 - - -- 14 - - -- 12 End Time 12 13 ----------------_----------------------------------------- 14 15 16 17 18 19 20 21 22 23 l5 5 2 - -- - - -3 - - -2 - - -0 - - -5 - -- - - -3 - - -1 - - -2 - - -a 30 5 3 7 2 5 5 1 3 6 1 0 1 45 3 2 6 5 4 1 7 2 2 0 1' 0 00' 3 - 3 6 5 4 2 3 3 1 1 0 1 Hr Total 16 10 ------------------------------------------r------------.------ 23 - 15 1b -- - a - -16 -12 __ - 12 - - -3 -__3 -2 24 Hour Total : 260 AM peak hour begins : 08-00 AM peak volume s 36 Peak hour factor : 0.90 PM peak hour begins : 14 :00 PM peak volume 23 Peak hour factor •: 0.82 Feb 6 Southbound Volume for Lane 2 -- End Time OA ----- - - - - - - 01 - - - r- 02 - - - - - - ---_ 03 �goa - - - - -_-_ _- __0_-- 06 7 _____a_- 08 a .- ____ 1� �1 15 0 0 0 - - 0 0 - - - - ----- 0 - 1 - - - 0 - - - - ---- 2 1 ---- 1 - - - - 30 6 0 0 0 0 0 0, 0 s 0 0 1 45 0 0 0 0 0 0 0 2 1 4 1' 1 00 0 - - -- - 0 - -- 0 - - -- 0 0 0 1 3 1 1 2 .3 U.r. Total 0 0 - - 0 -- --- -- o 0 - - -- - 0 - -- - 2 - -- 5 - - -- - - 9 -- 6 - - -- 4 - - -- 6 -------------------- +'---------------------------------------------------------- End Time 12 13 -- 14 - - -- 15 16 17 18 19 2.0 21 22 23 15 4 2 - - 3 -- - - -- 1 0 - - -- - - 2 -- - 4 - -- 2. - - -- - - 2 -- 1 - - -- 11 - - -- 1 30 0 5 2 4 1 2 4 1 7 2 0 0 45 0 4 0 2 3 2 3 2 5 1 1 0 00 2 - - - -- - 5 - -- 1 - - -- - - 2 1 -- - - -- 2 3 4 2 0 0 0 Hr Total 6 -------------------------------------------------------------------- 16 6 9 5 - - -- - - 8 -- - 14 - -- 9' - - -- - - 16 -- 4 - - -- 2 - - =- 1 24 Hour Total : i28 AM peak. hour begins 07:30 Ash peak volume ; 12 Peak. hour factor 0.60 PM peak hour begins c 19:45 PM peak volume 19 Peak hour factor 0.64 Traffic Survey-Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272 -3255 Volume Report with 24 Hour Totals Page 2 Data File : D0206.017.PRN Station : 000'000020509 Identification : 0097014.50073 Interval : 15 minutes Start date : Feb 6, 08 Start time 04:00 Stop date : Feb 6, 08 Stop time : 24:40 City /Town South Miami, Florida County Dade Location SW 68 Court South of SW 72 Street �rw�r* ww, w***, r, r* w** t�cr:** w�rr*# �r�r** w***, r*, rrww** rr* www** t* w,►* * * * # * * * *. *w,rt * *,t�w,rw,rws,ew* Feb 6 Total Volume 'for All Lanes ------------------------------------------------------_-----------------_------ End Time 00 01 02 03 04 05 06 07 - - -- - - -- - - -- 08 09• 10 11 15 0 - - -- - - -- - - -- - - -- 0 0 0 0 0 3 3 - - -- - - 12 -- - - -- 8 3. - - -- 5 30 1 1 0 0 0 0 3 9 13 6 2 5 45 0 0 0 0 1 0 7 10 7 6 3 00 0 -- 0 '0 0 0 1 7 10 - - -- 10 5 7 5 Hr Total 1 ------------------------------------------------------------------------------- - - -- - - -- -- -- - - -- - - -- - - -- 1 0 0 1 1 15 29 - - -- -- 45 -- - - -- n 18 - - -- 18 End Time 12 13 14 15 16 17 18 19 - -•- - - -- 20 21 22 23 15 9 - - -- - - -- - - -- - - -- 4 7 4 2 2 9 6 - - -- --- 5 17 - - -- 2 3 - - -- 1 30 5 B. 9 6 6 7 5 4 13 3 0 1 45 .3.. 6 6 7 7 3 10 4 7 1 2 0 00 5 -------- - - - - - 6. 7 7 5 4 6 7 - - - - - - - - - - 3 1 0" 1 Hr Total 22 -- --- ~ -- - --- I - - - - - - - - - - - - 36 29 24 20 16 30 21 - ----------------------------- - - - - - - 28 - - - - - - 7 5 - - - - 3 24 i Total -- .- 388 �- _--------------- - - - - -- AM peak hour begins : 07 :45 AM peak volume : 45 Peak hour factor : 0..87 PM peak hour begins : 1}:45 PM peak volume : 32 Peak hour * rr, t* * w* ww�rtw, tw, rw***** �** ww* w�* �e* w**, r�* w, t*, r*+ t; �* �r, ��r�rwww, �: factor : b.62 ,r,� *�,�r # * *ww * *wr► * * *�w�ww *�t* Traffic, Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272 -3255 Volume Report with 24.Hbur Totals Page 1 Data File : D0206018.PRN Station 000000020510 Identification .0.09.603860051 I:tterval : 15 minutes Start date Feb .6, 06 Start time : 60:60 Stop date Feb. 6., 08 Stop time : 24 :.06 City /Town South Miami, Florida county : Dade Location SW 68 ,Avenue North of Sid 74 Street Feb 6 Northbound Volume for Lane 1 ------------- -------------------------------------------------------------- En!d Time 00 61 02 03 04 05 0.6 07 08 09 - 10 - - - -- 11 15 .0 0 0 0 0 0 0 2 11 5 1 - - 0 30 4 0 0 0 0 0 0 1 13 0 2 5 45 0 0 0 0 0 0 0 5 18 2 2 0 00 0 0 0 0 0 0 '0' 8 7 0 0 2 Hr Total 0' --------------------------------------------------------------- -- 0 - - -- - - 0 -- - - -- 0 0 - - -- - - -- - - 0 0 -- 1.6 - - -- - - 49 -- 7 - - -- 5 - - -- 7 End Time 12 13 14 15 16 17 18 19 20 ---- 2i22 - - --23 15 2 � 7 1 0 - - - a --- -0 - - -� - - -1 - - -� - - -a - - -Q 30 1 2 4 4 1 1 2 0 2- 0 0 0 45 0 0 1 1 1 3: 0 2 0 0 0 0 00 2 1 0 2 2 0 2 1 1 0 0 0 Hr. Total S. -- ---- 7 - - -- - - 12 -- - - -- 4 4 _ - -- - - -- -___ 4 4 7' - - -- - - 4 -- 1 - - -_ 0 0 ' - Hour Total -- ------------------------------------------ 140 - - - - -- - - - . AM peak hour begins 07:45 AM peak volume-: 50 Peak hour factor : 0.69 PM peak heur begins 13:45- .PH peak volume 13 Peak hour factor ; 0.46 +k *t,rrr�rw * * *.w! * *�+ Nis**, ti��ett�+ k-* �**. �*, t******* r* t* w,► �*, t** *�r�t *�t * *rt * *trdr,r *it *�rrt *+k +trr+t *it�k Feb 6 Southbound volume for Lane 2 -------------------------------------7------------------------------ End Time 00 01 02 03 04 .. 05 06. 07 08 09 10 11 15 0 1 0 0 0 ---- ---- - - 0 0 -- 1 - - -- - - 5 -- 0 - - -- 1 - - -- 1 30 0 0 0 0 1. 0 0 0 3 1 1 2 45. D 0 0 0 0 0 0 1 1 1 1 2 00 0 --------- -- -- 0 - - 0 - 0 0 1 1 3 2 0 1 1 Hr Total 0 - - - - - - - - -- 1 - -- - - 0 -- - - -- 0 1 - - -- - - -- - - 1 1 -- 5 - - -- - - li -- 2 - - -- 4 __ -- 6 - - - - - - - End Time 12 - - - - - 13 - - -.- - - - - - 14 '15 - -- - - - - - - _ _ - - 16 - - -------------------------------------- 17 is IP 20 21 22 23 15 1 0 2 -- - - -- 0 3 - - -- - - -- - - 3 2 -- 1 - - -- - - 2 -- 1 - - -- 0 - - -- 0 30 0 2 0 2 1 2 1 0 1 0 2. .0 45 0 2 1 1 1 3 1 0 0 0. 0 0 00 0 - -- 2 - - -- 1 - - -- - 3 0 5 1 2 1 0' 0 0 Hr Total 1 ------------------------------ 6 - 4 -- - - -- 6 5 ------------------------------------- - - -- - - -- - - 13 5 -- 3 - - -- - - 4 -- 1 - - -- 2 - - -- 0 24 Flour Total . 82 - - - - -- AM peak hour begins '07 :30 AM peak volume 12 Peak hour factor : 0.60 PM peak hour begins : 17:00 peak volume .; 13 Peak hour factor : 0,65 Traffic survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272 -3255 Vol,Um,e. Repprt with 24 Hour Totals Page 2 Data .File : D0206018.PRN Station : 0000.00020,510 identification : 0.096038600.51 Interval : 15 minutes Start date Feb 6, 08 Start. time : 00:00 Stop date : Feb 6, 08 Stop time : 24:00 City /Town South Miami,.Floxida County : Dade Location : SW 68 Avenue North of SW 74 Street Feb 6 Total Volume for All Lanes ------------------------------------------------,------------------------------- End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 0 1 0 0 0 0 0 3 16 5 - 2 1 30 0 0 0 0 1 0 0 1 16 1 3 7 4:5 0 0 0 0 0 0 0 6 19 3 3 2 00 0 0 0 0 0 1 1 11 9 0 1 3 -- - - - - -- - Hr Total --- - - -- - - -- - - 0 1 0 -- - - -- 0 1 - - -- - - -- - - -- 1 1 21 ---- - - -- 60 9 - - -- 9 - - -- 13 End Time ---------------------------------------------------------7------ 12 13 14 15 16 17 18' 19 20 21 22 23 15 - -- - - -- - - 3 4 9 -- - - -- 1 3 ---- ---- - - -- 3 2 5 - - -- - - -- 3 2 ---� -- 0 - - -- 0. 30 1 4 4 6 2 3 3 0 3 0 2 0 45 0 2 2 2 2 6 1 2 0 0' 0 0 00 2 3 1 5 2 5 3 3 2 0 0 0 Hr Total -- - - 6 13 16 -- - - -- 14 9 - - -- - - -- - - -- 17 9 10 - - -- -� -- 8 2 - - -- 2 - - -- .0 -:- --------------------------------------- 24 Hour Total 222 --------- - - - - -- AM peak hour , begins 07:45. AM peak volume : 62 Peak hour factor : 0.82 PM peak hour begins 13:15 PM peak volume : 18 Peak hour factor 0.50 l kdr* i* 4* tktAr* M1ttk*** ftt# tt'! t' R71t1tMt* Ilt** 4tl kiril 4tk* tklk#' �ttkl ktkUtR�r***** �kik* 1F' ! * * * * * *. * * *tM *tktk *7F * *141t *tkak Traffic Survey. Specialists, Inc. 624 Gardena Terrace Delray Beach, Florida 33444 Phone (561) 272 -3255 Volume Report with 24 Hour Totals Page I * �r*, rw�w* �+ w* ���r�, t** �. r* r., ��r�►* �** ��r��. �* rrr+ ��er�* �, r�rf, �* �*, t**. ��t ,r,r� *�,� #,w * *� #� *�tt *+r * * *�* Data File : D0206019.PRN Station : 000000020511 Identification : 000058410086 Interval 15 minutes Start date : Feb 6, 08 Start time 00:-00 Stop date : Feb 6, 08 Stop time 24 :00 City %Town : South Miami., Florida County Dude Location : SW 74 Street East of SW 68 Avenue Feb 6 8astbound Volume for Lane 1 -- ----------------------------------------------------- End Time 00 01 02 03 04 05 06 07' --------------- 08 09 - 10 - - - -- 11 i5 0' 0 0 0 0 0 0 0 2- 1 1 - 1 30 0 0 0 0 0 0 0 0 3 0 4 4 45 0 0 0 0 1 0 0 0 1 2 0 3 00 0' 0 0 0 0 1 0 2 2 1 0 1 Hr Total - -- - 0 0 -- - - - 0 -- - - -- 0 1 - - -- .1 - - -- - - 0 -- 2 - - -- - - 8 -- 4 - - -- 1 - - -- 9 - - - - -- End Time ----------------------------------------------------------------- 12' -13 14 15 16 17 18 i9, 20. 21. 22 23 30 2 1 0 2 0 0 1 1 2 0 1 0 4.5 0 4 0 2 2 0 0 a. 0 0 0 0 00 1 2 1 2 0 1 0 2 0 0 0 0 iix- -Total - - -- - - -7 - - -7 - - -7 - - -4 - - -- - - -3 - - -4 - - -- - - -0 - - -- -_ -a - 24 Hour Total - : 67 - ----------------------------------------- AM peak hour begins : 11:00 AM peak volume : 9 Peak hour factor : 0..56 PM peak hour begins : 13 :15 PM peak volume : 13 Peak hour factor : 0.5.4 Feb 6, Westbound Volume for Lane 2 ------------------_-__------_----_---------------------------------------- End Time -- - - - - -- - 00 01 - -- - - -- 02 - - -- - - 03 04 -- 05 06 07 0$ 09 10 11 15 0 0 0 - - -- 0 0 - - -- 0 - - -- - - 0 -- 0 - - -- - - 4 -- 4 -- 1 - - -- 0 30 0 0 0 0 1 0 0 2. 17 0 1 6 45 0 0 0 0 0 0 0 2 9 1 0 2 00 0 0 0 0 0 0 0 1 2 0 0 1 - Hr Total - - - - - � � .. - - - o - .-_ � 1 __ - O - - - - - 0 - � - - -__� 32 � - -- 2 - - - � End Time - -12- - i�-_-" - - -- 14---` - - -9 - 15---- ��---" -4 17---- �$---- i�---- ��---- �i-- --22 -- 23 15 3 - - - -3 - - -- - - - -- -- - -- -- - - -i - - -0 0 - - - 36 0 1 3 1 2 0 0 a 2 0 0 0 45 0 2 2 3 1 0' 1 1 0 2 0 0 00 -- - - - - -- - 0 1 - -- 1 3 2. 3 2 3 1 0 2 .0 Fir Total - - - -- 3 S --- - - - -.- - - -- - - 15 -- - - -- 7 8 - - -- 4 - - -- - - 4 -- 6 - - -- - - 4 -- 3 - - -- 2 - -__ 0 24 Hour Total --------------------------- 115 ---------- -- -- ------- - - - - -- AM peak hour begins : 08:00 AM peak volume : 3'2 Peak hour faotor : 0.47 PM peak hour begins ' 13:30 PM peak volume : 15 Peak hour factor : 0.42 *,► * * * * *x�v�irwt * *,� *�r, tit, t���**** �** ����* �*, r, r�* ���, ��* �, t*** rrx, ra * * *wt *,rrr *�r,r * *rrr�r,e�► *,rrr Traffic Surveg, Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272 -3255 Volume. Repott with 24 Hour Totals Page 2 Data File : D0206019-PRN Station : 000000020511 Identification : 0.00058410086 Interval. : 15 minutes Start date : Feb 6, 08 Start time : 00 :00 -Stop date : Feb 6, 08 Stop time : 24:00 City /Town South Miami, Florida County Dade Location SW 74 Street East of SW 6.8 Avenue t**. �* t *r.�r+�r *+ewxrr. * *� * * * * * *�t * *, try* rtrr**** rr�rt, efrt** �**. ��** �r**** �,r•,�+r,r *,e *�e * * * *.• * * * *,.�t� Feb 6 Total Volume for All Lanes ------------ End Time - - - - -- - 0:0, 01 02 - - - 03 04 - _ --- - - - 05 0.6 07 - -- 08 09, 10 11 15 0 0 0 0 0 0 0' 0 6 5 2 1 30 0 0 0 0 1 0 0 2 20 0 1 10 45 0 0 0 0 1 0 0 2 10 3 0 5 00 0 0 0 0 0 1 0 3 4 1 0 2 - - - - -- - Hr Total - -- - - -- - - -- - -- 0 0. 0 0 2 - - -- - - -- - - -- 1 0 7 - - -- - - -- 40 9 - - -- 3 - - -- 18 End Tim, - _ - -- 12 13 14 - ---------------------------------------------- 15 16 17 18 19 20 21 22 23 15 3. 1 15 1 5 "__i _ - -3 3 2 - - -.1 -- 1 r -W4 30 2 2 3 3 2 0 1 1 4 0 1 0 45 0 6 2 5 3 0 1 1 0 2 0 0 00 1 3 2 5 2 4 2 5 1 0 2 0 - - - -- - Hr Total - -- --- -- - - -- - - 6 12 22 -- - - -- 14 12 - - -- - - -- - - -- 5 .7 10 - - -- - - -- 7 . 3 ---- 4 - - -- 0 - -- - - - - -- --- --------------------------------------------------- 24 Hour Total 182 AM peak hour begins 08:80 AM peak volume : 40 Peak hour factor : 0.50 PM peak hour begins : 13:30 PM peak volume 27 Peak hour factor': '0.45 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) '272 -3255 Volume Report with 24 dour Totals Page 1 Data File : D0206022.PRi Station : 000000020507 Identification : 000058410028 Interval 15 minutes Start date : Feb 6, 0.8 Start time. 0:0:00 Stop date Feb 6, 0,8 Stop time 24:0'0 City /Town South. - Miami, Florida County 'Dade Location SW 75 Terrace East of SW 68 Avenue Feb 6 EIstbound Volume for Lane 1 _ -_--------------------------------------------------------------- End Time 00 01 02 03 0.4 05 06 07 08 - 09 10 - - - -- 11: 15 0 0 0 - -� - - -� - - -0 - - -0 - - - -� -14 - - 14 -� 1 3. -1 30 0 0 0 0 1 1 2 1 20 2 2 4 45 0 0 0 0 0 0 1 14 4 6 2 2 00 0 - -- 0 - - -- 0 0 0 a 1 - - -- 10 6 i 5 5 Fir Total 0 ------------------------------------------------------------------------------ 0 - - -- - - -- - - -- - - -- - 0 0 1 1 4 - -- 27 - - -- - - 44 -- - - -- 12 10 - - -- 12 End Time 12 13 14 is 16 17 18 - - -i -_� 19 20 21 22 23• 15 4 0 - - -3 - - -� - - 6 - -2 - - - -i - - -1 - -0 - -T1 30 2 1 6 2: 2 1 2 1 3 1 0 0 45 1 5 2 4 3 3 2 2 3 1 1 0 06 2 - - - - - -- - - -- 4 - 4 1 2 3 0 0 1 1 1 0 i#r' Total 9 ----------------------------------------------------------------------------- - -- 10 - - -- - - -- - --- - --- - - -- - - 16 8 10 10 7 -- 5 - - -- - - 8 -- - - -- 4 2 - - -- 1 24 Hour Total 203 AM peak hour .begins 07:30 AM peak volume : 58 Peak hour factor : 0.73 PM peak hour begins .: 13 :30 PM peak volume : 21 Peak hour factor : 0.88 *** y!* It9tilrittk#***' k* �At*!**** wwtk*** thwtkwwtf* ir***** akl Irk* tkakwakir**. �r• #w * * *ir *R�rtkir * * * *k *tF *tk * *w Feb 6 ---------------------------------------------------------------------------- Westbound Volume for Lane 2 End Time 00 - - -- - 01 - - -- 02. 0.3 04 05 06 - -- - - 07 08 09 10' 11 15 -0 - - -- - - -- - - -- - - -- - - -0 - - -- - - -1 - - -0 30 0 0 0 0 0 0 1 0 6 1 2 2 45 0 0 0 0 1 0 0 1 1 1 3 1 00 '0 __ - - - -- - - -- 0 - - -- 0 0 0 01 1 - - -- .3. 2. 2 1' 2 Hr Total 0 _----------------------------------------------------------------------------- 0 - - -- - - -- - - -- - - -- - - 0 0 1 0 2 -- 4 - - -- - - 9 -- - - -- 9 7 - - -- 5 End Tine 12 - - -- 13 - - -- 14 is 16 17 18 - - -- - - -- 10 20 21 22 23 15 0 1 - - -- - - -- - - -- ---- 6 3 5 5 3, a ---- - - 0 -- - - -- 2 1 - - -- 0 30 1 1 4 3 2• 2 2 2 2 0 0, 1 45 2 1 1 2 2 5 1 0 2 1 1 0 00 1 _- 0 - - -- 2 1 1 .5 4 - - -- 2 2 0 1 0 Hr Total 4 7- - 3 - -. - - -- - - -- - - -- - - -- - - 13 9 10 17 10 --- -- 4 - - -- - - 6 -- - - -- 3 3 - - -- 1 24 Hour Total ---------------------------------------------- - - - - - . AM peak hour begins x8:15 AX peak volume 14 Peak hour factor 0.58 PM peak hour ire : 17:00 PK peak volume 17 Peak hour factor 0.85 * , rr, r: w,►*** rr�er#* w** w* ��r•, r+ rw*.* w, e*** w**.* ,� * * * * * * *tw,r #wtr.tw,rt *w *www #* Traffic Survey Specialiats, Inc-. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 Data File : D0206022.'PRN- Station : 000000020507 Identification : 000058410088 Interval 15 minutes Start date : Feb 6, 08 Start time 00:00 Stop date : Feb 6, 08. Stop time 24:00 City /Town : 8outh Miami, Florida County Dade Location : SW 75 Terrace East of SW 68 Avenue Feb 6 - -- ------------------------------------------=---------------------------- Total Volume for All Lanea End Time 00 01 02 03 04 05 06 a7 .. - -- 08 09 10 11 15 - - -- - - -- -- -- - - -- 0 0 '0. 0 0 0 0 2 - - -- - - -- 14 8 - - -- 2. - - -- .1 �0 0 0 0. • 0 1 1 3 1 26 3 4 6 45 0 0 0 0 1 0 1 15 5 7 5 3 00 0 0 0 0 0 0 2 13 - - - -- - - -- 8 3 6 7 Hr Total _ -- ------------------------------------------------------------------ -- -- - - -- - - -- - - -- 0 0 0 0 2 1 6 31 - - -- ----- 53 21 - - -- 17 17 Bud Time 12 13 14 15 16 17 1$ 19 -4 -- -- - 20 21 - 22 - - - -- 23. 15 -12 - - -4 - - -- - - -- - - -- - - -2 - - -1 - - -5 - - -- - - -- 30 3 2 10 5 4 3 4 3 5 1 0 1 4.5 3 6 3 6 5 8 3 2 5 2 2 0 00 - 3 4 6 2 3 8 4 2 - 3 1 2. 0 Hr Total -- - - - 13 13 31 17 20' 27 17 -^ 9 -- - - -- - 14 -' -7 " - -5 -_ -2 ------------------------------------------------------ 24 Hour Total . 323. AM peak hour .begins :.07:30 AM peak volume 68 Peak hour factor : 0.65. PM peak hour begins : 13 :30 PM peak volume -32 Peak hour factor : 6.67 �, �***+ r, r*, �, r, �w�* eew, r, r, r** �, r�r*.*****, r�r*, r***** ��*+ t**** r► �*** ��** �ar�� *,�w�,x�,���.w,r *,r. *�r * * * ** Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 2:72 -3255 Volume Report with 24 Hour•Totals Page 1 Data File : D0206015.PRN Station : 000000020506 Identification : 000058410100 Interval : 15 minutes. Start date : Feb 6, 0'8 .Start time : 00:00 Stop ' date : Feb • 6, 08 Stop time : 24:00 City /Town : South.Miami, Florida County : Dade Location : SW 76 Terrace West of SW 68 Avenue «« «* it « « «t «* « « « «# rP « «* * * «i >k � � t «its * * «1r «it «' « ik « « «* «* «* «* « « « «� * # t w yt « « « «* « �Ir « * «>p «.w * « « «•« Feb 6• Eastbound Volume for Lane 1 ------------------------------------------------------------------- End Time 00 01 02• 03 04 05 06 07 08 09 10 11 30 1 .0 •0 0 0 0 0 0 1 1 '0• 0 45 0 0 0 0 1 0 0 4 1 1 6 2 00. 0 - -- - - -- 0 - - -- 0 0 0 0 4 3 3 4 1 0 Rr Total 1 - - -------------------------------------------------------------------- 0 - - -- - - -- - - -- - - -- - - -- - - 0 0 1. 0 4 -- 7 - - -- - - •6 -- 7 - - -- 9 - - -- 4 End Time 12 13 14 15 16 17 1.8 19 20 21 22, 23 15 1 1 - - -- - - -- - - -- - - 2 1 1 1 0 -- 1 - - -- - - 1 -- 0 - - -- Q. - - -- 0 30 0 1 1 2 0 2 1 0 0 1 1 0 45 1 3' 1 0 3 1 0 0 1 2. 0 1 00 3 -------- 4 - - -- 0 4 2 2 2 3 .0 0 0 0 Hr Total ..S 9 - - - - -- - - -- - - -- - - -- - - -- - - 4 7 6 6 3 -a------------------------------------------------------- -- 4 ---- - - 2 -- 3 - - -- 1 - - -- 1 24 Total . - AM peak hour begins : 09:45 AM peak volume 12 Peak hour factor : 0.50 PM peak hour begins s 13:15 PM peak volume : 10 Peak hour factor : 0.63 r.t « « «��r* err« * * « *w * *�k * *� *�•�,kf,ts,k,t��,�* fit. �t�r* �r*** �*• y�**««* *�t « * * *,► * * «,t *,t « « * « * « *�eit * «« Feb 6 Westbound Volume for Lane 2 ------------------ End Time 00 7 ------------------------------------------------------------ 01 02 03 04 05 06 - - -- 07 08 0.9 10- 11 15 0 1 - - -- - - -- - - -- - - 0 6 0 0 0 -- 1 - - -- -- 1 -- 0 - - -- 2 - - -- 0 30 .0 1 0 0 0 Q 0 1 2 1 3 1 45 0 1 0 0 0 0 0 0 3• 2 0 2 00 1 0 - - -- 0 0 0 0 1 - - -- - - -- 0 3 0 0 1 'Hr Total 1 ------------------------------------------------------------------------ 3 - - -- - - -- - - -- - - 0 0 0 0 1 -- 2 - - -- - - a -- 3 - - -- 5 - - -- 4 End Time 12 - 13 - - -- 14 15 16 17 1fl� '19 - - -- - -- 20 21 - 22 - - - -- 23 1.5 1 1 - - - -- - - -- - - -- - - 1 1 3 2 9 -- 0 - - -- - - 3 -- 1 - - -- 2 - - -- 1 30 2 1 1 0 2 2 5 0 0 1 2 0 45 1 1 2 4 2 2 2. 0 0 2 1 0 00 2 - - - -- 1 - - -- 0 4 �2 2 1 - - -- - - -- 1 1 0 1 6 Sr Total 6 _---------- 4 - - - -�- - - -- - - -- - - -- - - 4 9 9 8 '17 ------------------------------------------------ -- 1 - - -- - - 4 -- 4 - - -- 6 ...._ 1 24 Hour Total 101 - - - - -- AM peak hour begins 08:00 AM. peak volume : 9 Peak hour factor : 0.75 PM peak hour begins : + t*+ tw��r«, e+ tf« it* rr * « « * « * «rrar,rf�rw 17:30 PM peak volume : 18 * *,r�,r� * « * *+ rat** rr* �*.*.*, a*« �•* Peak hour factor * * «+t>r * « * * «x,► «•f « * * * *�r 0.50 # # «rt« Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 2.72 -3255 Volume Report with 24 Hour Totals page 2. •* �***• �*****, r**, ��e, r* �#** �w** �e�* rr�** �** rr*.*****, r. t*, r* rr* �e�: �* ��tf ** * * * * * * *rr.�.,►,ef,e *,►t* Data File ; D02,06015 . PRN Station 000000020546 IdentifiCat.ion : 000058410100 Interval 15 minutes Start date : Feb 6, 08 Start time 00:..00 Stbp date : Feb 6, 08 Stop time 24:06 City /Town : South Miami, Florida County : Dade Location : SW 76 Terrace West of SW 68 Avenue Feb 6 Total Volume for All Lanes. yw_ End Time 00 - - - - - -04 01 02 03 ' - -05 -- -- 06 07 -- - -� 08 _ __ 0. 10 - 11 30 1 1 0 0 0 0 0 1 3 2 3 1 45 0 1 0. 0 i 0 0 4 4 3 fi 4 0.0 1 -2 0 0 0 0 0 5 3 6 4 1 1 -- Fir Total --------------------------------------------------------------------------;---- 3 -__� _.. -� ___� ___O - - -� -- - 5 - 15 -10 - 14 -- 8 End Time 12 -- - - - - -- - - -- - 13 14 15 16 - -- - - +- - - 17 18 19 20 21 2.2 23 15 2 -- - - -- 2 3 2 4 - - -- - - -- - - 3 .9 -- 1 - ---- - - 4 -- - - -- 1 2• - - -- 1 30 2 2 2 2 2 4 6 0 .0 2 3 0 45 2 4. 3 4 5 3 2 :0 1 4 1 1 00 5 - - - -- - 5 0 8 4 - -- 4 3 4 1 0 1 0 Hr Total 11 ---------------------- - - -- -- -- - - -- 13 8 16 15 -------- - - -- - - -- - - 14 20 -- 5 - - -- - - 6 -- - - -- 7 7 - - -- 2 24. Hour Total - - - - -- ------------------------------------------ : '191 AM peak hour begins : 09:45 AM peak volume : 17 Peak hour factor : 0.71 PM peak hour begins ; 17-:20 PM peak volume : 22 P6ak hour factor : 0.61 *** �**, a,►**** �s*, r* r�, �****; ��t ,. * *�v�,r *� * *�� * * * *�� *,►��,�� *. err** . *,�,r�,�� *rr # *�,� * * * * * *s *�+� ** Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray 15each, Florida 33444 Phone (561) 272 -3255 Volume Report with 24 Hour Totals Page 1 Data File D0206013.P9-N station 000000020505. Identification 009. 6011. ,50099 Interval 15 minutes, Start date Feb 6, 08 Start time 00:00 Stop date : Feb 6, 0:8 Stop time 24:00 City /Town South Miami, Florida County Dade Location SW 77 Terrace West of SW 68 Avenue Feb 6 Eastbound Volume for Lane 1 End T�. me--- Q�---- o�---- 42Y_-- �3---- 04- - - -06- - 06 -- 07---- 0$ - - - -09 _- 10 -___I1 15 1 Q o o :0 -Q - -Q - - -2 -__2 -_..2 -- - .2 __ -1. 30 0 0 0 0 0 0 0 1 3 1 .0 2 45 1 0 0 0 0 0 0 5 1 2 0 2 0.0 0 0 0 1 0 0 0 2 3 3 3 2 Hr Total 2 0 Q 1 -_ 0 - -_0 -__0 _ ZO __ -- _....� ___� - ..7 ------------------------------------------------------------------------- End Time 12 13 14 15 16 17 18 39 20 21 22 23 15 1 2 1 - - -- 2 0. - - -- 3 - - -- - - 3 -- 1 - - -- - - 0 -- 1 - - -- 1 - - -- 0 30 2 0 0 1 4 1 2 1 2 0 0 0 45 3 0 1 2 0. 2 1 1 0 0 0 1 00 0 1 0 0 2 2 2 3 1 1 3 0 -------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ - - - - - - --- 1 - - - - Hr Total 6 -------------------------------------------------- 3 2 . 5 6 B 8 6 3 2 4 1 24 Hour Total -------------------- AN peak hour begins 07:30 AM peak volume 12 Peak hour factor : 0.60: PM peak hour begins : 16 :15 PM peak volume 9 Peak hour factor. : 0.56 Feb 6 Westbound Volume for Lane 2 -------------------------------------------------------------- End Time 00 01 02 03 04 05 06 07 08 09 10 -- 11 15 0 0 0 0 0 0 Ql 1 - 7 _ 4 _ 1 1 30 I 0 0 0 0 0 1 1 1 2 .2 0 45 0 0 0 0 0 0 1 3 4 0 3 9 00 0 0 0 0 1 0 0 1 2 0 2 2 Hr. Total 1 -----------------------------------------------------------------------7------- - -- 0 -- -- - - 0 -- - - -- 0 1 - - -- 0. - - -- - - 2 -- 6 ---- ---- 14 6 --- .: 8 - --- 12 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 2 3 3 -- 2 2 - - -- 2 - - -- - - 1 -- 2 - - -- - - 1 -- 0 - - -- 1 - - -- 0 30 1 1 2 0 0 6 2 1 1 0 0 1 45 3 2 0 0 1 4 0 0 0 0 0 0 00 0 -- - - -- 1 - -- 0 2 1 1 1 3 1 1 0. 0 Hr Total, 6 -- _ ---- -------=----------------------------------------------- - 7 - - -- - - 5 -- - - -- 4 4 - - -- 7 - - -- - - 4 -- 6 - - -- - - 3 -- 1 - - -- 1 --- -- 1 24 Hour Total 9-9 .---- �- - - - - -- .AM peak hour begins 08:00 AM peak volume : 14 Peak hour factor : 0.50 PM peak hour begins : 13:30 PK peak volume : 8 Peak hour factor 0.67 **, w, r,►, r**. r* ��r�w�*, r, r*** �*.* a* * * *�e. *w * *w * * * *,� * * *�t * * # * # * * ** *err *,e * * * *,rw *�r *� * *w� *� * ** Traffic Surveyy bpecia:lists, Inc. 62.4 Gardenia Terrace Delray Hea%, Florida 33444 Phone'(561) 272 -3255 Volume Report with 24 Hour Totals Page 2 • * * * * * * * * *� * * * *�rrr x# x, r* �******* �r***, rr** f�**## w***# ��**# �*, ew�►w *ww * * *� *,� *,r,r�,r * *' * * * ** Data File : 100206013.PRN Station : 00000002050'5 Identification : 009.601150099 Interval : 15 minutes Start date : Feb 6, 08 Start time : 0.0:00 Stop date 6, -0.8 Stop time : 24:00 City. /Town : South Miami, Florida County :: Dade Location SW 77 Terrace West of SW 6.8 Avenue # tk+ k*** ttll �rl e#** 4.* �M*# �r* th***+ k***** 1r* ik* tt# r�k**** ak* tF**'*** f1r�k. �1r**** 1► t1raM+ k# 1k� lkR * * *'Yr *frrltrir *7irAetk Feb 6 - --------------------------------------------------------------------------- Total Volume for All Lanes End Time 00 O1 02 03 04 - - -- - - -- - 05 06 07 08 09 113 11 15 - -- - ---- 1 0 0 0 0 - - -- - - -- - - -- 0 0 3 - - -- - - -- - - -- 9 6 3 - - -- 2 30 1 0 0 0 0 0 1 2 4 3 2 2 45 1 0 0 0 0 0 1 8 5 2 1. 1.1 00 0 0 0. 1 1 - -- - - -- ---- - 0 0 3' 5 3 5 4 Hr Total -------------------------------------------------------------------------- - -- 3 0 0 1 1 - - -- - - -- - -• -- 0 2 16 - - -- - - -- - - -- 23 14. 13. - - -- 19 End Time 12 13 14 15 16 - -- - -- - 17 18 19 - 20 21 22 - - - -- 2.3 15 - -- 3 5 4 4 2 - - -- __ -- ---- 5 4 3 ---- - - -- - - -- 1 1 2, - - -- 0 30 3 1 2 1 4 1 4 2 3 0 0 1 45. 6 2' 1 2 1 6 1 1 0 0 0 1 00 0 2 0 2 3 - - - -- 3 3 6 2 2 3 0 Hr Total ---- - - -- - - -- 12 10 7 9 10 ------•- - - -- - - -- - - -- 15 12 12 - - -- - - - -• - - -- 6 3 5 - - -- 2 Total 195------------------------------------------------ - - - - -- AM peak AM peak hour begins : 07:30 AM peak volume 24 Peak hour factor 0.67 PM peak hour begins : 17:30 PM peak volume 17 Peak hour factor 0.71 Traffic.Surveyy Specialists, Inc. 624 Gardenia Terrace Delray teach, Florida 33444 Phone (561) 272- 3255 Volume Report with 24 Hour Totals Page 1 Data File : DA206011.PRN station : 00000002.0503 Ideotification : 000.058410124 Interval : 15 minutes Start date : Feb 6, 0'6. Start time : '00:00 Stop date Feb 6, 08 Stop time : 24 :00 City /Town South Miami, Florida County : made Location. SW 78 Terrace West of 8W 68 Avenue Feb 6 ----------------------------------------------------------------------------- Hastbound Volume for Lane 1 End Time 00 01 02 03 04 -- - - -- - - 05 06 07 08 09 10 111 15 0 1 -- 0 .0 0 - - -- - - -- - - -- 0 0 1 - - -- - - 3 -- 0. - - -- 3 - - -- 0 30 0 0 0 0. 0 0 0 2 1 1 2 1 45 0 0 0 0 8 0 2 4 4 3 2 1 00 0 0 - - -� 0 0 1 - - -4 - 0 1 7 4 1 1. 0 Hr Total -----------------.------------------------------------------------ 0 - -0 - - -� - - -� - -_� - -�4 - -TZ -_ -5 -_ -8 - - -2 End Time 12 13 14 15 16 - - -- - - -- 11 18 19 20 - - - 21 - -- 22- - - - -- 23 15 1 2 - - -- .1 1 2 ----- - - -- - - -- 3 0 0 ---- ---- 0 1 - - -- 1 - - -- 0 30 0 5 2 0 0 1 1 :0 0 0 0. 0 45 6 1 1 3 2 2 2 0 0 0 0 1 00 - - 2 1 -- - - -- 2. 1 4 - 0 0 0 1 4 1 0 Hr Total ----------------------------------------------------- 9 9 - -- - - -- - - -- 6 5 8 - - -- - - -- - - -- 6 3 0 - - -- - - 1 -- 1 - - -- 2 - - -- 1 24 Hour Total . I ------------------- AM peak hour 'begins : 07:15 AM peak volume : 16 Peak hour factor : 0.57 P.M peak hour begins : 12 :30 PM peak volume : 15 Peak hour factor r**** �+ �* �t, r****** �*#, k��**.,► ��t, t, r, t�* �**+ r* wrrt�cr��**, t�**, rrr* �. � * *��,rt�r��r *�;r�r : #�� * 0.63 *x.�rr* Feb 6 Westbound Volume for Lane 2 End Time--- o�---- ol----. 02---- 03---- a�---- - - -- - - -- - - -- 45---- ��---- 07---- 0$---- �g---- 10 -r - -11 is 0 0 0 1 0 - - -- - - -- - - -- 0 0 0 - - -- - - 1 -- 1 - - -- 1 - - -- 0 30 0 0 1 0 0 0 0 1 2 4 1 4 45 0 0 0 0 .0 0 0 0 3 2 0 0 00 -- - - 0 0 -- - - -- 0 0 0 - - -- - - -- - 0 1 3 2 2 p 1 Hr Total ------------------------------------------------------------------------- 0 0 - -- 1 1 0 - - -- - - -- - - -- 0 1 4- --- -- -- - 8 -- 9 --- -- 2• - - -- 5 End Time 12 13 -- 14 15 16 - - -- - - -- 17 18 19 20. 21 - 22 - - - -- 23 1S 0 - 2 - - -- - - - - - - 3 - - - - - - - - 3 - - -- - - -- 30 0 1 1 0 0. 6 1 0 3 1 0 0 45 1 1 2 2 2 3 1 0 1 1 0 0 00 - - - 2 1 -- --- -- 1 4 6 - - -- - - a 0 1 1 1 0• 1 Hr Total - - - -- 3 4 - - - -- ------------------------------------------------------------- -- - - -- 4 8 10 - - -- - - -- - - -- 9 5 1 - - -- - - 5 -- 6 - - -� 1 - - -- ]; 24 Hour Total : 98 AM peak hour begins : 0.8:30 AM pear volume : 10 Peak hour factor ;: 0.63 PM Peak hour begins to *.. * *,► * *�r *,r *�r * *,r.��r ** sere, 16:45 Px peak volume i5 r+ �, rrtw*, r*.*,►* �, r�*. ts* Peak hour factor• 0.63 *, t* xrw* w, ���r�r, ��** � *��r * *�r� *���r* * *+t,t. * *rr,� *� Traffic Survey specialists, Inc_ 624 Gardenia Terrace Delray H.eaehh, Florida 33444 Phone (561) 272 -3255 Volume Report. with 24 Hour Totals Page 2 Data File D02.b6O11.PRX Station 000000020503 Identification 000058410124 interval : 15 Minutes Start date : Feb 6, 08 Start time : 00:00 Stop date Feb 6, .08 Stop time 2.4.:-00 City /Town South Miami, Florida County Dade Location SW 78 Terrace West of SW 68 'Avenue * www** www***, �* w, r*, ww** w***#*+ r*** w, rw****** w* �r** w*** w* �r** s► * * *x�t,tw *,� *w.�tyr * * * * *w *w *w* Feb 6 -- Total Volume foir All Lanes Brid Time 00 02 4 - 2- -_��---- 04_- __�� - - -- - - -- - - -- ____06 - - -07 - 08 - 09 '- -- 10 -- ],1 '15 ----- 0, 1 0 1 8 - - -- - - -- - - -- 0 0 1 - - -- - - -- - 4 1 - -- 4 - - -- 0 30 0 0 1 0 0 0 0 3 3 5 3 5 45 0 0 0 0 0 0 2 4 7 5 2. 1 00 0 0 0 0 1 -_ ____ - 0 2 10 6 3 1 1 Hr Total ------------------------------------------- - -- - - -- - - -- 0 1 1 1 1 - - -- - - -- - - -- 0 4 18 - - -- - - -- - 20 14 - -- 10 - - -- 7 End Time 12 13 14 15 16 ------------------------------------- 17 1$ 19 20 2.1 22 23 3.0 0 6 3 0 0 7 2 .0 3 1 0, 0 45 7 2 3 5 4 5 3 0 1 1 0 1 00 -------- - - 4 2 3 5 10 -- - - -- - - -- 0 0 1 2 1. 1 1 Hr Total ----------------------------------------------------=------------------ - - -- - - -- 12 13 10 13 18 ---- -- --- - - -- 15 8 1 - - -- - - -- - 6 7 - -- 3 - - -- 2 24 Hour Total s 1.85 AM peak hour begins 07:45 AM peak volume 24 Peak hour factor : 0.60 PM peak hour begins 16:45 PM peak volume 25 Peak hour factor :.0.63 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272 -3255 Volume Report with 24 Hour Totals Page 1 Data File : DO 20013.PRN Station : 000000021901 Identification : 000.0:58410100 Interval 15 minut.ee Start date : Feb 20, 08 Start time a OO:DO. Stop date Feb 20, 08 Stiop time 24:00 City. /Town. : South Miami, Florida County Dade Location SW 69 Avenue North of SW 80 Street wwwww�rwww ** www, rww* w, rwwirw*, ��ww*** wrewwwwww* r. w, e* r. �rw, �, e* rrwrw�rx, ewwww .ww,�,r.wyr * *ww,�,�,rww,�* Feb 20 Northbound 'Volume for Larne 1 -----7 - - - -- -- Eynd Time 00 - 01 - ---7------------------------------------------------- 02 03 04 05 06 07 08 09 10. 11 -------- 15 0 0 0' .fl o. o __o - - -2 _ -�� ___6 ___� _.._b 30 0 0 0 0 0 0 2 2 23 5 4 2 4.5 0 0 0 0 1. 0 1 10 3 .2 8 3 00 0 -------- 0 - 0 0 0 1 7 14 7 .8 2, 6 - - - - Hr Total 0 ------------------------------------------------------------------------------- - - - 0 - - - - - - - - - - - - 0. .0 1 - - - - _ - - - - - - - 1 10 28 - - - - - - 45 - - 21 - - r17 - - - - 17 End Time 12 13. 14 15 -16 17. 18 19 20 21 22 23 15 5 7 - - -� 7 6 7 $ 8 - - - - - - - - - - - -� - - - 4 - - -� - - -� 30 8 7 7 5 9 2 10 5 3 3 1 1 4.5 7 5 3 9 6 6 4 5 2 6 1 1 00 7 4 S 4 a 6 2 7 3 0 01 1 Hr Total 28 ------------------------------------------------------------------------- - --- 23 - - -- - - -- - - -- 25 24 32 - - -- - - -- - - -- 21 24 25 - - -- - - 13 -- 13 - - -- 7 - - -- 3 24 Hour Total : 378 AM peak hour begins : 07:30 AM peak volume : 59 Peak hour factor : 0.64 PM peak hour begins : 16:00 PM peak volume : 32 Peak hour factor : 0.89 rwrr�rw** w�wr** w, rwwwww. ww, rw#* sw *w.ww * * *ww,e *wrrww * * *w *rrwwr* www ,r *rwwwwwww,r * *,rw,r *w * *,� * ** Feb 20 _ Southbound Volume for Lane 2 ---------------------------------------------------------------------- End Time 00 -- - - - - -- - - -- 01 - - -- 0.2 03 04 - - -- - 05 06 07 08 O.R. i0 11 15 0 0 - -- - - -- 0 0 0 - - -- - - -- - - -- 0 1 .3 - - -- - - 4. -- 3 - - -- 4 - - -- 4 3,0 1 0. 0 0 0 2 .5 5 9 6 4 2 45 0 0 0 0 1 0 1 3. 6 5 2 5 0.0 0 -------- - - -- 0 - - -- 0 0 0 - - 0 2 1 10 2 6' 4 Hr Total 1 ------------------------------------------------------------------------------- 0 -- - - -- - - -- 0 0 1 - - -- ---__ - - -- 2 9 12 - - -- - - 29 -- 16 - - -- 16 - - -- 15 End Time 12 13 14 15 16 "� -__� 17 18 19 20 21 22 2.3 15 5 9 4 - - *p - -�� - - -7 - - -3 - - -a - - -� - - -i 30 1 3 7 7 10 14 16 3 5 2 2, 2 45 6 2 8 11 11 12. 13 3 4 0 0 0 00 5 --- --- - - -- 1 - - -- 6 3 9 - - -- - - -- 1'8 8 4 1 1 1 0 Hr Total 17 -- 15 - - - - --- - - -- 25 25 38 - ------------------------------------------ - - -- - - -- - - -- 54 47 17 - - -- - - 13 -- 3 - - -_ 3 - - -- 3 -- 24 Hour Tots] . - � 361 - - - - -- AM peak hour begins : 08:0'0 AM peak volume : 29 Pear hour. factor 0 -73 PM peak hour begins : 17:45 PM peak volume 57 Peak hour factor 0.79 ** wwwww, t�rwww**** w�rw, r* ***, r, r, x*, r- w*. wwwwwwwwrw�r�r* f*** w* �ewwwt ,r * *,r *,�w *x,rw * *w,r. *ww *tw *• Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272 -3255 Volume Report with 2.4 Hour Totals 'Page 2 Data File : D0220013.PRN Station : 400000021901 Identification 000058.410100 Interval : 15.- minuteS Start date Feb 20, 08 Start.time : 00:00 Stop date Feb 20, 0S. Stop time : 24:00 City /Town : South Miami, Florida County : made Location : SW 69 Avenue North of SW 80 Street + e** �n* # s�* *�r• * * *,r�r,e * *rr,�s,rs *�r * ** tit** t*, r***: wrew** �t�* re** *** s**,► ,rx,re,r *�r,r,rar *+r�r� *�r * *,r� Feb 20 Total Volume for All Lanes ------------------------------------------------ Time 00 01 02 03 04 ;' 05 06 07 08 09 1.0 11 15 0 0 0 0 .0 -- 0 1 -- 5 - 16 -- 9 -_ -7 -10 30 1 0 0 0 0 2 7 7 32 11 6• 4 45: 0 0 0 0 2 0 2 13 9 7 10 8 00 0 --- 0 0 0 0. - -� 1 9 15 17 10 8 10 1 - Hr Total ------------------------------------------------------------------------ -` -0 __ -0 -- ___� ---_3 - -�9 40 -74 -37 -_33 32 End Time 12 13 14 1.5 16 17 18 19 20 21 22 23 15 11 - - -- - - -- - - -- 16 11 10 17 - - -- - - -- - - -- 17 18 1.5 - - -- --- -- 8 4 - - -- • 5 - - -- 1 30 9 10 14 12 19 16 26 8 .8 5 . 3 3 45, 13 7 11 20 17 18 17 8 6 6 1 1 00 12 -- 5 14 7 17 - - -- - 24 10 11 4 1 1 .1 Hr Total 45 -- - - -- - - -- - - -- 38 50 49 70 - - -- - - -- - - -- 75 71 42 - - -- - - -- 26 16 - - -- 10 - - -- 6 24 Hour Total :--------------------------------------------- 7 39 ---- - - -___ AM peak hour begiris .: 07:30 AM peak volume : 76 Peak hour factor : 0.59. PM peak hour begins : 17:30 PM peak volume 8.6 Peak hour factor : 0.83 Traffic SurveyY 'Specialists, Inc. 624 Gardenia Terrace Delray 13eacK, Plorida 33444 Phone. (561) 372 -3255 Volume Report with 24 Hour Totals Page 1 w., r�►*** ww�► ww* w** arveww***• w•*** w* ww* w, aw* w* ww* w*. ww** w** �rwwww. ww****. *+rwt *�r.,t�r * *. *•�tw * *,rw,tr�w Data File : D0206020.PRN Station : 000000020502 Identification : 000110252093 Interval : 15 minutes $tart date : Feb 6, 08 Start time : 00:.00 Stop date : Feb 6, 08 Stop time : 24:00 city Town : South Miami., Florida County : Dade Location : SW 68 Avenue North of SW 80 Street Feb 6 Northbound Volume for Lane 1 ------------------------------------------------------------------------- End Time 00 01 02 03 04 05 06 07 08. 09 10 11 15 0. - 0 - - -_ 0 - -_ -- - - -- - - -- - - 0 0 0. 1 -- 3. - - -- - - 9' -- 1 - - -- 4 - - -- 2 30 0 0 0 0 0 0 0 1 4 1 2 1 45 0 0 0 1 0 0 1 4 5 1 1 0 00 01 - -- - - -- 0 - 0 0 1 0 1 4 7 1 01 0 Hr Total 0 ---------------------------- - -- 0 - - -- - - 0 -- - - -- - - -- - - -- - - 1 1 0 3 -- 12 - - -- - - 25 -- 4 - - -- 7 - - -- 3 .End Time 12 • 13. ---------------------------------------------------- 14 15 16 17 18 19 20 21 22 23 15 1 1 2 - - -- - - -- - - 1 2 1 4 -- 3 - - -- ----- 1 3 - -}-- 1 - - -- 0 30 0 1 3 2 3 2 2 1 1 2 0 0 45 2 1 2 2 3 a 1 3 0 1 0' 0 00 4 - -- - - -- 2 - - -- 0 5 3 1 1 2 2 2 0 0 Hr. Total 7 __ 5 -- ----------------------------------------------------------- - - -- ---- 7 ---- - - -- _ - -- _ - 10 11 12 8 -- 9 -__- - - 4 -- 8 - - -- 1 - - -- 0 24 Hour Total : 138 AM peak hour begins : 08:00 AM peak volume : 25 Peak hour factor : 0.49 PM peak hour begins : 17;15 PM peak.volume : 15 Peak houx factor 0.47 w** ww**., �,: w+ r, ��* �r: * *,rr * *.w.wwwd� * * #�r,�rtrr * ** err** w, r******** w* � * *+r�ew * * * * * * *www+tw * * * *• * * *re* Feb 6 Southbound Volume for Lane 2 ------------------------------------------------------------------------------- End Time do 01 02 03 04 0.5 06 :07 08 09 10 3.1 15 0 0 - - 0 -- - - -- - - -- - - -- - - 0 0 0 1 -- 2 - - -- - - 3 -- 3 - - -- 1 - - -- 0 30 1 0 0 0 0' 1 0 3 2 3 2, 1 45 0 0 0 0 0 0 0 1 2 2 2 1 00 0 0 0 0 1 0 0 1 2 2 .0 {4 Hr Total 1 ---------------------------------------------------- - 0 - - -- - - 0 -- - - -- - - -- - - -- ---- 0 1 - 1 . 1 7 ---- - - 9 -- . 10 - - -- 5 -___ - - -- 2 End Time 12 13 14 -- - - ----------------- 15. 16 17 18 -- 19 20 21 ___ 22 -_ -23 15 0 1 2 - - -- - - -- - - -- - - 1 2 3 5 -- 0 - - -- - - 1 -- 1 - - -- 0' - - -- 1 30 0 3 5 0 0 1 1 2 1 0 0 0 45 2 1 2 3 3 5. 1 0 0 0 0 0 00 7 -- - - - - -- - - -- 2 - - -- 2 - - 2 1 0 0 1 0 0 1 0 Hr Total. 9 -- - -- -------i- 7 -- - - 11 -- - - -- - - -- - - -- - - 6 4 9 7 -- 3 - - -- - - 2 -- 1 - - -- 1 - - -- 1 24 Hour 'Total 9------------------------------- - - - - -- .------------------ AM peak hour begins : 08:30 AM peak .volume 10 Peak hour factor s 0.83 PM peak hour begins : 12:30 PM Peak volume 13 Peak hour factor 0..46. * www, �+ rr+ r*+ rw*,►**; r* w+ �w*, �, r+ t, �•*. rr**+► ww*, ewwt+ t* ww: r, e**** tt �t* tw * * * *sr,�,rw *w * :�r * *wwtw�rr�www Traffic Survey Speeialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272 -3255 Volume Report with 24 Hour Totals Page 2 Data File : D0206020.PIN Station : 000.000020502: Identification : 000110252093 Interval 15 minutes Start date Feb 6, 08 Start time 00 :00 Stop date Feb 6, 08 Stop time 2400 City /Town South Miami, Florida County Dade Location SW 66 Avenue North of SW 80 Street Feb 6 Total Volume for All Lanes -----------------------------_-_ �- ---------------------------- --- --- - - - - -- - End Time 00 01 02 03 - - - -- 04 05 G6 07 08 .09 10 11 15 0 - 0 0 0 0 - - -� - - -2 -- - 5 - - 12 4 S. -- 2 30 1 0 0 0 0 1 0 4 6 4 4- 2 45 0 0 0 1 0 0 1 5 7 3 3 1 00 0 - - 0 0 0 2 - - - 0 1 5 9 1 0 0 Hr Total i - ---------------------------------------------------------------------------- - - - - - - - - 0 � z 2 - - - - - - - - i 4 i� - - - - -- �� 14 12 5 End Time 12 -- 13 14 15 16 -- - - -- 17 18 19 20 '21 22 23 15 1 - - -- - - -- 2 4 2 4 - - -- - - -- - - -- 4 9 3 - - -- - - -- - - -- 2 4 1 - - -- 1 30 .0 4 8 2 3 3 3 3 2 2 0 0 45 4 2 4 5 4 13 2 3 .0 1 0 0 00 11 -------- - - -- - 4 2 7 4 - -- 1 1 3 2 2 1 0 Hr. Total 16 -------------------------- - - -- - - -- - - -- 12 18 16 1S - - -- - - -- - - -- 21 15 12 - - -- - - -- - - -- 6 9. 2 ---- 1 24 Hour Total ------------------ 236 - - - -- ------------------------------ AM peak hour begins 08:00 AM peak volume : 34 Peak hour factor : 0.71 PM peak hour begins 17 :15 PM peak volume : 26 Peak hour factor : 0.50 r*** �e+ e: r* w** rt *;ew,e,r,r,r• *yr * * * * *� * * *� * *..f �* �r* �e�r+ t,► �r, t* ��* v�, rfr* � .�t * * *,� * *� * * * *,r�,r�tr *tt *tr ** Traffic Surve Specialists, Inc. 624 0<ardenia Terrace Delray Heac�, Florida 33444 Phone (561) 272 -32-55 Volume Report with 24 Hour Totals Page 1 * x*, rw##,► �*****#*, �*#*#* f*** w* w.****** w* f#*** tf.**# ww*#:*** * * * # * # # # *w * *. * * * * *w,ww #w *. *. *w Data File : D0206016.PRN Station : 000000020508 identification : 0002105.21099 Interval : 15 minutes Start date : Feb 6, 08 Start time : 00:00. Stop date Feb 6, 0'8. 'Stop time : 24:00 City /Town South Miami, Florida County : Dade Location SW 69 Court 'South of SW 72 Street # # # # # *w *,rte * * * #w * *x� #� * *r► * *t�rw *w #fit* wow*## xr*, �w*, r, r* srt*, �*** * *�r *w #� * *w # # *,r�rw�r *�rw * #�rvr Feb 6 Northbound Volume for Lane 1 --------------------------------------------------------------------- End Time 00 01 02 03 04 05 06 07 08 09 - 10 - - - -- 11 is 0 0 - -- - - -- - - -- - - -- 0 0 0 0 0 0• - - -- - - 0 -- 0 - - -- .0. - - -- 2 30 0 0 0 0 0 0 0 0 .0 0 2. 0 45 0 0 0 0 0 0 0 0 0 1., 0 0 0.0 0 !r -0 0 - - -0 0 0 0 0 0 0 0 1 2 0 Hr Total - - -0 - - -0 - - -o - -_0 - - -4 »_ -4 - - -0 - - -2 - - -4 - - -2 --------------------------------=---------------------------------------------- End Time 12 13 14 15 16 17 18 19 - 20 21 22 23 15 1 1 - -- - - -- - - -- - - -- - - -- - - -- 0 1 3 0 D 0. - - -- - - 0 -- 0 - - -- 0, - - -- 0 30 1 0 1 1 0 0 1 1 1 0 0 0 45 0 0 0 1 0 1 0 0 1 1 0 0 00 0' -------- - - -- 0 - - -- 0 i 1 0 0 1 0 0 0 0 Hr Total 2 ------------------------------------------------------------------------------- 1 - - -- - - -- - - -- - - -- - - -- - - -- 1 4 4 1 1 2 - - --- - - 2 -- 1 - - -- 0 - - -- 0 24 Hour Total : 27 AM peak hour begins : 10:15 AM peak volume 6 Peak hour factor : 0.75 PM peak hour begins : 15:15 PM peak volume 6 Peak hour factor : 0.50 ��r*,: r# �* �► �rw* f*#**, r*'#* yr*. ww#, �wwrr** �#*, t. rr* �r'*# �*+► w* ww*.#* �r*, � * *vtww *��d�rr * * *w * *f * * *vr # * #w *� Feb. 6 --------------------------------------•--------------------------------------'--- .Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 _ - -- - - -- - - -- 08' 09 10 11 15 0 0 - - -- - - -- - - -- 0 0 0 0 0 2 - - -- - - 8 -- 2 - - -- 4' - - -- 2 30 2 0 0 0 0 0 1 6 12 0 2 5 45 0 .0 0 0 1 0 a 10 7 5 6 1 GO 0 - - -- 0 - - -- 0 1 0 1 5 5 - - -- - 5 .3 6 3 Hr Total 2 _---------------------------------------------------------------------------- 0 - -- - - -- - - -- - - -'- - - -- 0 1 1 1 6 23 - - -- - - 32 -- 10 - - -- 1.8 - - -- 11 End TiMe 12 - - -- 13 - - -- 14 15 16 17 18 19 - - -3 - - 20 21 22, 23 lam-- - -4 - - -- - - -- - -- - - -4 - - -- --- -- r- - -i - - -- 30 2.' 3 1 5 .4 4 11 2 1 1 0 0 45 3 1 5 6 6 12 1 2 2 1 1 0 04 3 -- - - - - -- - - -- 1 - - -- 3 2 5 9 5 7 - - -- 5 1 1 1 Hx Total 10 --------------------------------- 10 - - -- -- -- - - -- - - -- - - -- 12 17 1.8 32 31 15 - - -- - - 9 -- 5 - - -- 3 - - -- 1 24 Hour Total --------------------------------------- 266 - ---___ AM .peak hour - begins 07:30 AM peak volume 35 Peak hour factor : 0.71 PM peak hour begins 17:30 PM peak volume : 4.4 Peak hour factor : 0.92 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 * �**** t, ��t#**. ��*, t, r, �r** �* � : *��x�,r *�e * * : : *� *�►,r,►�se*, rye**:**.** * *r *r * *,e� * *�,r. *f,e�► *,r * *� *+► Data File : D0206016.PRN Station : 000000020508 Identification : 000210521099. interval : 1.5 minutes Start date : Feb 6, 08 Start time : 00:00 Stop date : Feb 6, 08 Stop time : 24:00. City /Town : South Miami, Florida County ::Dade Location : SW 69 Court. South of SW 72 Street 'Feb 6 Total Volume for All Lanes ------------------------------------------------------------------------------- End Time 00 01 02 03 04 0.5 06 07 08- 09 10• 11 15 - - -Q 0 0 0' 0 - - -0 -_ -� - - -2 . -z __ -$ - - - - -� - - - 4 30 2 0 0 0 0 0 1 6 12 0 4 5 45 0 0 0 0 1 0 0 10 7 6 6 1 00 0 0 0 1 0 1 5 5 5 4' 8 3 - -- -- Hr Total - - -- - - -- - - -- - - -- 2 0 0 1 1 - - -- - - -- - - -- 1 6 23 - - -- - - -- 32 12 - - -- 22 - - -- 13 Er►d : Ticcte___ - -- - ��---- ��---- 14---- 15-- _- 16 - - -- - - -- - - - -17 ": 18---- 19- _--- 24---- 21---- 2a - - - "23 15 -- - - -- - - -- 3 6 3 5 S - - -- - - -- - - -- 7 12 4 - - -- - - -- 1 2 - - -- 1 - - -- 0 30 3 3 2 6 4 4 12 3 2 1 0 0 45 3 1 5 7 6 13 3 2. 3 2 1 0 00 3 1 3 3 6 - - 9 5 8 5 1 1 1 Hr Total -------------------------------------------------------------------- - - -- - - 12 3] �3 21 22 - - __ - - 33 �2 17 - - - - ^- li g - - 3 _ _1 24.Sour Total ; 295 ---- --- -- AM peak hour begins 07:30 AM peak volume : 35 Peak hour factor. : 0.73 PM peak hour begins 17:.30 PM.peak volume : 46 Peak hour factor : 0.8.8 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach; Florida 33444 Phone (561) 272 -3255 Volume Report- with 24 Hour Totals. Page 1 Data File : D0206007.PRN Station : 000000020SbI Identification : 000210521057 interval : 15 minutes Start date : Feb 6, 08 Start time : 00:00 Stop date : Feb 6, 08 Stop time : 24:00 City /Town : South Miami, Florida County i Dade Location : SW 80 Street East of SW -68 Avenue Feb 6 Eastbound Volume for Lane 1 --- --------------------------------------------------------------------- End Time 00 01 - 02 03 04 05 - - -- - - -- 06 07 08 09 10 11 15 8 2 - - -- - - -- 4 1 3 2 - - -- - - -- 35 212 - - -- - - -- 245 165 - - -- 106, - - -- 84 30 5 5 1 2 3 9 50 224 228 112 72 72 45 7 6 1 1 3 12 107 240 186. 121 91 106 00 .4 4 2 3 4 14 -_ -$ - -13 1.50 238- 261 84 10g 98 Hr Total 24 ^ 17 - -7 - 37 352 914 920 -482 -3.78 3.60 End Time 2 1 13 � -'- 4 I5 7.6 17 - 15 1$ 22 - - - - Z- 20 l -- 23 15 86 110 T - 123 101 108 85 94 .08 - - '70 50 - -42 -16 30 93 104 132 105 106 93 96 91 64 35 21 14 45 96. 133 99 120 90 109 87 69 71 43 21 10 00 100 147 .114 91 99 100 - 90 62 50 44 14 10 Hr Total 375 494 -- - 468 417 403 387 ---------------------------------- 367 310 - 255 172 98 - -50 24 Hour Total 7308 - - - - -- ----- - - - - -- AM-peak hour begins 07:3.0 AM peak volume : 951 Peak hour factor : 0.97 PM peak hour begins 13:30 PM peak volume : 535 Peak hour factor : 0.91 Feb 6 Westbound Volume for Lane 2 End Time -00 -- - - - - -- ---- - 01 -- - - -- -02- -- a3---- 0�---- 05---- - - -- - 06---- 07---- a$---- �g- ___1.0__r 11 15 13 7 - -- - - -- - - -- 6 2 0 3 - - -- - - -- 8 26 - - -- - - -- 8.0 44 - - -- 41 - - -- 44 30 6 7 3 1 2 1 14 29 96 36 69 49 45 Sl 6 3 2 3 0 17 42 80 35 56 41 0tl 6 - 3 -23 3 0 3 11. 21 63 59 69 48 54 Hr Total 33 --------------------------------------------------- 15 r 5 -_ -8 - -15 -60 160 -315 184 214 188 End Time 12 13 14 15 16 17 ----------------------- 18 19 20 21 - 22. - - - -- 23 1S 67 70 103 71 110 121. 139 - -81 __71 __33 __21 is 30 59 51 102 113 133. 156 133 91 56 33 20 12 45 72 51 84 108 109 145 110 54 44 29 16 11 00 59 64 69, 114 1.06 147 82 66 39 32 19 10 I3r Total 257 -------------------------------------------------------------- 236 358 406 X458 569 464 292 -210 --- -127 76 -40 24 Hour Total : 4721 ------- - - - - -- AM peak hour begins 07 :45 AM peak volume : 319 Peak hour factor : 0.83 PM peak hour, begins.: 17:15 PM peak volume : 587 Peak hour factor : 0.94 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (551) 272 -3255 Volume Report with 2.4 Hour Totals Page. 2 w*. w. tw* www**+ �*, �w* w�e�, t+rtr,� *.+r+�www * *wt *ww * *+e *w* war *+e *wt * :,r *:ww *.* yaw * *.wrr * * *,► *�rwrr�r.wrt *t *.* Data File : D0206007.PM Station : 0000000205.01 Identification : 000210521057 Interval : 15 minutes Start date : Feb 6, 08 Start time : 00:00 Stop date : Feb 6, "08 Stop time : 24::00 City /Town : South Miami, Florida County : Dade Location : SW 80 Street East of 5W 6.8 Avenue Feb 6 Total volume for All Lanes ----------------------------r------------------_--------------------------- End Time 00 01 02 03 04 05 06 07 08. 09 10. 11 -------- - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - 15 21 9 1.0 3 3 5. 43 236 325 209 147 128 30 1.1 12 4 3 5 10 64 253 324 148 141 12.1 43 15 12 4 3 6 12 124 282 266 156 147 147 00 10 7 5 3 7 25 181 3.01 3.20 153 i57 152 Hr TOW -57 - 40 23 12 21 52 412 10'74 1235 66.6 592 548 -------------- - - - - -- -------------------------------------------------------- End Time 12 13 - -14. 15 16 17 18 19 20 21 22 23 - - - - - - - - - - - - - j L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 15 153 180 226. 172 218 206 233 169 141 83 63 31 30 152 155 234 218 239 249 229 182 120 68 41 26 45 168 184 183. 228 199 254 197 123 115 72 37 21 00 159 211 183 205 205 247 172 128 89 76 33 20 -- - - - - -- - - -- - - -- - - -- - - -- - - -- - - -- ---- ---- - - -- - - -- - - -- - - -- Hr Total, 632 730 826 823 861 956 831 602 465 299 174 918 -- --------.---------------------------------------------------------- 24 Hour Tots AM peak hour begins : 08:00 AM peak volume : 1235 Peak hour factor.; 0.95 PM peak hour begins 17 :15 PM'peak volume : 983 Peak hour factor : 0.97 *ww ww*, t****** tww* * *w *,�. * * *�rw�rrt *+k * *wwt *t *+t* witty* rw* w* xw * *w *rr * * * * *t *� * *+r *sr * *t * *w «ia Synopsis Report: 870Q7QCL- 20Q8r }323.syn Page: 1 county: _ 87 Station: 0670 Description: SR 986 /SUNSET DR., 200' W SR' 5./,US -1 Start Date: 0312142008 Start Time: 0'000 ------------- ------------------------------------------- - ------- - ---- -- Direction: E Directions W Combined Time 1st 2nd 3rd 4th 'total Ist 2nd 3rd 4th Total Total ----------------------------------------------------------- --- --------------- - ---- 0000 19• 17 it 18 70 f 36 47 4.9 36 1681 23{0• 0190, 14 15 9 12 5!0 1 26 37 23 15 1011 151 0200' 5 4 6 9 24 1 10 19 16 1.4 551 83 0300 4 4 6 12 26 1 9 15 10 .10 941 70 04.00 6 13 1 21 53 1 12 16 11 14 551 IOE 0500 24 33 46 7.9 182 1 16 18 18 25 771 259 '0.640' 89 172 232 304 797 1 39 38 66 83 '226.1 1023 0 "100 328 364 302 278 1272 1 92 119' 117 131 4591 1731 0800 288' 297 325 309 12.19 1 140 175., 172 193 6801 1899 0900. 347 $7q 255 251. 1131 1 169 190 180 186 7251 1856 1000 254 262 207 .21.8 941 1 195 205 193 231 •8241 1785 1100 219 22.4 199 225 $67 1 221 216 234 195 8661 1133 1200 2.25 229 208 237 81.9 1 218 238 161 249 •8661 1765 1300 214 1'96 21'.0 211 ,811 1 26.6 250 227 264 1D071 1838 1400 227 21f 207 211 ."..1 1 251 281 211 270 10131 1864 15.00 213 250. 215 245. 923 1 346 381 276 322 12251 210 1600 214 215 19.6 227 852 1 318 316 3.52 318 13041 2156 1700 231 206 212 183 832 1 39.7 340 .369. 341 14551 22.87 1800 194 175. 162 itz 713 1 347 139 301 284 12'111 1984 1504. 170 149 142 1'1.6 577 1 300 272 211 231 10141 1591 2000 114 102 93 77 386 1 '224 155 151. 138 '6581 1054 2100 93 90 8'4 71 338 1 129 130 118 118 4951 833 2200 15 67 45 4B, 23.0 1 109. 103 101 6'0 3731 603 23.00 47 41 41 42 171 l 72 56 66 54 2501 421 - -------------------------- --------------- ---- --- ---- - - - -- ----------------- 24 -Hour Totals: 1 4235 15225 29460 ------------------------------------------------ - - - - - - --------- geak Volume Information Direct Lan:. E Dixecta:on: W Combined Directiona Hour' Volume Hour Volume Hoqr Volume A.M. 0645 1298• 1645 AID2 0815 1987 P.M. 1515 9;24 110:0 1455 1.64'5. 2108 Daily 0645 1268 17.00 1455 1.645 2308 Truck Percenta (fe 1.78 1.6.4 1.7fl Classification Summary Databaso Dir 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 TotTrk TotVol E 61 13.027 •894 84 83 99 17• 13 3 1 0 0 3 0 D 253 14235 • W 76 13410 910 34 12.'4 43 22 13 7 2 0 0 4 0 0 249 15225 24-Hour Traffic Speed Counts SbUth MaWi N eigWrboq.d.tT4fflc Study J4 1008. TraffLP Survey 8pe¢ieai'at$, Inc. 624 'Gardenia Terr#ce Delray B6aah, Plorida 33444 P31ane (56 1) 272 -1255 02-.27 -2008 Volume by ':Speed by Lana Report - DOU0012. t+ X --'------ ----- _ 11e12 Pw 14 Sta.- 00000002190! id: o00A5ealaloo :¢Ids 0. 1 Feet: 809 lO�eYia1 Int. -1S Min, Starts Ned - M 20, 20Q9 at 4.0...06. City /ftme South Miami, Florida 9' d 'Feb 20•, 2000 .st 24s00 1+oCatioas 81f 69 Avenue KOL4h of Siff 8a Stssbt county. Dade: = -Korth s„2 -89uth F1101 D0230013.MN Station Data busmearg SPOONO3 - -1 10 ------ 11 -15 16 -30 21 -2S 26 -78' 29731 32 -34 35 -37 35 -40' .41 -43: 44: -46 '47' -4 9' 50 -.52 53' -55 56 -167 Total -- ------ ---'- ---- -- ---- -- -- ---- -- ---- - ----- ------ Gras4d Totals 2 20• 73 190 15S 12.6 as 56 19 8 3 1 0 __ a - -- 0 - 739 F!eraentages 0.37 201 9.08 2S.71 20.07' 17.OS 11.64 7.58 2.•57 1.08 0.41 0.14 0.00 0_D0, 0, C.0 lens 1 2- Tdtal Grand Totals 378 361 734 Perc ontagsa 51.16 41.•86' Speed Summary Total AvgOpp 1544116 5041,1e 85i11-e 1-20 .4b,20 1-25 :s75 s31 ;'s31 139 27.11 21.11 27.0.9 33.45 644 67.1 654 61.4 - 173 33.4 ilm/ t Paak Hour Totals Speed,(Wh) -310' -3-15 -1-20 -1-25' •->28 -3-31 -3-34 -1-37 -s40 -1-43 ->46 -3-49 - >52. -1-95 . 3-S5 Total Am It= 0 -9 0 L 7 .28 16 13,. 0 --- -- 5. -- -- -- 0 -- ---- 2 ------ 0 ----- 0 - - - --- 0' ---- -- - 0 - ---- 0. - - ---- 74 percentages pm Bow 17 -18 pereeritpgds' 0.00 O, 0.00 5.00 1 5.00 9.69 3 4.11 14.74 16 747 6'.45 20' 18.9A. 10:32' 14 11.11 9.30 10 1]_63 -8;43 10' 17.86 0.00 2 10.53 '25.00 0' 0:.00 0.00 1 33.33 0.00 0 0.00 0.00 0 0:00 0.00 '0 0.00 0.00 0 '6.0.0 10.01 73. 1'0.13 4 Tiaific sorvay S.Poesa.liata. 1=. d4 Gava"kis Terrace Delray He'aM, Florida 43&44 Eme (s$11 27a.-32ss 02- 14 -26.06 Volume by speed by Lune PAport - b0206a10'.FM 09 :11 Yg 14 Sias 000000020503 Id: 000051410124 @Id: 01 Pmt; 30'0 - Imperial Yat: 15 1lla'. Marts Wed - ftb 06. 2488 at MOO Ends Ned - Ftb O6, 20p'a at 24:00. City /Toms South Miami. Florida countye Dade 14CAtiOn: tar 78 Terrace Nast of'8N 69 Avenue. Fide: n02.0601.0:FAN ua -vAdt I.Ct2 -Ne6t Station Data Su mssy 8peed(a�p6j 4 -10 11 -15 16 -20 21 -25 26 -28 29 -31 32 -34 35 -3.7 3a -10 t1 -¢3 44 -a6 4 7-49 50 -5� 53 -5$ 56 -147 Total - - -- - - ---- - ----- ---- -- ------ -- ---- ------ ---- -- ------ - -- --- ------ oranA Totals B 25 60. 64 12. 9 5 2 0 0 0 0 0. 9 0 lay Percentages 4.32 13.51 '37.43 34 -59 6.49 4.96 2.70 3.08. O.OQ 0.00 0.00 a.a 0.00 GAG 0.00 tease 1 2 Total araad Totals 97 90 X0'5 Fercentage0 52.43 47.57 tea' BUIRMTV Total Avgw 15oi1e 509ilo soiTe >?D *4q 3-26 43,25 3-31 43-31 --- -- ------ ----- LOS 20.2B' 14.I6 19.97 26.04 92 49.7 28 15.1 7 3.8 Am/ft peak Nona: Totals Speeil(sb�th} •3-10 -3-1;5 -a0D -3-45 -3-29 -3-31 -3-34 -3-37 -at0 -443 -3-45 -sag •ss2 -3-55 3,55 1!p 6iw 8atsr 8 -9 0 1 4 11 2 ---- 2 --- --- 0 - --- -- 0 - ----- -- 0 ---- 0 ------ O. - - ---- - 0 --- -- Q ------ -- 0 -- - a ---. 20 Pbrcebtason 0.09 4.66' 6.67 27.19 16.67 22-.22' 0:00 0.00 0.09 0.00 0.00 0.00 0.09 6.00.- 0.00 10:.01 Pm Hour 16 -17 Percentages i 12'40 a 16.00 t 6.67 6 9:3a 1 8.33 1 il.ii 1 20.00 0 0.00 0 0.00 0 Mao 0 0.00 0 0.00 0 a. AD 0. 0.00- 0 01.00 1.8' .9.73' Traffic survey 6paeialirta, 1nC. 624 Ca;.Qeais Terirboe Delray BOWA,, Floriaa 33441 phone (561') 971 -3265 02 -14 -2008 Volume by Speed by lake ' AeP.ost - 60246011.RR1i 09-12 'P4. 14 -------------------------------- ----•------------------------------------------------------- Stic '0600000205o5 Idc 009601150099 e244 01' Fatc•300 - ImpwW Lae 15 Min. startc Ned - Feb 06, 20os at 00':o0 ga4� Ned - eea 0s, t:. 1 at W•n. City' /Tbwn:.&mth Hiami, Mrida County-- Peb Cade L00eation, BM 77 Terrace Neat of M. 68 Avenue di1ee D0.70(012,pRN -W-BOA 2472 -N6'tt station Data 8l MUT - - - 4"d ("b) 1 -30 11 -15 16 -20 21 =2'5 26 -28 29 -3132-34 35.37 3.8 -40 61 -43 44 -46 :41 -49 50 -52 53-55 54-147 Total -- - ----- ------ --- --- -- -- --- --- --- --- - ----- ------ ---- -- ------ -- -- -- *raw Totals 10 11• .64 59 34 11 6 2 0 0 0 0 8 0 1 195 Percentages 5.13 5.6e 38:02 30.25 17 .44 5.64 2.05 1.03 0.00. 0.00 0.09 O.CQ 0.4.0 0. Up- 0.00 Z=O 1 2. Total tlran4 Totals % 99 195 Fereentwgea 49.25 50.77 speed Stm:pary, Total Av98Pd 150110 50i11C- 850ile 3,20 040 r25 **35 3.31 #3.3:1 195 21,.33 j.6,52 71.85 27.18 110 SS.4 - - - -51 26.2 - - - -.6 - 3..1 JW /8m Peak HcAn: Tota19 Speed (90) -3-10 -3-15 -2,20. 425 -*216 -232 -:44 -a37 -3-40 -2.0 -•3-46 -3.69 -1-152 -3.'55 >55 Total ------ - - ---- - - - - -- - - - - -- ------ - -- --- ---- ------ - --- - ----- --..-- An sour 8 -9 .1 1 9 1 1 7 2 1 0 0 0 0 C a o 23 RtMOta9e5 10.00 9.09 14:06: 1 »69 2:94 '63.64 50.00 50.08 0.00 0.40 0.00 0.00 0.00 Q.OQ 0.00' 11.79 P.m Hour 1"1 -28 21 1 7 1 4 0 Q 0. 0 a 0 0 .0 0 0 15 Per aptage0 40.00 9'.09 10.84 1.69 11.76• 0.00 0.00 A -Q.0 0. 0.0 0 -00 O.00 0.00 0.CQ. 0.0.0 0..00 7.69 Traffic 8u"ey epe0ialists, Sac: 614 fissdenia Tetssoe D*lray seae$, Flosrida 33446' Phone (561).-M-3255* 02' -14 -2008 Volume by J)pbed by UM Rdpn It - 0020.6014.gRll 0914.2 pg 14 ------------------------ --------- ------ --- ------- - -- - -- `300 -- I��- - - - --- Stic's'000.000024506 W. 0000584 ;4104 CZds O1 Pmt•- ial ----- - - -Zat -k5 Min. -- - 8tarts Ned - pab 86, 2.0.00 at 00.=00 Sssds Nod - Pe1f 06, 1 :08 at 24=40. City/ToW, South Miami, Florida Cossatys Dade T,oint$ons ON 76 '1*rmce Nest of eN 60 Avenue m Lai-East. L62 -Nairt Piles D0706014. OPeed. sumary Total Xv98pd 16file SOtile 05011a 3120 ."20 312$ 6225 3131 6231 -- --- ---- -- -- - -- ------ - ---- 19i 24.37 18.33 7441 3.4.49 .149 70.0 78 .40.0 21 11.0 AM/Am Peak Hour Tbtale - - -- - 8peed(alph) =410, -3115 -420. -3125 -418 -3131 - 3134 -3137 -"b -3143 -Y-46. -31,69 -3152 - >55 2-55 Total Am flour '8 -9 0 .3 l S 3 0 1 0 0 .0 0 0 0 0 15 Percentages 0.00 50.00 3.13 7.04 11.11 6.67 0.00 16.67. 0'.'00 0.00 0.00 0.00 O:AG 0.00 'a:DO' 7.05 PM BMW 16 -19 1 1 3 6 t 2 3 A. b 0 0 0 0• 0 0• 20 Percentages. 0.00 26.57 9.38 8:45 14.81 6.6.1 71 -42 0.00 COG '0.00' 0:00 0,00 0, Da. 0.00 0:..00 10..47 statim Data 8umary Bpeed(o* 14D 11• -15 16 -70 -------------------- = -25 26 -z8 as -aT 32 -3a 35 -37 •3a -4O ------ -- -- -- -- 41-4.3 44 -ass 47 -49 50 -52 53 -s5 56 -147 Total tirand Totals Percentages 4 2:49 6 3,14• 31 is.75 --- -- ---- ------ 11 27 34 14 6 2 17,17 14.14 15.71 7.33: 3.14 0.52 ---- -- ------ 6 0 O:Ob 'O.OQ - - - - -- ------ ---•-- ------- ------ p 6 0 0 191 .4.6.0 6.00 0.;00 O.OD IgtsCe 1 2 Total Orarsd Totals 90 '161 l9a zeraenteges 47.12 52. a9 OPeed. sumary Total Xv98pd 16file SOtile 05011a 3120 ."20 312$ 6225 3131 6231 -- --- ---- -- -- - -- ------ - ---- 19i 24.37 18.33 7441 3.4.49 .149 70.0 78 .40.0 21 11.0 AM/Am Peak Hour Tbtale - - -- - 8peed(alph) =410, -3115 -420. -3125 -418 -3131 - 3134 -3137 -"b -3143 -Y-46. -31,69 -3152 - >55 2-55 Total Am flour '8 -9 0 .3 l S 3 0 1 0 0 .0 0 0 0 0 15 Percentages 0.00 50.00 3.13 7.04 11.11 6.67 0.00 16.67. 0'.'00 0.00 0.00 0.00 O:AG 0.00 'a:DO' 7.05 PM BMW 16 -19 1 1 3 6 t 2 3 A. b 0 0 0 0• 0 0• 20 Percentages. 0.00 26.57 9.38 8:45 14.81 6.6.1 71 -42 0.00 COG '0.00' 0:00 0,00 0, Da. 0.00 0:..00 10..47 %va►ttic B=wy gpftialists, r=. 614 .Oardezdaa Terrace VCIMy Beach, F30x #de 33444 MOSS (561) 273 -3255 02 -14 -2001$ VOI-0 by Silted by I.aas papprt - D0206621.PM 09:13 Pg 14 Sta% 000000020507 Idi OQOO5S410O88 E.I' d: 61 PmQa 306 - 2"Mrial i7Dt: 15 Min. dtart: Wad - Feb 0.6; 1008 at 08,6A SOdc lied - Feb 06, 7008 at 1400 City /TMkix 86uth Mand., Florlda County., Dads I40atiM1 MA 75 Temce East elf SK 64 a[vextae 'File: A0206.021_Mv LaL -Beet Ln.2 -West Station Data Swmwm Spted(XPW 1 -1•A' 11 -15 16 =20 21 -25 .24 -26 29 =31 32 -14 35 -37 38 -46 41 -4.8 44 -16. 47 -49 50 -52: 53 -55 56 -147 2btal ---- ---- -- - - - - -- - - - - -- ------ ------ ---- -- RraDd 71otals 13 2.5 38 74 58 50. 41 i6 7 1 0 0 0 0 D 323 Pellmeetages 4.00 7.74 11.76 2 .2,91 17,96 15.48 3321.69 4,95 2..17 0.31 0.00 Q-.00 0,00 0.00 0.0.0 T.atte 1 2 Total laraod Tata:ls 203 130 323 PeiceBeagee 60.0 37.15. Tptal 11vg.Qpd Mile Mile 854i1e AD 42120 2138 42125 2131 ?2131 323 2S'.O8 17.10 a6'AO '32.81 247 76,5 1--113 53.8 - 65 20.1 Am/ra Peak Noes Totals 8peed(np') ->1G -2115 -d20 -2125 -2120 -2131 - 2134 -- 2137 - - - -"Q =2143 -a4'6 -2149• -.2152 a5¢' s5.5 ' ?atal h%' R6ar 6=.9 0 1 5 16 .12 O 5 5 0 1 0 0 .0 0 0 51 Percentages 0.00 4.60 13:16 21.62 20.64 16..00 12.20 4T.35 0.00 100.00 6.00 0406 0.00 O.Ob 6.00 16.•1 Rbe u=r 14-is 6 4 3 4 a. 5 4 1 2 0 0 0 0 0 0 31 Percentaies b.. 60 16.00 7.89 5.41 13:75 1a.DO 9.y6 9.25 30;57 6.00 C.00 0.00 0.00 0.00 0.00 9.60 9W 84TlC BT2ji8'1' ;$ ;SW 67T8 AVOinM so= pi-Mr, PLORIDA CDUW 8D.• M AWREA9 THDORAEI$ MOT srGMLraED '1T61 MC. S S3'!lCI11L,rM. MM- 624; C11RDMA =maim DE MY' BRAM FIM DA 33444 E561.) '272-3255 M (561). 272 -4382 AU VB= xes 84te Code : Qa0bboxg Start Date: a2 /o6 /od Vile I.D'. : BOST67A'V GN 67TH AVEME law 0 078 871nT E SV .67TH AVM08' low se-TS BTRBS�! E BFga forth IF= East Ep 9m South From Neet 11Turn° Left •Thrn Ri9M J UTU- Lett Thru Right E MV= %art Thsu 'Right J UrmA Left Thru Right E Total Date '02106/09 ----- ------- --- --- -- -- ---- --- ----- - ---- -- LL --- --- -- -- 01:;00 C. A 25 a E 0 9. 15 7 I 0 3 41 2 0 97 100 3 E 334 07x15 0 30 39 7 J 0 3' 16 11 E 0 5 66 1 .E 0 11.3 A9 3 f 373 07r30 C7: 0 11 39 15 0 5 18 4 E C 3 43 4.1 .0 :Lit 1'01 4 E 361 5 it 4A. S 0 9 19 6 0 E 3a 3 a 107 3 Nr'Total 0. 38 ilfi 45'E 0 28' 'Be ,B j o 14 L94 11 E 0 634 3.03 it E 1401 0$.s00 0 5 52 15 J 0 4 19 4 E Q 10 46 12 E 0 100 87 6 J 361 so 21 E o 1 24 12 E o a 42 9 E 0 10.2 94 7 E 376 04:30 0 8 44 20 E 0 6 24 4 0 6 36 7 0 73 Be 5.'.J 311 d8:4S gr Total 0 0 2 21 55 •202• 11 I 67 0 0 21 9a ax E 0 3 24 70 194 6 1 34 J 0 0 40.4 347 2'4 J 4f3 • 1.441 ---- - - - - -- A . i ------------------------------------------------ ---------------------------------------------------------------- 1600 0 10 65 43 J 0 13 53 19 ( 0 17 6.2 4 E a 37 56 IS E 393 16,15 O IQ 4..5 55 E 0 15 67 20 E .0 16 55 4 E 0 30, 56 17 E 630 16s30 0 9 66 40 .J 0 16 63 22 E 0 8 49 2 E 0 29' 48 10. E 352 16:45 0 _y0� gs 94 ,E0. 16 sa io I o 11 50 5 I 0 39 59 9 1 393 Er Total 0 39 302 172 E 0 60 247 61 ( 0 52• 213 ix ( 0 135 219 51 E 1568 17M 0 9 at 36 E 0 24 SQ.- LD ( 0 9 42 4 J 0 30 40 17 E 389 37e1S 0 10 100 52 E a 01 99 13 E 0 8 So 6 E 0 24 49 1'4 ( 446' 17 :30 1b 9' 91 63• 0 23 75 10 E a 15 s8 6 E 0, 44 56 '11 E 6b1 17:15 a 11 44 55 I 0 20 84 1B I is 4,� �_( 0 38 49 I I 4 639 KY.. Total 0 39• 373 206 E a. B$ 11'8 61 E 0 42' 191 1.9 E 0 116 154 58 E 2.735 *IvrAL* 0 187 1023 490 6 ------------ ILA '-------- 751 -------------------------------------------------------------- 1.64.E 0 .133 794 79 E 0 1109 1163 147 ) ^-- 6163 TWFIC sunw'SPBCIMIM. 12c. ON 80TH BTASST & SW 47TH AVOM. 624• QAADINU TSRAAC6 site case a aamon soum KAM: Pwx1EA DEWAAY BEACB, FLORMR •33444 Start Data: 07/06/08 COGII M Bit: ANWJMS TiIpD0s711CIS j%i) .27a -7255 FAX (56l Z72 -4381 bile X.D. 99ST47AV NOT 8I0FALIM page 2. ALL VERZCM Slt fi7T'N AVS'N1T8 ------------- I84 6028 91MET (BY 67TS AV== (•®N SOT% onsw I Fzao Borth From East (From South IF"M west 1 t I I tft = Left Thru Right I tM= Left rani Right I UNWO Wt Tbau 'Right I !?7tirn Deft 7= Right ( Total Date02/016he --------------............... ----------_-. ^-- -------- -- -- ------ --- -- ----------- ---- ° - - -- --• Beak "Ur AaalysSs By Entire Iat=zection for the Periods 07 :00 to 09:00 an 02t061Q8 Beak start ;M-00' I as o0 I of:0.0 06,00 I Volume 0 21 202 97 I a 21. 98 xi I 0 as 194 34 I 0 404 347 24 veraeat 64. 74 700 23% I 00 154• 694 174 ( 04 104 774. IA I 64 $21 43t' 3= I Pk total 2" I 143 ( 253 I "s � atoeet 08:19 I 69,45 I 01kn45 I 0845 t volume 0 6 so '21 I 0 In -91 4 I 0 3 70 b ,j 6 12s 8fi. d I s1 total 77 I 45 ( 72� I 221 I Bnw. .94 I .79 I .80 ( .88 SW 67TH AVENUE • 67 202 21 404 194 24 - - -- - - -_6'7 - - -202 4 21 622 4 �- 290 --� 912 1 24 SW BOTH STREET 25 98 190 67 • 40.4 40.4 965 • 3.47 347 775 24 24 ? I--- 253 2.1 25 - 1941- 24 • ALL VEHICLES • 143' 98 98 21 545 21 Interaection Total 2.1 1,461 402 347 34 SW BOTH STREET, 504 202 24 24'7 - -- 2$ -- -394 SW 67- AVENUE 19tAYFIC .8t7R3I87[ sPQCI11LisTS, ,LMC. 9w 60T9 STRMT 0. Sw 67TH AVBNmt: 624 'GTAROMA TCRRACe site Code 1 0009001.9 sOtrlit MIAMI, n mIBA. MUM ARACB, Fl,O UDA 33444 start Pate- '0210610A COtllTPBL) m At1DRBAS Tsio 'Op=s (561) 272 -3258 PAR [$611 Z12 -4381 Me I.p.. , .905+: MV NOT 6I6tID►Lim F"e 3 3 ALL VSRICLSS' sw 87171 Avows Iaw D0=.8T4Wr I" s7i'li Amos Isx BCTH Wnwr F=m. North 11+rom saes I From, 80=11 I F=m 'West I I I I I Mrn left TtWu RiOt I to = pert. T1= RlgUt I MUM Gef� ThrU R1gUt I Vr=n left TIIia Right I TotaY hate0$/06/0.8 ----------------------------------------------------------------------------------------------------------------------- &U Hour Aba1y4id By l;ntire Intersection fot'the Perlode MOD to 18100 on 02/06/011 Peak start 17:00 I 17:00 ( 17:00 1 Mao I apluwpe 0 39 373 2.6 I 0 88 338 51 I 4 42 19,1 19 I 0 138' 194 5a j Perbent 08 64 601. 338 I 64 18* 71t 114 I 6k 174 764 83 J 0% 354 t.04 158 I Pk total fi18 I 477 j 252 J 388 J Wl Pvst 17t34 I 17'&15 ( 17:3.0' I 17:3.0 I Yolmme 0' 9 91 63 I 0 21 93 13 I 0 is Se• fi I 0 44 •5§ 11 I Ri total 163 I 133 1 T9 1 411 I P1w. .9.5 I .9'o + .8.0 I .87 I SW 67TR AVENUE • 206 - 373 39 136 191 51 206 373 39 378 0 1 t - SW BOTH STR 996 $ET 51 51 42' - ALL VEHICLES 338 586 338 206 477 338 • 136 136 8.8 974 729 88 • 194• 194 388 intersection Total 39 1., 735 25.2 194 5.g 19 58 SW 80TH STREET 771 f 88 42 373 58 ,519 42 SW 67TH AVENUE 25'2 -� • 191 - - 191 i Wo, VA �eb�uavc� a71Zoo$ cdcawv� b� : cicts PktbwuKo mu7'Fkc SQRVH1c 8pt0rIA1.ISP8. INC. sm 74TH STREET 4.sp SM AVMIC 9N GARDENIA TERN).E site aoce :4000.0019 DO= MIAMI. PliDi rm DHLRAY BE&= IPWRIM 33444 Start Dates 01106/as COURM SY= mA9$cs Go= (551) 271-$2.55 M (561) 372 -4381 F*14 I.D. t 74ST67AV OT 81i261'M.I28D 8d9e t 1 ALL VEHICLES $k 67TH avmmu I'BR•74TO Wroj :T 19K 67TH AV== low Un 9T1tf�t 1 Prom North I Franc "St ( V= south 1 pro* meat 1 0'i — Le.9t Urn I 8.itht { ORum Left •Hasa ( Right I UTUSa Left. Thru I Right I Ltlttm Lett j bru I A, #gkt 1 Tonal Date02/06/08 ------------------ --- --- ----- - - -- -- ---------------------------------------------••------------------------------------ 071 ad 0 1 38 i 1 0 0 0 7 1 0 0 148. A l 0 1 0 1 1 197 o� :1s 0 2 55 0 l 0 s 3 15.I i 160 :0 I a 0 0 1 1 244 0.7 :30 0 0 62 0 1 0 1'0 0 2.0 I 0 0 132' 0 I 0 1 0 1 1 226• 67. As .0 1 X53 6 I 0 is 1 71 I 0 0 77 0 1 0 0 0 2 1 170 tit Tat01 0 • 206 1 1 0 33. 3 63• I 0 1 5.17 0 1 0 2 0 5 1 B37 00:00 0 0 63 1 1 0 20 4 31 I 0 0 101 0 1 0 .01 1 1 221 08115 0 0 72 3 1 O 41 11 29 I 0 0 95 0 1 0 2 0 3 1 256' 08:30 0 0 54 3 1 Q 11 13 1 0 3, 145. O I 0 1 0 1' I 234 08X45' 0 0 70 2 1 0 0 3 1 O P 162 Q I O o 6 1 I 290, •971 Sr Total .0 0 259 11 1 0 73 17. 76--j 0 2 503 0 .1 0 7 Q 6. -----------------------------------------------------------.------------------------------------------------------------------------ I1bTALr -0 4 467 17 I 0 106 20 139 I 0 3• 1076 p I 0 5 0 11 1 1767 TROFIC 6MVSY SPBCALISTB, INC. ON 74TX SMH M A> ON 6M XV=M.. 624 6ARPOYM TM"C* site code : 00080019 SQOTR MUM, F7.0RIDA UMMAY =AM,. YWRM 33444 stars Pate: b210'6/a8 cai1H ug By- tiADR.ICL. Muz (561) 272 -4255 VA* (562) 271 -41131 Pile I.D. : 1*9T37AV W* 8I03FA T.Zzb page : 2 i er,+ir LLI ON 84T4 AVMUB I.SN 7428 $TRBW 10 67TH AtiMM !iN '14tv -WAM. I From 'Worth 1Prom *set (From, south IFrom West J 1 I I I oTUrn: Left Thxst Right J VRUCa I.pft 721ru Right 1 t111xxp I.eiit Thru Right a!naa I.rft 7bxu Bight I Total Dace02/06pa --------------------------- -- ------ --- -------- - - -- -- ----- -L-- - - - - -- Peak Haar Arfa178ie By 8ntire.Intersection for the period: 07;00 to 09 :00 on 02/05/0S Peak. start 0e:oa J aa:00 1 08 :00 I 06:09 I volume 0 0 :259 11 I a 73 17 76 1 :0 z gas 0 I a 3 0 I Percent 0t AW 964 4t J 0.19 :44t 1A4 464 J Qt at 1004 at I 01 334 at 614 I Pk .tcLal ITO I 136 I 5.05 I 9 J xistmet Q8: 1$ 1 QB a 15 I :08 :45: J d 8.:is J Volume 0 6 72' 3 I Q' 41 11 •29 J 6 0 162 0} 4 2 0 3 J Si total 75 I 8l 162 j 5 J PHA .90• I .51 J .:78 -45 I SW 74TH MEET, 2 17 30 1Z • 3 3 SW 67TH AVENUE 11 • 259 0 ' 11 259 0 27.0 852 0 0 9 6 • ALL VEHICLES 3 503 76 5$2 Intersection Total 950 ii4 J 73 2 259 6 336 2 SW 67 AVENUE' 76 • 17 166 17 • 73 166 73 5.0.5. • 503 503 0 0 0 0 SW 74TH STREET, 74 sT .5 COV Wtow-ts, ( T-Lat*-C-Iok. T;gb (dwl ol I200$ ACAWO (Oj'. L4iS•PALONQvlW KOT S 13 rmu Led TWFIC 'SLiNZY ffmiAtien, INC. SM'12ND STRSBT'i SW 67TH AVWM `0 21 4614 GARDWR TSRRXM 27 1 1 44 Site-Code : 00060019, -SOUTH D M(1, FLORIM 0 22 68 28 1 138WAY SACH, FLORIDA 3U44 33 169 24 1 Start Date: 02 /06/08. C11U9TRD BY: •I4AS$$ t1$1i13R79A 0 14 (561), 77.9 -9255 PAY (562) 2734381 0 56 346 Pile I.D. : 728767AV 'arm"128D 70 25 1 0 33 1.76 18 1 871 16:30 0 page : 1 2.2 I a. 45 339 17 1 0 25 ALL VMCL26 22 I b 14 148 9 1 804 SW 67TH .AV7� M 0 I SW 734610 8TR8L�f 15 I lop 67Th ,AVNN" 51 low 72101 '' &zRS>�r '30' ( 1 -- 16' From North 32 I 1 FZOM toast t6 129 FAM 'Bluth 403 In= treat p J 276 UTruri Left T7uu plot i vrurp I:eft Tuu Right. I VAwn l ft Thru Right i .UTU= Wt Thru Right. Tgtax Date02106/08 ------------------------------------------------------------------------- 67 1 3471 17100 a 11 70 19 I 0 42 421 12 1 0 07: o0. 57 5 1 0 a 90 .9. 1 0 9' 8i 72 a 39 461 a I 815 07 :15• G I0 35 4 1 0 l0 116 9' 1 0 1A 63 87 I 0 35 475 12 1 .887 07-:30 0 29 '47 13 1 a' 13 10.6 8 I 0 21 60 78 1 0 .9$ 374 9, 1 79.5 'm4s, 0 19, 35 6 1 0'. 77 125 11 0 10 41 66 0 27 361 6 1 73' Sr Tow 0 86• .151 2.8 1 0' 44 447 36.1 6 53. '151 309 1 6 127 2677 35 1 3.238 ast00. 0 23 462. 4 1 0 17 114 32'1 0 8 52 79 I 1 13 325 P. 710 48t15 6 25 40. 8 1 2 25 132 5.1 0 39 53 67 I 0 20 356 21, 1 7.72 00936• 9 24 38 12 : 8 15 144 6. 1 .0 18 60 106 I 1 16 00 7 1 867 6:45 -0 34 56 17 0 30 1 0 9 64 123 1 1 26 493 146 1024 ur MOW A 106 187' 41 1 2 67 556 32 1 0 54 219 375 1 3 75• is" 53 I 3373 • BPZM 4~ ------------------------------------------------------------------------------------ -- --- ------ ---- ---- --------- 16100 `0 21 58 27 1 1 44 389 13 I 0 22 68 28 1 0 33 169 24 1 992 16:15 0 14 78. 23 I 0 56 346 Is ( a 16 70 25 1 0 33 1.76 18 1 871 16:30 0 13 60 2.2 I a. 45 339 17 1 0 25 '90 22 I b 14 148 9 1 804 16x.45 0 30 70 15 I 4 51 136 '30' ( 0 16' 61 32 I 1 t6 129 16 403 ur zq"i p 78 276 80 ( I 196 1413 63 I 0 79 259 207 1 1 96 752 67 1 3471 17100 a 11 70 19 I 0 42 421 12 1 0 30 57 RD 1 0 '26 235 24 I 957 17215 0 17 80 36 1 .0 469 616 17 1 0 16 61 I6 I 0 32 184 1B I 946' 4 1700 0 17 75 16 1 G 76 353 74 1 0 19 66 31 1 1 33 194 is, 1 921 tit 17345 0 14 93 26 1 0 61 353 7 1 0 69 31 { 0 38 179 I 913 lit Total 0 59 31.7 B1 1 0 249 1542 80 0 66. 253 98 1 1 120 792: 79 1 3737 STOTAI,w a 329 931 230. 1 3 S% 3'953 21,6 1 0 -------• 251 -------------------------------------------------- 992 863 1 5 41$ 4m 234 1 13819: TRmic 6uBv8Y gpwi 1L m, mc. 8$ 72M 8,x7u21sT A ON 6.7T9 AV8i= b24 OA01M7iIA TSRRI CE• Site .coda : 0'0480019 SaM MIAMS. vukR= MMMY DUCK. FLORIDA 33444 start Ddtp': 0VW68 CMX= BY: MAXIS ROP MOU C5411 872 -325.5 PAZ 0561) 2714382 File %.v. a 128WAv ;I ZED Page a 2 ALL ' VMICLI38 ii 87— w *vs&n I4* 71M &rRRHC (AN 47T8 Avgm 8•fi 72= 8=2RT { From 114rth I.Piom Saet From South Ift*b Vogt { tlluxa nett Thm Right { Urijtn. Left 'nru Right I vTarn Llett rbm Right I VTurn Left Thra Right. Total bate02/06/08 ------•----------------------------------------------------------------- Peak Heat AMlyete by Sutire'Intersection for the Period: OT :00 to. 09:00 nn' 02/06/08 Peak start di:00 J 06!8 I 08:00 { 08=00 { vdlwr* 0 106 Lai 4i j 2_ 67 856 32 1 D 54 '229 175 I 3 75 1093 53 Percent '04 324F Sit 121 01� 10% BSl. S! 04F at. 35% 574 { Of 4% • 8,24 3t J Pk total 934 65.7 au { 1720 $igheot 06:65 08':45. ( 08:45 { dates tolume. 0 34 56 17 0 20 168 9 ( 0 9. 64 123 { 1 .26 493 16 { Hi total L07 { 185 j 196 { 536 I. "W .7B j :89 { .84 ( .00 { S.W 72ND STREET SW 67TH AVENUE 41 187 106 78 229 32 41 197 106 339 334 54 556 651 41 - 78 78 2,375 • 1, 5.93 1, 59'3 1,724 • 53 S3 • ALL VEHICLES 657 • 32 32 • 556 556 69 2,731 69 Interseat.ion Total 106 3,373 2,014 1, 5;93 375 967 69 • 54 187 53 3.09 5.4 SW 67. AVENUE 658 • 289 - 37 SW 72ND STREET TRAMC 9mvxY SP=ALI9' ' IW. l3(P' 77NA s17lR8T i $N 47171 MOM 674 6ARNHA TURACB site Ooft s 9088¢01$ so= MI MI, FLOVA DBLRAY . FLORIDA 33154 Start. Date: 02106108 +newll 8X, mns B$PimA' 1561? 272 -3255 67111 (461) 277 -4381 File I.D. s 778T67AV sxaRl itsin' Page : 3 ALL Vimct R9 • b� AV== - I a* 'UNP eTf0B8T 18M .67TM AVXNUV I sx 72ND. STEM I From, Xbreh I mm Bast I num. South I From Meat 1 I I I t uTusr► Left se:u Right 1 O9larst L4it Tlsrn Right I DZRirn Leif Thru Right 1 arum Lett Thin Right 1 K+gtdl Dite93/O6/0B ------------ =------------------------------------------------------------------------------------------------------------ Peak Hour Amly)bU 8y )ratite InterseOtiou Tor the Veriodr 16:00 to 16:00 on Ca /06/08 Peak start 17.00 1 17,, 00 1 17, 2.00 I '17 s 00 J VolutA 0 59 110 '81 1 0 249 1542 80 I 0. .A6, 253 98 1 1 120 792 79 Vgxr sot At 131 696 1st 1 06 138 '874 at 1 Ot 164) 614 .261' 1 06 128 6Ot at J Ot tonal 457 1 1871 ( 417 1 992 1 gighest 17'45 1 MIS- 1 $7230 1 '171.00 1 VO1-0 0 if 92 2.6 1 •0 0 416 17 J 0 19 fib 31 J D. 26 235 24 Ri tot4a 132 1 . .907 1 116 ( 282 P8! .67 1 .93 1 9r! 1 t7 l SW 57TH AVENUE • 81 - 317 5.9 121 253 80 8'1 317 59' 454 0 �--- 457 911 80 SW 72ND' STREET 80 65 ALL VEHICLES 1,542 1,689 1,542 8.1 1,871 1,542 - 121 121 249 2,681 2,820 249 792 792 992 Intersection Total 59 3,73-7 949 792 98 79 79 1,062 t SW 72ND 3T"ET 417 ••rte 249 • 66 253 317 79 645 - -- 66 -- -253' SN. 67 AVENUE �ol`� 3 sw ?Zsr sw ?2st' v� v Sauiln MiQw.� ��Iro(icla� �ebtaar� 07 looi C6Aw Ul bj so Uti' S *FA WoliVtJO s�9n Sze c! Crossroads Engineering 13284 SW 120th Stmot Miami, FL 3.3186, CLIENT: RSH Tel: 3D5-233-3.997 Fax: 305--233-77-20 File Name: US1 @80 JOB NO: 2006-76 Site. Code : 00000000 PROJECT: MIAMI-DADE SIGNAL RETIMING Start Date : 916/2006 COUNTY: MIAMI-DADE Page No ?I O.roups PY kited'_ AUTOS - HEAVY VEHICLES US-1 SW BOTH ST US-1 SW BOTH ST From North From East From South From West I Start time I Rght I Thru Left I Other Rght I Thru Left er Other' Rqhi ThTu f Left I Other Rght Thru Left Other I ifit. Talo, 08 -00 AM' -9 381 1 01 1 22 44 0 15 611 2 5, 9 40 58 01 1195 06:15-AM 8 406. 1 0 2 27 51 0 .10 726 4 0 0• Q SO 01 1325 7"' BREAK"* Total 17 787 2 '01 3 49 915 0:; 25 1343 6' 5. a 80 106• 0 2620 BREAK 12:30 PM j 0 547 6 0 6 11 Jgo- 0, 6 449 5 0 '62 9 19 0' 11.87 12:45 PM 1 2 47$., 10 01 7 2 71 0! 3• 533 91 0. -46 8 14 0. 1181 Total'i 2 1023 96 01 12 13 146 01 8 982 14 0' 168 17 33 0 :66B BREAK 05:010 PM! 0 M 2 01 '0. 40 119 0 1 1'6 435 12 0. A.S. 26 26 0 1450• 05:15 PM, 16 797 2, 0 0 33 126 0 15, 471 11 0 8 22 31 0 1526 Grand Total i 35 330: 22- 61 15 135 480. a! 64 3231 -43 5 12';2 14.8 iw 0 7864 AppTch % I V 9 - A O.A. 01 2.4 21.4 76.2 0 : 1,9 95.6 1.3 01; 26.2 31.2 42f* 0 Total %, PA - 42,11 0.3 01 0.2 1.7 p..1 .0: 0.8 41.1 0.5 0.11 1.6 1.8 2,5 0. AUTOS 31 3342 iZ 0 14. 1133 480. 01 -04 321.4 4.1 51 12-2. 144 '198 0 7810. % - 00.6 199.2 100 0 93.3 98.• 100 .0 i 1*00 '99;s 95..3 1001 10.0 .99.3 100 0. •9•.•• y HICLEJ 4 27 0 01 1 2 0 Q 0 17 2 0. 0 1 0 0 54 % HEAVY "0. VEHICLES iiA (Y.6 a a 6.7, 1's. 0 0 0.6 4. 0 b 6.7 0 0 0.7 APPENDIX B Traffic Growth Rate Worksheets 1 South Miami NNoighborhood Traffic Study July 2{1Qg A U' m E c0 16.c 4 °zw w� v� P 3 N � .Am 1mt �i O0. .884C>OO'O c+;. •IC6 m M C9 m Z t'� ' c7r�S. cgNO Fsp� "p. S..ag I9:NN —4�1N� � .Am 1mt �i c C� m 2r 6 G o� 0 W E Vw LL W w • IC C 1A a� a M Sg�`caaa � O QF- r�c+�ca�c�.�d�rva -7t v pw 0 LO C700)Co - ` �om100 �g�O� MA Rr O T r r T a� a M APPENDIX C Peak Season Factor Category Report Sqwb Miaud NolbborhoodTriffit Study July 2009 2006 Peak 9Q6,40n Fact6i: Category .ReDgrt - Report Type: ALL Category: 8'101 XTAk -b4D9 SbIJTH * Peak Season P.a$e 2 of B WOCF': 0. 99 Week. Dates SR PSCi asaaarna= raaraaraaaaaamr= aaaeaaaaaaaaaaaaaacaareaaaaaaaaaaaaanaaaeaaaeecacaaaaa 1 o•lrai/�a'D6 - 01/07/zo.66 0.99: 1:00. 2 01-/08/20..46 - 01114/2D46 1.00 1.01 3 01./13/2006 - .0112V1.3006 1.00 1.01 4 O1i22/2086 - 91128/2.00.6 1.00 1.01 • 5 0112912006 - 02/04/2006 0.99 1.00 0. 0210512O.D6 - 0211112006 •0.39 1.00 it • 7 02/12/2006 - 0211812.0.06 0'.98 '0.99 *•8' 02/19 ',/2006 - 0212512006 0.98 0.99 * 9 02/2.6/2046 - 0310412006 .0.98 0.99 *10 03/05/20.06 - '03 ill/ 200.6 0•.9:8 0.99 *11 03/12120'06 - 03/1812006 0.9.8 .0.99 *17. 03119/2006 - 0312512'006 0.98 0.99 *13' 03/26%2006 - '04-/0,1/„2006 01.99 1.0.0 *14 04102/2006 - 0410842006 0.99. 1.0.0 *15 04109%2'006 - 04115.12006 0.91 1..00 lilt Q4/1.6/20.Q6 - 04 * /TZi20.0 6 '1.00 1.. 02 *'17 04/2.3/2006 - 04/29'2006 ! 1.0.0 1.01 1$ D41301200{ - 05/0612006 1.00 1.01 19 05/07/2006 - 05(13%20.0.6 1.010 1.01 2-0 05/14/'2446 - 05420/2006 "1:01 1:02 21 05121/20.06 - 05127/20.04 1.01 1.02 22 05/28/20:06 - 06/03/"2006 1.01 1.02 23 06/04/2006 - 06110/20.0.6 1.01 1.62 24 06/1112006 - 06/17/2006 1.01 1.02 25 06/1B/2006 - 0612:4.62006 1.01 1.02 $6„ 06/25/20A6 - .Dy /0112006 1.0;2 1.03 27 07/0212006 - 07106/20.06 1.02 1.03 2 78 07/09120.06 - 0711512006 1.03 1.04 29 07./16/20:05 - 07122I2Q06 1.03 1.04 30 07/23/2046 -071:19/2006 1.03 1.OA 31 07/30/20 -06. - 08.1051Z006 1.02 1.03 32 QB /•06 /2086 - .08til.12Q06 1.02 1.0.3 '33 0.8//3/2006 - OB119/20Q6 1:02 1:03 34 0.8/20/2006 - 08/ ?6/2006 1.02 1.03 35 06/27/2606 - D.9/01%2.0Q1 1.01 1.02 36 49/03120'06 - 09/0912006 1.01 1.02 37 0.9/101.20.06 - ,0.9/116/2006 1.01 1.02 38' 09./1712606 - 097'23)2001S 1.'02 1.02 39, 4.9/24/20.06 - 09130124.06 1.00. 1.01 40 10/01/24)06 - 10/0772006 1.00 1.D1 41 10/10.8/20.06 - 10 /14/2005 0.99 1,00 42 10/15/2006. - 16/21/'2006 0:99 1 -00 43 10/22/2006 - 10/28/200.6 0.99 1.00 4'4 10/29/20.06 - 111040006 0.99 1.00 45 11/b5/2006 - 21121!20.06 0.99 1.00 46 11/12/2006 - 11/19/20.46 0.. 9a 1.00 47 11/19/2.006 - 11/25/2006 0.99 1.60 A's IL /26/,20.0-6 - 12y02l20#16 4.99 1.00 49. 1.2/0312606 - 12109/2006 0.99 1.00 50 12/1040.66 - 12/16/2005 0.99 1.00 51 12/17120.06 - 12j23!•2OQ4 9.99 1.00 52 12i24/2006 - 12130/2006 1.00 1.01 53 12/31/2006`- 12!31/2006 1.00 1.01 * Peak Season P.a$e 2 of B APPENDIX D 24 -Hour. Volume Data Analysis South Miami Ncigptiothdod rsiffle StndY lacy 2000 I SW 78th Terrace West of SW Stith Avenue gastbound Is - - - - - - - - - - -- - - - - - - - - ----- - -- - -- - - -- - - - - - - - - - - - - - - ----------- ----- ---------------- -- ---- ------- - ----- ----------- - - - - -- ------------ ------- -- ------------------------------- ----------- - -- - ------- - - 35 30 is 10 SW 78th Tpr" West of SW 68M Avenue WwWowd --------------------------- --------------- - ----------- ------------------------ ---------------- - ---------------- --- - ---- --------- - -------------------------- - ----------------------------- . . ....... . g. 1B. E3 �, a- a it-3 g -8 la, 8 q - — — — — — — — — - Beffi "ME 50 45 40 35 25 ZO 15 10 5 0 50 45 40 35 30 25 20 14 0 SW 77th Terrace West of SW 68th Avenue Eastbound ----- ------ -------------------------------------- ----- ---- ----------------------- ----------- - - - - .. . .............. .......... ---- ------------------ C�k le tn iii o OD' ' Begin Hour SW 77th Terrace West of -SW Nth Avenue Westbound ----------------------------------------------------------- ........ ...... ------------------------------------------------------------------------ ---------------- - - CO3 # S C) C, a .0 C, u 0 C� * Z sn - us 0. in, if 40 ak A: SQ 4.9 40 35 30 25 20 is 10 6 0 6 4 4 3 3 a 2 2 SW 76th Terrace West of SW 68th Avenue Eastbound ----------- - ------ ------------------------ -- ----------------- -- ----------------- ------------------ -- - - ----- .. - ...■ .m ■ 1 -------------- - Be& Hour SW 76th Twme Yost of SW SM Avenue. Westbound . ..... ............. ... .. ------------------- ---------- ------------- -- .. ---- -------------------------------------------------- -- ----------------------------------------------------- Cl Do& Hour 50 45 40 35 30 25 20 Is 10 s. 0 50 45 40 35 so 2s 20 is SW 75th Terrace East of SW 68th Avenue Eastbound --------------------- -- --------------------------------------- -- ----- ------- - - - ---------------------- - -- - ----------- - - --- ---- --- --- --- .;4; Begin Dour SW 75th Terrace East of SW Ofth Avenue Westbound ------------------ ---- ----------------------------------------------- ---------------------------------------------------------------------- -------------- - --- .8 Ig. R 8? 13. Bogin Hour 60 45 40 35 30 z 20 16 10 50 46 40 30 25 20 is 10 5 a SW 74th Street East of SW 68M Avenue Eastbound - - --------- ----- - --------------- - ------------------ ------------- --- ............... - - - - - - - - - - - - - - - - - - ---------------------- - . . . . . ------------------------ seem Nw SW 74th Street East of SW UM Avenue Weaftund --------------------- --------------------------------------------------------------- - --- --------------------------------------------------------------- ----- -- --------------------------- ------- ------------------------ ---------------- --------------------------- 13 � .? 81 a .68 8• 8 19 .8 8 fton Now 60 50. 40 3.0 20 io G 60 .W 40 30 20 IQ D SW 69th Avenue North of SW 80th Street Northbound .8, Be& Hour SW 69th Avenue North of SW SM SbvM Southbound R Q 00 1"In Hour 50 45 40 35. .00 16 10 6 0 50 45 40 3.5.. 3.0 25 20 16 0 SW 68th Avenue- North of SW 80th Street Northbound ---------------------------------------- --- -- ------ -------------------------- - - - ---------------------- ------- - q. C, 0 9 °o % *!OR 8 a,;-:NmvA0cqt, CD 4; 1.- do ai 4 'R ON .4 scon How SW SM Avenue North of SW BM ftad Southbound. ------------------------------------------------ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - soon Himr 60' 46 40 35 $D 25 20 fb io. 5 6 50 45 40 30. 25 20 is SW 69th Court-South of SW 72nd Street Northbound Note: This Is a one-way southbound *wt 8 a '1 1. La N DMIn Hour. SW 69th Court-South of SW 72nd Street Southbound ------------ ------------------------------------------------------ - L----------------- M_ Be& HOW so 45 40 3� 30 25 20 15 10 5 0 60 Sd 20 115 10 6 0 SW 68th Court South of SW 72nd Street Northbound ------ - ------------- ----- - - - --------- ------------------------ ��I�I�I��Il.ln -------------------------------- - --- ------ --------------------- ----- - --- --------------------- ---------------- §1 1 C84 SW Nth Court South of SW72rW Street .%u*bomW - ----- ------------------------------------------------ - . ......... ------------------------------------------- --- ----------------------------- ----------- --- -RL . ------------- M I- m- t t- .co — R VA DoWn HoW 50 45 40 35 30 25 20, 14 tq so 45 40 S5 30 .26 20 Is 0 SW 68th Avenue South of SW 72nd Street Northbound ---------------------------------- ----- ----------- ---------- ------------- ------------------------------ - ----- --- - --- - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ---- ------- In .0 Ll- V 03 Begin Hour SW eft Avenue South of SW 72nd SbM Southbound -------------------------- - ---- --------- ........ - -------- ---------------------------- -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ------------- ------- - --------- Begin Hour APPIX E Synchro Analisis — Signalized Intersections Satdh Miami Neighborhood Traffic Study JWY 2008 Misting Timing Saud Miand Nciihborhood Traffic Study Jwy 2006 HCM Signalized Intersection Capacity Analysis Ys South Miami Traffic Study 1: SW 72 Street & SW 67 Avenue AM Peak Hour Movement - EBL EEIT EBR WILL WBT WBA NBL NBT N138 SBL $BT SBR Lane Configurations % 4 + Ideal Flow (vphpl) 1900 1900 1.900 1900 1000 1906 19.00 1960 190() 1900 1900 1900 Total Lost time (s) 4,0 4.0 -4� 4.0 4.0 4-0 4-0 4.0 4.0 Lane Util. Factor 1:00 0,95: 5' 1.. . 0.95 0.95 1.00 1.00 1.00 1.00 1.00 Fil 1.00 1.00 1.0 0.99 11--00 1-0-0 0.85 1.00 0.97 Fit Protected 0.95 1.00 0.95 1.00 Oi95 1.00 1,00 0.95 1.00 Satd. Flow (prot) 1770 1770 3510 1770 11963 1583 1770 1812 Fit Permitted 0.32 1.00- 0.0 4 1.00 6-17 1.00 1.00 0.15 1.00 Satd. Flow (perm) 589- 3522 9 3510 -324 186 1583. 276 1812 Volume (vph) 78 1593 W 53 556 32 54 229 375 106 1.87 41 Peak-hour factor, PHF 0.82 0,82 0.82 0.82 0.82 (),82 0.'82 0.82 0.82 0.82 0.82 0.82 Adj. Flow (vph) 95 1943 65 84 678 39 66 279 457 129 22-6 50 RTOR Reduction (vph) 0 1 0 6 2 0 0 0 N.3 a 4 a Lane Group Flow (vph) 9& 2007 0 84 715 0 W . . 2.79 214 129 274 0 Turn Type Ofn•Ot pm+ot pm+pt Perm pm+pt 'Protected Phases 7 4 8 5 2 1 6 Permitted Phases, 4 2 2 6 Actuated Green., G (s) 109.9 101.0 110.1 101.1 32.2 21.0 21.0 42.0 27.8 Effective Green,. g (s) 110.9 103.0. 11111-1 103.1 33.2 -23.0 23.0 44.0 29.8 Actuated g/C Ratio 0.61 0.56 0.61 0.58 0.10 0.'13. 'Orl 3. 0.24 0.16 Clearan Time (,$) .. pe 3,0 6.0 3.0 6.0 3.0 6,0 6.0 3.0 6.0 Vehicle Extensions 10 3.0 3.0 3.6 3.6 3;-0 3.0 3.0 3.0 LaneGrio Cap (vph) 408 1982 118 1977 139 234 199 205 295 v1s Ratio Prot 0.01 cO.57 O(Y-W 020 0.03 c0-15 cO.06 cO.15 v/S Ratio Perm 0.13 0.40 0.06 0A4 0.09 vIc RatIQ* 0.23 1.01 0.71 0.36 0.47 1.19 1.68 O-A-3 0.93. Uniform De ' lay, dl 1-5,9 40.0 87-q 21.9 64.5 80 . .0 80-.0 81.2 75.-5 Progression Factor 1.00 1.00 1 -OQ 1.00 1.60 1.00 1.00 1.00 1.00 Incremental Delay; d2 0.3 23.3 18-t 0-1 2.5 120.7 85;2 5.9 36.8. Dejay (6) 16.2 63.3 106.11 &0' 67.1 200.7 165.2 87.1 112.4' Level of Service B: E Fj 0 E F F F F Approach Delay (i) 61.2 3018' 169.5 1()4.4 Approach LOS E C, F F Intersection Summary PPM Average Control Delay 80.7 HCM Level of Service HCM Volume to. Capacity ratio 1101 Actuated Cycle Length (a) 183.0 Sum of lost. time (S) 36.0 Intemectlon Cape*. -Utilization 84.89'6 PU Level of Service E Analysis Period (min)- 15. c Critical Leine Group 6,10408180I9 - South Miami Traffic S1udy\Calqsk&ynqhro\AM Peakzy7 3/11112008 KIMIty-Hofn and Associates, Inc. HCM Signalized Intersection Capacity Analysis .517 770 South Miarni Traffic Study 2: SW 80 Street & SW 67 Avenue 412 779 451 765 v/s Ratio: Prot 0.23 AM Peak Hour 0.07 c0.00 0,14 01.00 C0-16 v/s Ratio Perm: cO.37 t .10 .0.03 Movement EBL EST EBR WB6 WBT WBR 0.17 NBT NBR 8BL SBt SBR Lane Configurations ons I � I U 16.6 _NBL I 1� Progression Factor I � 1 Ideal Flow (vphpi) 1900 1900 1900 191 1900 . 1900 1960 1900 1900 1900 190.0 1900 Total Lost time (s) 4.0 4.0 4(),2. 4.0 15.5 4.0 4.0 11.7 4.0 4.0' Level cif .Se N-ce Lane U.N.. Factor 1.00 1.00 I.O.P. 1.00 8 1.00 1.00 Approach Delay (s) 1.00 1"00 Fft 1.00 0.99 1.60 6.97 Approach LOS 1.00 0.98 1.00 0r96 3 Fit PrOteMed 0.95 1.00 OA 1.011 0.95 1.00 0.95 1.00 .Satd. Flow (prof) 1770 1845 177.0 1808 1770 1821 1770 1793 Fit Permitted 0.66 1.00 D-.3¢ 1.00 0.48 1.00 0.53 1.00 Satd. Flow (pan! 1239 1845 -654 1808 887 1821 987 1793 Volume (vph) 404 347 24 21 98 94 25 194 34 21 202 67- Peak-hour factor, PHF 0.88 0.88 0.88- 0.8 0.88 0.;88 0.88 '0.86 0.0.8 0.8$ 0.88 0.88 Aqj- Flow (vph) 459 394 27 21 111 27 28 '220 39 24 230 76 RTOR Reduction (vph) 0 3 0 0 12 0 0 -.6 0 0 11 a Lane: G rou Flow (vph) 459 41.0 0 2j 126 .0 28 253, 0 24 295 0 Turn Type. ftrm PerM PM+Pt pm+pt Protected Phases 4 8 5 2 1 6 Permitted Phases.. 4 2 6 Actuated GreOft, G f6) 35.3 35.3 35J 35-3 38,8 36,2 38,6 36.1 Effective. Green, g. (s') 36.3 363 36.E .0.1 46.3 38.8 .37.2 38.6 37.1' Actuated g/C Ratio 0.42 0.42 0.42 0.42 -.0-45 0.43 0.44 0.43 Clearance Time (p) -5r0 5.0 5.Q 5.0 3.0 5.0 3.0 .5.0 Vehicle Extension (s) -3.0 &D 3.0 3.0 3-0 3.0. 3.0 .3,0 Lana,Grp Cap.. (vph) .517 770 27§ 754 412 779 451 765 v/s Ratio: Prot 0.23 0.07 c0.00 0,14 01.00 C0-16 v/s Ratio Perm: cO.37 0.04 .0.03 0.02- v/c Ratio. 0.89 6.54 0.0.9 0.17 0.07 0.33 0.05 0.39- Uniform Delay, di 23S 19.1 15-1 15.9 13.8 16.6 13.8 17.1 Progression Factor 1,00 1.00. 1 1.00 1-00 1.100 1.00 1.00 Incremental Delay., & 161 0.8 0.11 OA 0.1 1.1 0.0 1.5. Delay (s) 4(),2. 19.9 15.5 16.0 13-0 11.7 13.0 18.6. Level cif .Se N-ce D- 8 A B B 8 B Approach Delay (s) .30.5 150 17.3 18.2' Approach LOS C B 3 Intersection Summary. HCM AvokageControl Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis. Peflod (min) c Critical Lana.lGroup. 24.3 KM Level of Service C 0.62 87.0 Sum of lost time (s) 11.0 IOU Level of Service B 1-5 GA04081 8019 - South Miami Traffic Study\Syncheo% M Peak.sy.7 2/26/2008. Kimley-Horn and Associates, Inc. HCM Signalized Intersection Capacity Ana4ais South Warni Traffic Study 4: SW 80 Street & US. 1 AM Peak Hour /* Movement E13L EBT EBR WBI WBT WBR NEL NET NER SWL SWT SWR Lane Configurations 1 4 275 147 163 111 1� 3536 1 +0 1 ley, 0.00 Ideal Flow fvphpl) 1900 1900 1900 i941, 1900 19-00 1900 1900 1900 1906 1900 Aqw, Total Lost time (s) 4,0 4.'0 6649 4.0 .4.0 1-5.5 4,0 4.0 Progression Factor 1.00 4.0 4:0 1 A 1-.00 1.00 Lane LIM. Factor 0.95 0.95 Incremental Delay, d2 60.1 0.97, 1.00 10.3. ., 22.2 0.3 1.00 0..91 0.4 .1.00 0.91 Frt 1-00 . 1.00 10.6 1.06 0.99 1.00 1.00 C 1.00 1-.04 127.2 Flt Protected 005 0.99 0A- 1.00 F 0.95 1.00 B 0-9.5 1.00 Intersection Summary Said.. Flow (prot) 1601 1758 IA14 `9 1843 HCM Average Control Delay 1.770 5075 HCM Level Of Ser v*1 de 177-0 5071 Fft Permitted 0.95 0.99., 02 1.00. 0.11 1.00. 15.0Z 0.04 11.00 12.0 Said. Flow (par-m-) 1681 1758 3433 1843 E 207 -5075 71 5071, Volume (vph) .200 180 0 264 108 8 16 2904 4.0 4 1824 52- Peak-hour factor, PHF 1.00 1.00 1.09 1.001 1.00 1.00. 1:00 11.00 1.00 1.00 1.00 1.00. Adj. Flow (vph) 260 160 0 204, 108 8 16 2904 40 4 1624 32 RTOR Reduction (vph) 0 0 0 .0 2 0 0. 1 0 0 1 0 Lane Group Flow .(vph) 175 185 0 204 114 0. 16 2943 0 4 1655 0 Turn Type split Split pm+pt prn+pl Protected. Phases 4 4 8 5 2 1 6 Permitted Phases 2 '6 Actuated Green, G (4) 14.0 14.0 1.0. 1010 106.2 103.8 103.8 102.6* Effective Green, g (s) 16.0 '16.0 12, 12.-0 107.2 105.8 104.6 104.6 Actuated g/C Aati o 0.11 0.11 US 0.08 0.71 0.71 0.70 0.70 Clearance Time (5) 6.0 6.0 6.0 6.0 3-0 S.-O 10 6.0 Vehicle Extension (s) 3.0 3.0 -,3.0 3.0 * 3.0 3.0 3.0 .3:0' Lane Grp Cap (.vph) 179. 1.88 275 147 163 3580 52 3536 v/s. Ratio Prot 410 00.11 0A. 00.06 COMO 00.58 0.00 0.33 A Ratio Perm 0.07 0.65 We Ratio 0.98 0.98 0.74 0.78 0.10 0.82 0.09 0.47 Uniform Delay, -di -66.8 6649 67-5. 67,7� 7.6 1-5.5 19.6 10.2 Progression Factor 1.00 1.00 1 A 1-.00 1.00 1'00. 1--00 1.00' Incremental Delay, d2 60.1 60.6 10.3. ., 22.2 0.3 2.3 0-4 0.4 Delay ts) 128.9 127.4 77.4 89.9 7.9 17.8 20.1 10.6 Level of Service F .F E F A B C B Approach Delay (t) 127.2 82.2 17.7 10.7 Approach LOS F F B 13 Intersection Summary HCM Average Control Delay 26.8 HCM Level Of Ser v*1 de C, HCM Volume- to Capacity ratio 0.81 Actuated Cycle Length (s) 15.0Z Sum of lodt time (i) 12.0 Intorsettibn Capacity Utilization .'82.9% ICU Level of Service E Analysis Marlod (min) 15 c Critical Lane Group G:\040818019 - South Miami Vatfic Study\Syndhro\-AM Fieak.sy 2/26/2008 I(iryiley.-Hdrn and Associates, Inc. HCM Signalized Intersection Capacity Analysis pm +pt South Miami Traffic Study 1; SW 72 Street & SW 67 Avenue pm +pt Perm pm+pt Protected Phases 7 PM Peak Hour 3 8 5 2 1 6 Permitted Phases 4 Movement EBL EBT EBR WBL WBT WBR NBL NIT NBR SBL SBT SBR Lane Configurations 61.4. }Z, I ft 26.0 30:6 26.0. Effective Green, g (s) 62.4 58,4 Ideal Flow (vphpl) 1900 1900 1900 1909 1900 1900 1900 1900 19.00 1900. 1900 1900 Total Lost time (s) 4.0 4.0 4.9 4.0 0:25 4.0 4.0 4.0 4.0 4.0 6.0 Lane Utll. Factor 1.00 0.95 1.00 0.95. Vehicle B densior► (s). 1.00 1.00 1.00 1.00 1.0.0 3:0 Frt 1.00 .0.99 1.09 0.99 132 1:00 1.00 0.85 1.00 0.97 474 Flt Protected 0196. 1.00 0.04 1.00 A.25 4:95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 3491 1770 3513 1770 1963 1583 '1770 1806 0.06 Fit Permitted 0.07' 1:00 024 1.00 0.84 0.15- 1.00 1.00 0.39 1:00 0.86 Satd. Flow (perm) 128 3491 452 3613 22.8 283 1863 1583 729 1806 Progression Factor Volume (vph) 121 792 79 249 1542 80 66 253 96 59 317 81 Peak-hour factor, PHF 0.98 0.98 0.9,8 0.98 0.95 0.98 0.98 0.98 0:98 0.98 0.98 0:98 Adj. Flow (vph) 123 808 81 254 1573. 82 67 258 400 60 323, 83 RTDR Redtiction (vph) 0 8 0 6 4 0 0 0 75 0 8 0 Lane Group Flow (vph) '123 881 0 2H 1651 0 67 258 25 60 398 0 Turn Type pm +pt pm +pt pm +pt Perm pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 61.4 $6.4 61.4. 56.4 30.6 26.0 26.0 30:6 26.0. Effective Green, g (s) 62.4 58,4 W.A. 58.4 31.6 26.0 28.0 ..31.6 28.0' Actuated g/C Ratio 0:57 0.53 0.57 Q.53 0.29 0.25 0.25 0.29 0:25 Clearance Time (s) 3.0 6.0 3.0 6.0 3.0 6.0 '&0 3.0 6.0 Vehicle B densior► (s). 3.0 3.0 3•.p 3.0 3:0 3.0 3.0 3.6 3.0 Lane Grp Cap -(vph) 132 1853 304 1865 130 474 443 243' 480 v/s Ratio Prot c0.03 A.25 0.08 0.47 cfl.02 0.14 0.01 c0.22 v/s Ratio Perm c0.50 0.44 0.13 0.02 0.06 v/c Ratio 0.93 0.48 0.84 0.89 052 0.54 0.06 0.25 0.86 Uniform. Delay, d1 22.7 16.2 20.4 22.8 31.0 35.5 31.1 29.4 39.2 Progression Factor 1.04 1.00 1.00 1.00 1.00 1.00 1.00 1.0.0 1,00 Incremental Delay, d2 57.5. 0.2 17.7 5:4 3.4 4,4 0.$ 0.5 19.1 Delay (s)- 80.3 16.4 38.1; 28.3 34.4 399.9 31.4 29,9 58.2 Level of Service F 8 fa C C D C C E Approach Delay (s) 24.1 29.6 37.0 54.6 Approach LOS C C D D Intersection Summary HCM Average Control Delay 32.0 �CM Level of Service. C HCM Volume to Capacity ratio 0.89 Actuated Cycle: Length (s) 110.0 Sum of lost time (s) 16.0 Intersectiori Capacity Utilization 90.510% ICU Level of Service E Analysis Period (rain) 15 c Critical Lane Group G:1040818019 - South Miami Traffic Study\SynOhro \P Peak.sy7 .2/.26/2008 Kimley -Horn and Associates, Inc: HCM Signalized Intersection Capacity Analysis 28:5 MCM Level of Service C HCM Volume to Capacity ratio South Miami Traffic, Study 2: SW 80 Street & SW 67 Avenue 80.0 Sum of lost time Is) 12.0 Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane. Group PM Peak Hour -0 -10- -V e *- k t 1* 1* 1 W Movement EBL EBT EBI3 W8L WBT WBR NBL NBT NBR SBL SBT 9B9 Lane Configurations- Ideal Flow (.vphpl) 1900 1900 1900 . 1900 1900 1900 1900 1900 1900 1900 1.900' 1900 Total Lost time (s) 4.0 4.0 4.{ 4.(� 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00. 1.0 1.00 1.00 1..00 1.00. 1.00 Frt 1.00 '0197 1.0� 0.98 1.00 0.99 1.00 0.95 Flt Protected 0.95- 1,00 0,951 1.00 0195 1.00 0.95 1.00 Satd. Flow (prot) 1770 1798 177{ 182.6 1770 1838 177.0 1763 Fn Permitted 0.25 140.0 0.49 1.00 M26 1.00 0.60 1.00, Satd. Flow (perm) 458. 1798 '8411 1.826 488 1838 1112 1763 Volume (vph) 136 1.94 58 So 338 51 42 191 19 39 373 206 Peak -hour factor, PHF 0,94 0'.94 0:94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 .0.94 Adj. Flow (vph) 145. 206 62 94 360 54 45 203 20 41 397 219 RTO.R. Reduction (vph) 0 15 0 0. 7 0 0 4 0 0 21 0 Lane Group Flow vph 145 253 0 94 407 0 45 21'9 0 41 -595 0 Turn Type Perm Perm) pm+pt pm +pt Protected Phases 4 8 5 2 1 6 Permitted Phaseg 4 1 2 6 Actuated Green, G (s) 23.1 23.1 231; 23.1 43.9 40.2 43.9 40.2 Effective Green, g (s) 24.1 '24.1 24.1; 24.1 43..9 41.2 43.9 41.2 Actuated WC Ratio 0.30 0.30 0.30 0.30 0:55 0.52 0.55 0,52 - Clearance Time (s) 5,0 5.0 S.d 5.0 3.0 5.0 3:0 5.01 Vehicle Extension (s) 3.0 3.0 3.17 3.0 3.0 3.0 3:0 3:0 Lane Grp Cap-(.vph) 138 542 2531 5:50 311 947 832 908 v/s Ratio Prot 0.14 0.22 00.00 0.12 0.00 00.34 y /s. Ratio Perm c0. -32 0.11; 0.07 0.03' We Ratio 1.05 0:47 O.V. 0.74 0.14 023 0.06 M65 Uniform- Delay, d1 27.9 22.7 22.0. 25.1 10.1 1:0.7 8.4 14.2 Progression FaOtpr 1.00 1..00 1.00 1.00 1.0.0 9.00 1.00 1.00, Incremental Delay, d2 9.0.8 0.6 0.9; 5.3 0.2 0.6 0:0 3.7 D®}ey (s) 118.7 23.4 22.0 30.4. 10.3 11.3 8.4 17.9 Level of Service F C C C B B A B Approach Delay (s) 56.8 29.1 11.1 17.3 Approach LOS E C B B Intersection Summa HCM Average Control Delay 28:5 MCM Level of Service C HCM Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 80.0 Sum of lost time Is) 12.0 Intersection Capacity Utilization 73.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane. Group (3:1040818019 - South Miami Traffic StudylSynchrolPM Peak.s.7 "2126/2008 Kimley -Horn and Associates, Inc. HCM Sighaliz6d Intersection Capacity Analysis South Miami Traffic Study 3: SW 80 Street & US 1 PM Peak Hour EBL EBT EBR WBT WBR NEL NET NER SWIL SWT SWR LaneConfiguratidns, Split 4 Sput Actuated Cycle Length (a) pm+Pt. Intersection Capacity Utilization pm+Pt. Analysis PeriiDd (rniri) Protected Phases 4 4 Ideal Flow (vphpl) 19 1900 1900 19N 1900 1900 1960 . 1900 1900 1900 1900 1900 Total Lost time (s) 460 4.0 8.0 4.0 4.0 104.0 4.0 4.01 97.0 4.0 4.0 10.0 Lane-W. Factor 0.95 0.96 102.0 0.27 1.00 Achk-ftd g/0- Ratio 1:00 0.91 0.115 1.00 0.91 0,68 Frt 1.00 0.06 6-0- 11-04 1.00 6..0 1.00 1.00 3:0 1.00 1.00 3.0 Fit Protected 0.95. 1 3.0 0.96 1.00 3.0 0.95 1.00 113 0.95 1.00 85 Satd. Flow (prot), 1081 1698 v1s Ratio Prot 3433 1863 WAS 1770 5062 038 1770 5076 v1s Ratio Perm Fit Permitted 0.95 1100 0.95 1.00 0.06 0.04 1,00 1.04 0.08 i.00 0A8 Satd. Flow (germ) 1861 11698 0.96 343.3 1861 70.0 73 '5062 34,11 141 76 5078 23.8 Volume (vph) 124 98 32 504 132 0 44 1884 80 8 3188 40 Peek -hour factor, PHF 1.00 1,00 1.0.9 1.00 1.00 1-00 1.00 1.00 1.00 11-00. '1100 1.00 Ad]. Flow (vph) 124 88 32 504. 132 0 " 1884 60 8 .3188 40 RT.OR Reduction (vph) a 8 0 0 .0 0 0 2 0 0 1 g. Lane G.rou, Flow (vph) 117 119 0 504 132* 0 44 1042 0 'S 322'7 . 0 Turn Type Split HCM Volume to Capacity ratio. Sput Actuated Cycle Length (a) pm+Pt. Intersection Capacity Utilization pm+Pt. Analysis PeriiDd (rniri) Protected Phases 4 4 5 2 1 6 Permitted Phases 2 a Actuated Green,G (s) 8.0 8.0 W.0 .20.0 104.0 100.0 *98.0 97.0 'Effective - Oreen, g (a) 10.0 10.0 22.0 22.0 105,0 102.0 99.0 99.0 Achk-ftd g/0- Ratio 0.07 0.07 0.115 0.15 0.70 0,68 0.66 0.66 Cleamribe Time (a) 6-0- 6.0 6.0. 6..0 3.0 6.0 3:0 6.0 Vehicle Extensions 3.0 3.0 3.0 3-0 3.0 3.0 3,0 3.0 Lane Grp Gap (vph) 112 113 w4i 273 85 3442 93 3350 v1s Ratio Prot 0.07 cQ.07 WAS 0.07 cO.01 038 c0,64 v1s Ratio Perm 0,35 0.06 Wc Ratio 1.04 1-05 1.00, 0A8 0,52 0.56 0.09 0.96 Uniform Delay, di 70;0 70.0 64,0 58.8. 34,11 1.2.5 9.2 23.8 Progression Factor 1.00 1.60 1.00i 1.60 1.00 1.00 1:00 1.-100 Incremental Delay, d2 97.5 9$,6 40.1 1.4 5 . .2 0.7 0.4 9.1 Delay (6) 167.5 1.6816 104.1 50.1 44.3 13.1 9.6 32.9 Level of Service F F F: E D B A C Approach Delay (s) 168.1 95.0 13.8 32.9' Approach LOS F F g. C Intersection Summa HCM Average Control Delay 38.5 HCM Level of Service D HCM Volume to Capacity ratio. 1.00 Actuated Cycle Length (a) 150.0 Sum of lost time (s) Mo Intersection Capacity Utilization 93.60/10. io-U. Level oi-Service. F Analysis PeriiDd (rniri) 15 c Cfftldal Lane Group -GA04081-8019 -.South AMami`Traffia-Study\Synchrb\PM Peak.-.07 2/20/2008 Kirnley-Hom and Associates,. Inc. Page 1 signal timing.,ut 3004 SUNSET DR & LUDLAM RD TIMING FOR DAY fie 2 (SECTION .157) PAGE 4 TIME PT 'OFF EW G Y R X.W. F NSL Y NSG V R tVL Y S Y M CYC MIN; 19. 20 5 10 5 TIME PT .OFF f±WW F Y R NSL Y NSW F G Y R EWL Y S Y M CYC Mz:N: * 7. 10 5 14 1 5 0 9 55 *22. 10 5 1 5 3 7 6 1 5 1 5 3 7 74NITE M2 SOO 3 55' 22 10. .5 1 5 3 7 10 1 5 1 5 3 7 78PRE AM 6(X1 5 79 *42 10 5 1 5 3 7 12 1 5 1 5 3 2 1000FF PEAK Q0 16 81 *9.9 10 5 1 7 3 7 14 7 .5 1 1b 3 7 172AM PEAK 730 i0 0 99 1 5 1 7 20 7 3 21 5 1 10 3 13 7 1$3AM PEAK x400 6 0 9.9 1 •5 1 7° 20 7 3 2t S. 1 1O 3 13. 7 183AM PEAK. 84S 14 0 *99 10 5 1 7 3 7 14 7 S 1 DLO 3 7 172M PEAK '900 16 81!9;9 10 5 1 7 3 7 14 7 5 1 0 3 7 172AM PEAK 950 1 S5042 1.0 5 1 5 3 7 12 1. 5 1 5 3 1100MIpDAY 14,00 8 7 28' 1 5 1 7'20 5 3 13 5 1 8 3 13 8 1000FF PEAK 153{ 7 31 *50 10 5 1 5 3 7 14 1 5 1 5 3 2 110PM PEAK 1900 3 79 *42 10• 5 1 5 3-7 12 1 5 1 5 3 2 1000FF PEAK ENTER NEXT PA99 4 (1 DIGIT)e DAY # (2 DIGIT,90= HELP) OR ASSET # (4 DIGIT) 3790 LUpLAM 'RD & 'SW 80' ST TIMING FOR DAY f 2 (SECTION 1) PAGE 4 TIME PT :OFF NSW F Y R EWW F G Y R NSL Y •S Y M CYC MIN: IT 7 7 1 5 0 22 28 26 7 4 1 7 7 18 4 1 8 3 80MID NITE 130 9 .28 2p 7 53.0 10 b 17 7 4 4 1.7 7 18 4 1 8 3 .6 6 8:OLATE MIT 6255 11 0 17 7 4 1 1 7 7 7 13 4 7 30 4 1 1 5 6 3 3 7 6.9PRE AM A T 87AM PEAK 930 20 ,0, 17 7 4 1 7 7 12 4 1 •S 3 7 68AM PEAK' IOQO 12 0 17 7 4 1 7 7 12 4. 1 S 3 7 68POST AM 1030 11 0 17 7 4 1 7 7 13 4 1 S 3 7 69MXD DAY 1535 6- 0 27 7 1836 14 0 17 7 4 4 1 1 7 7 7 1 4 1 6 3 7 80TEST PM 1900. 1. 0 17 7 4• 1. 7 7 4 7 13 4 .1 1 S 5 3 3' T 69PM PEAK 7 69POST PM 2000 2 017 7 4 1 7 7 13: 4 1 5 3 T 69EARLY EV 2200 7 0 17 7 4 1 7 7 13 4 '1 5 3: 7 69MID EVE 2300 13 Q 17 7 4 1 7 7 4 4• '1 5 3 7 60EARLY NI ENTER NEXT PAGE M (1. DIGIT), DAY # (2 DIGIT,99=HELP} OR. ASSET # (4 DIGIT) 3626 US 1 & SW .80 ST 'Pt TIMING FOR: DAY # 3 .(SECTIoN 1) PAGE 4 TIME OFF ACC G Y R EG Y 'It WC Y R ACL Y 5'y M CYC MIN : 1 7 7' 5 0. 22' 43 20 28 4. 2• 7 4 2 7 4 2: 0 p 4 8.QMID NTT£ 130 9 63 20 28 4 2 7 4 2: 7 4 2 0 6 4 80LATE NIT 315 24 0-20 ZO 4 2 8 4 2 11 4 2 6 3 7 96RECALL T 345 9 63 20 28 4 2 7 4 2 7 4 2 0 0 4 80LAATE NIT S30 10 57 20 28 4 2 7 4 2 7 4 2 0 0. 4 8i1PRE AM A -4625 17 14.6 20 79 4 2 14 4 2 10 4 2 •6' 3 12 15.OAM BEAK 930 20 127 20 .70 4• 212 4' 212 4 2 5 3 14.6AM PEAK 1000 12 48 20 48 4 2 12 4 2 14 4 2 5: 3 12(1POST AM 1030 11 22 20 38 4 2 12 4 2 19' 4 7 S. 3 115MIO DAY 1535 6 109 20 76 4 2 8 4 2 20 4 2 5 3 12 8 150TEST PM 1930 14 100 20 70 4 2 9 4 2 15 4 2 5 3 8 14OPM PEAK 1900 1 9320 54 4 2 9 4 2 11 4 2 5 3 8 120POSr PM 2x00 2 42 20 35 4 2 9 4 2 10 4 2 5 1 8 100EARLY EV 2200 7 8 20 25 4 2 9 4 2.10 4 2 5 3 8 90MID EVE 2300 13 11 ZO 26 4 2 8 4 2• 8 4 2 D 0 4 8 `80EARLY NI ENTER NEXT PAGE .# (1 DIGIT), bvY # (2 UIGIT,99=HELp) OR ASSET $• (4 DiG7T)- Page 1 Qptimi�ed ing Ti * -South Miami NeOWrhood Traftc Study July 1008 HCM Signalized Intersection Capacity. Analysis South Miami Traffic Study 1: SW 72 Street & SW 67 Avenge AM .Peak Hour.- optimized -.4 --b- N 4-i *- ti 4N Movement EBL EBT EBR WBL. W.BT WBR NBL NBT NRR SBL SST SBR Lane Configurations 1 0 1 1 4110 1 4 r 'a 6 Ideal Flow (vphpl) 1900 1900 1900 11900? 1900 1900 1900 1900 1900 1900 11900 1900 Total Lost time (s) 4.0 4,0 28.0 4.011 4.0 0.59 4.0 4.0; 4.0 4.0 4.0, 0.14 Lane Utih Factor 1.00 0.95 6.0 1.00' 0:95 &0 1.00 1.00 1.00 1.00 1.00 3.0 Frt 1.00 1.00 3.0 1.00 '0.99 3.0 1.00 1.00 045 1.00 0:97 Flt Protected 0.95 1.00 0.95 1 b.0 0.95 1100 1.00 0.95 1.00 Satd. Flow (prat) 1770 3522 1770 3510 1770 1863. 1583 1770 1812 Flt Permitted 0.31 1.00 0.04, 1.00 0.22 1.00 1.00 0.13 11:00 Satd. Flog (porn) 583 3522 74: 3510 405 1 W3 1583 248 1812 Volume (vph) 78 150 53. 69' 556 32 54 229 375 106 187 41 Peak -hour factor, PHF 0.82 0.82 0.82 0.82: 0.82 0.82 0.82 0.82 0.$2 0.82 0$2 0.82 Adj. Flow (vph) 85 1943 65 84: 678 39 66 279 457 129 .228 50 RTOR Reduction (vph) 0 1 0 0' 2 0 0 0 230 0 4 0 Lane Group Flow (vph) 95 2007 0 84: 715 0 66 279 227 129 274 0 Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance: Time (s) Vehiole Extension (s) Lane Grp Cap (vph) A Ratio Prot A Ratio Perm vk Ratio Un ftrrn Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (.$) Approach LOS Intersection Summa pm +pt 75.2 HCM Level of Service E pm +pt 1.01 pm+pt 183.0 Sum of lost time (s) 36.0 Perm pm +pt Analysis Period (min) 7 4 3; 9 5 2 1 6- 4 8:. 2 2 6 105.9 99.1 107.1 99.2' 35.0 24.0 24.0 45.0 31:0 107.9 101.1 108.1 101.2 36.0 26.0 28.0 47.0 33.0 0.59 0.55 0.59 0.55 0.20 0:14 0.14 0.26 0.18 3.0 6.0 3.0 '6.0 &0 6.0 6.0 3.0 6.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 .3.0 3.0 388. 0.01 0.14 0.24 17:3 1.00 0.3 117:6 B 1946 c0.57 1.0.3 41.0 1.00 28.9 69.8 E 67.5 E 108 CO-0.3 0.43 0.78 49.5 1.00 28.9 78.3 E 194.1 0.20 0.37 23:0 1.00 0.1 23.1 C 28.$ C 154 0:02 0.08 0.43 62.1 1.00 1.9 64.0 E 265 c0.15 1.05 78.5 1.00 69.8 148.3 F 137.2 F 225 0:14 1.01 78.5 1.00 62.4 140.9 F 205 C0.06 0.1110 0.63 56.8 1.00 5.9 628 E 327 00.15 0.84 72.4 1.00 21.9 94,3 F 84.3 F HCM Average Control Delay 75.2 HCM Level of Service E HCM Volume to Capacity retie 1.01 Actuated Cycle'. Length (s) 183.0 Sum of lost time (s) 36.0 .Intersection Capacity Utilization 84,V* IbU Level of Service E Analysis Period (min) 15 ,c Critical Lane Group Gi:104081 8019 - South Miami Traffic Study\Ga0\Synchrb%AM Peak opt.sy7 311212008 Kimley -Hom and Associates, [no, HCM Signalized Intersection Capacity Ana,. is South Miami Traffic Study 2: SW 80 Street & SW 67 Avenue AM Peak Hour - optimized Movement � -V ' 4- k *� EBR WBL WBT WBR T � 1 41 NST NBR SBL SBT SBR Lane Configurations Ideal Flow (vphpl) 1900 1900 1900 1900: 1900 1900 1900 1900 1900 190.0 1900 1900 Total L o6t time (s) . 4.0 4.0 4.0; 4.0 4.0 4;Q 4.Q 4.0 Lane Util, Factor 1.00 1.00 1.00: 1.00 1.00 1.00 1.00 1.00 Fri 1.00 0.99 1.00 0.97 1.00 0.98 1.00 0:96 Fit Protected 0.95 i.00 0.W: 1.00 0.95 1.00 0.95 1.00, Satd. Flow (prof) 1770 1848 1770 1808 1770 1821 1770 1793 Flt Permitted 0.67 1.00 0.36'. 1.00 0.47 1.00 0.53 1.00 Satd. Flow (perm) 1240 1845 666• 1808 884 1821 985 1793 Volume. (vph) 404 347 24 21 98 24 25 194 34 21 202 67 Peak -hour factor, PHF 0.88 0.88 0.88 0.8x9: 0 .-88 0.88 0.88 0.88 0.88 0.88 0.88 0.88. Adj. Flow (vph) 450 394 27 24 111 27 28 220 39 24 230, 76 RTOR Reduction (vph) 0 3 0 0! 13 0 0 6 0 0 11 0 Lane Group Flow (y ph) 459 418 0 24. 125 0 28 253 0 24 295 0 Turn Type Perm Perm pm+pt pm +pt Protected Phases 4 8 6 2 1 6 Permitted Phases 4 8 2 .6 Actuated Green, G (s) 35.8 35.8 35.3 35.8 38.3 35.9 38.1 35.8 Effective Green, 8 (s) 86A 36.8 36,8 3.6 38.3 :36.9 38:1 3'6.8 Actuated g ?C Ratio 0.42 .0.42 042 0.42 0.44 0.42 0.44 0.42 Clearance Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 3.0. 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 -3.0 3.0, Lane. Grp Cap (vph) 525 780 282 765 403 772 443 758, - v1s Ratio Prof 023 0.07 c0.00 0.14 0.00 c0.16 vts Ratio Perm c0.37 0.04 0.03 0.02 v/c Ratio 0.87 0.54 0.09 0.1:6 0.07 0.33 0.05 0.39 Uniiorrn Delay, -d1 23.0 18.7 15.0 15.6. 14.1 16.8 14.0 173. Progression Factor 1.00 1:00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.9 0.7 0.1 0.1 0.1 1.1 0.1 1.5 Delay (s) 37.9 19.4 152 15.7 14.2 17.9 14.1 18:8 Level of' Service D B B B B B B B Approach Delay (s) 29.1 15.6 17`.5 18.5 Approach LOS G B B B Intersection Summary HCM Average Control Delay 23.7 HCM Level of Service C HCM Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 87.0 Sum of kit time (s) 12.0 Intersection Capacity utilization 59 ;W0 ICU Level of Service B Analysis PetQd (min) 15 c Ctitical Lane Group G:10.4.0818019 - South Miami Traffic StudylCaft\Synch. ro1AM Peak opt:sy7 -3112/2008 Kimsey -Hom and Associates, Inc. HCM Signalized Intersection Capacity Analysis South Miami Traffic Study 4: SW 80 Street & US 1 AM Peak Hour - optimized �f � -A A,- r-- f- I 's /I'. � je ..*/ EBL EBT EBR WBL; WBT WBR NEL NET NER SWL SWT SWR Lane Configurations ��► �►�� Ideal Flow (vphpl) 1900 1900 1900, 1900: 1900 1900 1900 1900 1900 1900 1900, 1900 Total. Lost time (s.) 4.0 4.0 4.0; 4.0 4.0 4.0 4.0 4.0 Lane. Utll. Factor 0.95 0.95 Q.97.: 1.00 1.00 041 1.00 0.31 Frt 1.00 1..00 1.00; 0.99 1.00 1.00 1.00 1.00 Flt Protected 0.95 , 0.99 0.95; 1.00 0..95 1.00 0.95 1.00 Slatd. Flow (prof) 1681 1758 3433; 1843 1770 5075 1770 5071 Flt Permitted 0.95 0.99 0.95, 1.00 0.11 1.00 0.04 1.00 Satd. Flow erin 1681 1758 3433! 1843 199 5075 74 '5071.' Volume (vph) 200 160 0 204: 108 8 16 29.04. 40 4 1624 32 Peak -hour factor, PHF 1.00 1.00 1.00 1.00; 1.00 1.00 1,00 1.00 1.00 1.00 1.0.0 1.00 Adj. Flow (vph) 200 160 0 204, 108 8 16 2904 40 4 1624 32 RTOR Reduction (vph) 0 0 0 0; 2 0 0 1 0 0 1 0 Lane Group Flown (vph) 175 185 0 204; 114 0 16 2943 0 4 16555 0 Turn Type Split Splits pm +pt pm +pt Protected Phases 4 4 8° 8 5 2 1 6 Permitted Phases 2 6 Actuated Green, G (s.) 17:9 17.9 10.2: 102 102.1 99.7 99.7 98.5 Effective'Green, g (s) 19 -9 19.9 12.2 12.2 103.1 101.7 100.7 100.5 Actuated g/C. Ratio 0.13 0.13 0.08. 0:08 0.69 0.68 0.67 0.67 Clearance Time (s) 6.0 6.0 6.0: 6.0 3.0 6.0 3.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0; 5.0 &0 3.0 3.0 3.0 Lane Grp Cap (vph) 223 233 279' 150 151 3441 52 3398 v/s Ratio Prot 0.10 00.11 0.06 00.06 00.00 00.58 0100 0.33 v/9 Ratio Perm 0;07 0.05 v /c. Ratio 0.78 0.79 0.73 0.76 0.11 0.86 0.08 0.49 Uniform Delay., dl 63.0 63.1 67.3 67.5 92 18.5 23.3 12.1 Progression Factor 1.00 1.00 1.00 1..00 1100 1.00 1:00' 1.00 Incremental Delay; 02 1'6.4 16.8 9.5 20.1. 0.3 3.0 0.6 0.5 Delay (s) 79.4 79.9 76.8 87:6 9.5 21.5 24.0 12.6 Level of Service E E E F A C C B Approach Delay (s) 79.6 80.7 21.4 12.7 Approach LOS E F C g: Intersection Summary HCM Average Control Delay 262 HCM Level of Service C HCM Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 150,0 Sum of lost time (s). 1'20 Intersection Capacity. Utilization 82.0% ICU Lever of Service E Analysis Period (min) 15 c Critical Lane Group 6:1040818019 -South Miami Traffic StudylGalcsliymchrolAM. Peak opt.sy7 3/12/2008 Kirnley -Hom and Associates,, Inc. APPENDIX F SimTraffic Queuing Analysis South Mimm Neighborhood Traflic Study 20" Queuing and Blocking Report AM Peak Hour 3/1112008 Intersection: 1: SW 72 Street & SW 67 Avenue Movement EB ES, EB. WB WB WS NB NB NB SB -SB Directions Served L T TR L T TR L T R L TR Maximum Queue (ft) 72 794. 794 108 219 217 148 578 301 126 358 Average Queue (ft). 40 681 670 46 137 11.3 62 403 295 106 286 95th Queue (ft) 65 909 926 104 212 196 147 699 310 158 387 Link Disfanoe (ft) 779. 779 100 9.34. .934 557 13p 343 Upstream Blk Time ( %) 0.40 0.07 0.09 0.04 0.10. 0.14 Queuing Penalty (veh) 148 0.04 Queuing Penalty ,(veh) 1 0 0 0 82 0 Storage Bay Dist (f4) 100 125 125 275 100 Storage Blk Time. (° /6) 0.39 0.00 0.07 0.00 0.39 0.40 0.25 0.59 Queuing Penalty (veh) 31 0 5 0 166 113 57 62 Intersection: 2: SW 80 Street & SW 67 Avenue Movement EB EB WB WB NB NB SB SB Directions Served L TR L TR L TR L TR Maximum Queue (ft) 126 5188 118 140 53 219 74 158 Average Queue (ft) 121 446 29 57 23 93` 24 89 95tH Queue (M 142 678 86 131 51 206 64 161 Link Distance (ft) 1260 467 317 1875 Upstream Blk Time %euing Penalty (veh) Storage Bay Dist (ft) 100 100 100 13p Storage Blk Timo .( %O) 0.40 0.14 0.04 0.10. 0.01 Queuing Penalty (veh) 148 57 1 2 0 Intersection: 3: SW 74 Street & SW 67 Avenue Movement EB. WB N8 Directions Served LR LTR LT Maximum Queue {ft) 31 162 319 Average Queue. (ft) 12 '85 51 95th Queue (ft) 37 154 211 Link Distance (ft) 365 267 1875 Upstream Blk Time a (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Bik lime ( %) , Queuing Penalty. (veh) South Miami Traffic'Study Sim Traffic Report Page 1 Klmley -Hom and Associates, Inc. Queuing and Blocking Report AM Peak Hour 3/11/2008 Intersection: 4: SW 80 Street & US 1 Movement EB ES WB WB WB NE NE NE NE SW SW SW Directions Served L LT L L TR L T T TR T T TR Maximum Queue (ft) 145 .343 86 105 195 223 403 437 438 192 92 96 Average Queue (ft) 1244. .219. 29 55 96 22. '243 223 243 83 41 20 95th Queue (ft) 162 355 80 110 174 133 360 430 416 178 91 72 Link Distance (ft) 467 256 423 423 423 572 572 .572 Upstream Blk Time (%) 0.00 .0.00 .0:00 Queuing Penalty (veh) 0 0 0 Storage Bay Dist (ft) 120 200 200 200 Storage Blk Time (qo) 0.10 0.41 0.00 0:06 0.00 Queuing Penal#y (veh) 26 41 0 1 0 Nework Surninary Network wide Queuing Penalty- 792 South Miami Traffic Study SlmTraffic Report Page 2 Kimley -Horn and Associates, Inc. Queuing and Blocking Report PM Peak Hour 3111/2008 Intersection:1: SW 72 Street & SW 67 Avenue Movement EB EB EB WB WB WB NB NB NB SB- $B Directions Served L T TR L T TR L T R L TR Maximum Queue (ft) 126. 314 284 150 -949 949 150 175 69 1Rfi 377 Average Queue (ft) 107 242 21.5 1.36 796 770 '83 1.2.2 38 52 346 95th Queue (ft) 151 339 313 169E 996 977 152 175 .6.0 122 424 Link, Distance (ft) 190 779 779 .584 934 934 459 2490 235 343 Upstream Blk Time (° /,o) 100 412 100 493 0,02 0.02 150 0.29 Storage Blk Time ( %) 0.38 0.58 Queuing. Penalty (veh) 0:30 0.03 0.00 0 0 95 68 14 26 0 Storage Bay Dist (ft) 100 9 125 0 0 125 Storage. Bay Dist-(ft) 275 100 M. Storage Blk Time (%) 0.81 0.14 0.25 0.34 0.00 0.09. Storage Blk Time ( %) 0.00 0.72 Queuing Penalty.(veh) 203 17 198 84 0' 14 Queuing Penalty (veh) 43 Intersection: 2: SW 80 Street & SW 67 Avenue Movement ES EB WS WS NB NB SB SB Diree ions Served L TR L TR L TR L TR Maximum Queue (ft) 126: 1036 125 268 74 98 175 458 Average. Queue (ft) 103 474 48 187 40 65 32 249 95th Queue (fit) 175 9443 1.00 290 83 96 116 470 Link Didance (ft) 147 1260. 109 459 421 317 95th Queue (1t) 2490 Upstream Rlk Tlme-( %) 232 235 253 10 230 21'3 190 571 Queuing Penalty (veh) .584 Link Distance (ft) 459 235 Storage. Bay Dist (ft) 100 412 100 493 100 Upstream Bik Time 150 0.29 Storage Blk Time ( %) 0.38 0.50 0.04. 0:30 0.03 0.00 0.22 Queuing Penalty (veh) 95 68 14 26 0 1 0 9 Intersection: 3: SW 80 Street & US 1 Movement ER EB WB WB WB NE NE NE NE SW SW -SW Directions Served L LTR L L TR L T T TR T T TR Maximum Queue (ft) 145 493 225 235 250 18 222 187 182 509 $27 508 Average Queue (ft) 107 358 219 234 167 2 147 122 109 4.24. 421 413 95th Queue (1t) 178 576 232 235 253 10 230 21'3 190 571 579 .584 Link Distance (ft) 459 235 412 412 412 493: 493 493 Upstream Bik Time 0.29 0.02 0:33 .0.01 0,07 0.07 0.07 Queuing Penalty (veh) 73 0 0 0 0 0 0 Storage. Bay Dist-(ft) 120. M. 200 200 Storage Blk Time ( %) 0.00 0.84 0.25 0.41 0.09 042 0.20 Queuing Penalty (veh) .0 .52 33 54 45 1 2 Nework Summary NeN.wk wide Queuing Penalty: 1032 South Miami Traffic Study VmTraffic Report page 1 Kimley -Horn and Associates; Inc. APPENDIX G Synchro .Analysis — Unsignalized Intersections $oath WWW lYOg4ib NMM T-Ric Study )uly 20QN HCM Unsignalized Intersection Capacity Analysis South Miami Traffic Study -3: SW 74 Street & SW 87 Avenue. AM Peak Hour Movement EBL EBT EBP Sign Control Grade - Vol.ume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Land Width (ft) Walking Speed (ftls) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream: signal (ft) pX, plateon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2,. stage 2 cohf'vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) pA'queue free % cM capacity (veh/h) WBL WBT WBR N8L NBT NBR SBL 'SBT 'SBR 4 4 4 t Stop Stop Free Free 0% 00 01Ya •0% 3 0 6 73 17 76 2 503 .6 0 259 11 0.93 0.93 0.93 0.93 0.93 0:93 0.13 0.9.3 0.93 0.93 0.93 0.93 3 0 6 78 18 82 2 541 '0 0 278 . 12 None None 0.92 0.92 0:92 0.92 0.92 Volume Total 0.92 178 920 830 284 836 $35 541 290 541 914 816 226 823 822 54.1 232 541 7.1 6.5 6.2 7.1 6.5 8.2 4.1 4.1 3.5 4.0 3.3 3.5 4.0 3.3 -.2.2 2.2 98 100 99 71 94 85. 100 100 189 287 752 268 285 54.1 1234 1028 633 Direction, Larne # EB.1 WB 1 NB 1 BB 1 Volume Total 10 178 543 '290 Volume Left 3 78 2 0 Volume Right 6 82 0 12 cSH 378 361 1234 1700 Volume to Capacity 0.03 0:51 0.00 0.17 Queue Length 95th (ft) 2 69 0 0 Control Delay (s) 14.8 25.4 0.1 0.0 Lane L08 B D A Approaph Delay (s) 14.8 25.4 0.1 0,0 Approach LOS B D Intersection Summa Average Delay 4:6 Intersection Capacity Utilization 48.9111a ICU Level of Service A Analysis Period (min) 15 G:\04081801 9 - South Miami Traffic Study\Synchro\AM Peak.sy7 212612008 Kimley -Hom and- Asaociates, Inc. Ludlam Elementary School -- Traffic Circulation/Drop --(off Options South ?AWzd*N4Mgbbo&W T&Mc Study July 2009 N --I T—" S.W. NIV. Mrs4cf , �MMMGN. 099PACES) WAgWAY -gSrA%k -mmilml nAylqEw Ii SIYI! FXIWDM TA ORMAN IL it xxtvrm HAl*bOUWn y ail C3 to mom" U ll AW" sxww o" p AY I J fl AUMP.ASUATION r O.VACW. ll PROPOSED SITE PLAN SCHMWEA-1 so 100 SCAM m Fwr DR. PARKING TABULATION-. .ff il mtup saamm a . to PmolAMMIARK" to TOTALCPAM ""milutsmm ~------- - S.W. 7 - 4 PARKINO FLAYMM NEV covow MAN XMSTM Mao z mamm COMM WALKWAY E)Osytw—. Ilea . - - ' � PROPOSED SITE PLAN SCAMINFM PARXlM TABULATION ------- —'------ exurm PAM" JIMSDO 12 m=^,~�" � n=^=wwALU ^ ' ' /^