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HomeMy WebLinkAboutTab 2 - Traffic Impact Analysisd8/2007 11:53 FAX - URS I�oo2 URS February 8, 2007 Ms. UIia I. Medina, AICP Assistant Transportation Coordinator City of Miami, Office of the City Manager/Transportation 444 SW 2n° Avenue (10th Floor) Miami, Florida 33130 Re: Altos Pointe Sufficiency Letter — W.O. # 173 Via Fax and US Mall Dear Ms. Medina: Subsequent to our January 3, 2007 review comments for the subject project, we have received a response letter and a site plan with vehicle maneuverability details. Photocopies of the response letter and the site plan are attaohed herewith. Please note that in reference to the issue of committing to a Transportation Control Measure Plan, the response indicates that the applicant has agreed to the following specific Transportation Control Measures: • Provide transit information within the site including route schedules and maps. • Provide an area within the building designated for bicycles. The development approval should be conditioned upon applicant fulfilling above commitments. Further, the site plan should identify the location of the designated bicycle storage area. At this time, we conclude that the traffic impact report along with the subsequent submittal meets all the traffic requirements and the study is found to be sufficient with the aforementioned conditions. Should you have any questions, 'please call me at 934.739.1881. Sincere u Raj -hanmu Se or Traffic Engineer n Southern Attachment Co_ M. Antonio 5. Perez, Plannsr11.. City of Miami Planning (Fax- 305.416.1443) Mr, Manny A. Vega, Engineer 1, City of Miami Zoning (Fax - 305.416-1490) Mr. John J. McWilllanis, P_E_, KH&A. (Fax - 954.739.2247) URS Corporation Lakeshore Complex 51.00 NW 33rd Avenue, Suite 150 Fart Lauderdale, FL 33309 3375 Tel: 954.739-1881 FaX 954.739.1788 02/08/07 THU 10:40 [TX/RX NO 5202] uziu /Yuu7 11: aJ raA urea and Assodstes, Inc. February 7.2Q07 Mr. Raj Shanmugxm. URS Southern Corporation 51001WV 33'1 Avenue, Suite 150 Fort Lauderdale, FL 33309 Re: Altos Pointe CRS Workorder#173 MUSP Traffic Impact Analysis .Response to Coramertts Dear Mr. Shanmugam= We received your cotatnents dated January. 3, 2007, iegaiding the traffic study submitted/ for the above referenced project. We offer the following responses: 1. The study was performed based on 8,610 square feet (sq.Pt.) of retail space and 13,126 square feet (sgft.) of office as oppose to 8,242 sgft. of retail space and 15,185 (sq ft.) of office space shown in the site plan. The internal capture, trip generation,. and trip distribution calculations may be overestimated �slteeta �not legible, which d must be revised. Additionally also be addressed; attached summary A supplemental trip generation analysis was conducted comparing the development plat assumed in the traffic study to the current site plan. The analyst," Is attached As indicated, the proposed site plan generates one (1) additional AM peak hour trip (ilE methodology) and two (2) less PM peak hour trips (Ins methodology) when compared to the development plan assumed in the traffic study. In our opinion, this slight fluctuation in trip generation is considered >tegllgi Ie. 2. The attached site plan does not include the maneuvering (g path) of deliver"/ trucks within the project boundary. The report must include the turning path of a design vehicle, using "Auto TURN" or any other approved method; A maneuverability analysis is attached TEL tilt SE 5100 FM 984 739 2247 ■ Sub Ste 5200kW. 35rd Avesta Ft Leuderdea, Florida 02/08/07 THU 10:40 ITX/RX NO 5202) 02/08/2007 11:53 FAX qi0 uug priori Kimist+Icrn and Associates, Inc. 3. The reprt showstion turning movemental westbound count unt (Appendix A), s at SW Sth which 22a4 Mamie must be revised; The traffic count srehcorsultant confirmed that the illegal westbound movements came front vehicles that visited a bakery located on the northeast corner of the Intersection of SW 54 Street and SW 32' Avenue. The illegal westbound movements were Ignored in the analysis. 4. The raw A.M. peak hour traffic counts (Appendix A) at SW S°i Street/SW 21n Avenue and SW 64 Street/SW 21 Avenue intersections are inconsistent with the turning o s mustwn ch n the 'vbe olume development worksheet' (Appendix No such inconsistency could be found. S. The tsec on g is uccon�sistent tW 611' he information provided in 231'd Avenue intersection (Figure 4) is the Syuebro analysis (Appendix $), which must be revised; No such inconsistency could be found 6. SW go Street/SW 2214 Avenue intersection operates at LOS F during both existing and future condition analysis. The report must include specific Transportation Control Measures (TM) to reduce the auto trips at these particular intersections A general Transportation Control Measures Plan (7'CMP) has been included in the revised report. Additionally, the applicant has agreed to the following specific TMCP measures: N Provide transit information within the sire including route schedules and maps. ,▪ provide on area within the building designated for bicycles. We trust these responses should address your comments. Should you have any questions, please feel free to contact me. Mr. Raj Sbaniaupm, P B-, Pebtdnry 7, 2007, Pg. 2 Very truly yours. KIMLEY.HORN AND ASSOCIATES, INC. J. McWilliszrts, P.E. G:1042458000-MUSP Athos Paintaleormipoudaece01 18 07 URS iir.dac 02/08/07 THU 10:40 [TX/RI NO 5202] ZOZ9 OM 12I/%L PEAK HOUR TRIP GENERATION COMPARISON PROPOSED AM PEAK HOUR TRIP GENERATION - TRAFFIC STUDY PROPOSED PM PEA%( HOUR TRIP GENERATION - TRAFFIC STUDY O: pp.UUSP Altos PdnicADMAMpgmii aompme.Ms: PRO PEAK HOUR 2/Me007.8:5e AM 0 ao 0 M 0 0 0 ro PM PEAK HOUR TRIP GENERATION COMPARISON PROPOSED AM PEAK HOURTRP GENERATION PROPOSED PM PEAK HOUR TRIP GENERATION t `A42958000-MUSPARasPohite l+k+gmI7 PRf$T-PEAKHOUR 2f7l1007. 57 AM SO:TT tnn2/Qa/7.a 0 000 0 0 Z °ZS ON 111/3EI 0 0 - 1 r- 11 It E er tfi t— tto fq N 0,4 ct (1. -l- b 111 LOT 20, BLOCK 3 BRYANDALE (P.B. 9, PG. 86) 0 •r•• 0 -2 N00'13137'W 137162' (CAW 137,25' MEAD LOT 4, BLOCK 3 BRYANDALE (P.B. 9, PG. 88) N00' 3'37'W 137,62' ANieternromyligArrirmigingaratimilittu SEDICATED AS MT 1100. PG. 675) S.W. 22ND AVENUE - _ J 0 I-. 1 o / is. / o .., ... 0, SO LOT 20, BLOCK 3 BRYANDALE (P.B. 9, PG. 88) Of ' •••• NOrt3'37'W 137,62' (Cat) 137,25' 040.15 L 1:11.—Firs4Nari.„, —"lin 214.111116.," VIIII 1 N I e•IM . .' 4!'`.,ii. _ ...2W" ik. 'a s V/ SEEMED AS 1131 • 1OT4, BLOCK 3 • BRYANDALE (P.B. 9, PG. 88) 14110 337"./ 137.62' S.W. 22ND AVENUE 10 I I 1 1— r - — LOT 20, BLOCK 3 BRYANDALE (P.B. 9, PG. 86) NO0413'37noi 137.62' (CALC) 13725' *CAS) CZ 0 -4 0 • • 0 LOT 4, BLOCK 3 BRYANDALE (P.B. 9, PG. 86) NOV 3'37'W 137.62' Traffic Impact Analysis for Submittal to the City of Miami Altos Pointe Miami, Florida Prepared for: Altos Pointe Investment, LLC Miami, Florida Prepared by: Kimley-Horn and Associates, Inc. Fort Lauderdale, Florida ©2006 Kimley-Horn and Associates, Inc. December 2006 042958000 Kimley-Horn and Associates, Inc. Traffic Impact Analysis for Submittal to the City of Miami Altos Pointe Miami, Florida Prepared for: Altos Pointe Investment, LLC Miami, Florida Prepared by: Kimley-Horn and Associates, Inc. Fort Lauderdale, Florida ©2006 Kimley-Horn and Associates, Inc. December 2006 042958000 ��Kimley-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe TABLE OF CONTENTS INTRODUCTION 1 DATA COLLECTION 3 CAPACITY ANALYSIS METHODOLOGY 7 Level of Service Standard 7 Transportation Corridor Level of Service Methodology 7 Intersection Level of Service Methodology 7 EXISTING CONDITIONS (2005) CAPACITY ANALYSIS 9 Transportation Corridors 9 Intersections 17 BACKGROUND TRAFFIC 18 Background Area Growth 18 Committed Developments 18 PROJECT TRAFFIC 20 Existing and Proposed Land Uses 20 Project Access 20 Trip Generation 20 Trip Distribution and Assignment 22 TOTAL (2009 WITH PROJECT) TRAFFIC 25 FUTURE CONDITIONS (2009) CAPACITY ANALYSIS 27 Future (2009) Background Traffic Conditions 27 Future (2009) Total Traffic Conditions 29 TRANSPORTATION CONTROL MEASURES PLAN 33 FUTURE TRANSPORTATION IMPROVEMENTS 34 CONCLUSIONS 35 G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - i December 2006 ❑aori Ifimley-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe LIST OF APPENDICES Appendix A: Methodology Correspondence Appendix B: Traffic Count Data Appendix C: Miami -Dade Transit Data Appendix D: Existing Conditions (2006) SYNCHRO 6.0 Outputs Appendix E: Growth Trend Analyses Appendix F: Volume Development Worksheets Appendix G: Cardinal Trip Distribution Appendix H: Future Conditions (2009 Without Project) SYNCHRO 6.0 Outputs Appendix I: Future Conditions (2009 With Project) SYNCHRO 6.0 Outputs LIST OF FIGURES Figure 1: Project Location Map 2 Figure 2: Intersection Lane Configurations 4 Figure 3: 2006 Peak Hour Traffic Volumes 6 Figure 4: 2009 Peak Hour Background Traffic 19 Figure 5: Project Trip Distribution 23 Figure 6: Project Trip Assignment 24 Figure 7: Peak Hour Total Traffic 26 LIST OF TABLES Table 1: Transportation Corridor Level of Service Thresholds 8 Table 2: 2006 Peak Hour Roadway Volumes 9 Table 3: 2006 P.M. Peak Hour Miami -Dade Transit Conditions — SW 22nd Avenue 10 Table 4: 2006 Peak Hour Miami -Dade Transit Conditions —SW 7th St -East of SW 22nd Ave 11 Table 5: 2006 Peak Hour Miami -Dade Transit Conditions —SW 7th St -West of SW 22nd Ave12 Table 6: 2006 Peak Hour Miami -Dade Transit Conditions —SW 8th St -East of SW 22nd Ave13 Table 7: 2006 Peak Hour Miami -Dade Transit Conditions —SW 8th St -West of SW 22nd Ave14 Table 8: 2006 A.M. Peak Hour Transportation Corridor Segment Conditions 15 Table 9: 2006 P.M. Peak Hour Transportation Corridor Segment Conditions 16 Table 10: 2006 A.M. Peak Hour Intersection Conditions 17 Table 11: A.M. Peak Hour Trip Generation 21 Table 12: P.M. Peak Hour Trip Generation 21 Table 13: Cardinal Trip Distribution 22 Table 14: Future (2009) Background Peak Hour Transportation Corridor Segment Conditions 28 Table 15: Future (2009) Background A.M. and P.M. Peak Hour Intersection Conditions 29 Table 16: Future (2009) Total A.M. Peak Hour Transportation Corridor Segment Conditions30 Table 17: Future (2009) Total P.M. Peak Hour Transportation Corridor Segment Conditions 31 Table 18: Future (2009.) Total A.M and P.M. Peak Hour Intersection Conditions 32 G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - ii December 2006 kmley-Hom 1 and Associates, Inc. Traffic Impact Analysis — Altos Pointe INTRODUCTION Altos Pointe Investment, LLC is proposing a mixed -use development (Altos Pointe) on the east side of SW 22nd Avenue between SW 5th Street and SW 6th Street in the City of Miami, Florida. Figure 1 depicts the location of the project. Currently, the site contains residential and commercial use. The project proposes to develop the site with 163 high-rise condominium/townhouse units, and 8,610 square feet of retail space, and 13,126 square feet of general office space. This analysis conservatively assumed 170 high-rise condominium/ townhouse units, and 9,500 square feet of retail space and 14,000 square feet of general office space to allow for minor fluctuations in the development plan. Construction is expected to be completed and the project will be occupied by the year 2009. Kimley-Hom and Associates, Inc. has completed this traffic impact analysis for submittal to the City of Miami as part of the Major Use Special Permit (MUSP) application. The purpose of the study is to assess the project's impact on the surrounding roadway network and determine if adequate capacity is available to support future demand. The study's methodology is consistent with the requirements outlined by the City of Miami for traffic studies. This report summarizes the data collection, project trip generation and distribution, and capacity analyses. A methodology meeting was conducted with the City of Miami's traffic consultant on November 27th, 2006. Methodology correspondence is included in Appendix A. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 1 December 2006 ❑—� Kimley-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe DATA COLLECTION A study area was examined for this traffic impact analysis commensurate with the anticipated increase in traffic associated with the project. The study area for this project is defined as: • West Flagler Street (north) • SW 9th Street (south) • SW 18th Avenue (east) • SW 25th Avenue (west) Additionally, several intersections were examined within the study area including the following: • SW 22nd Avenue and SW 5th Street • SW 22nd Avenue and SW 6th Street • SW 21st Avenue and SW 5th Street • SW 21st Avenue and SW 6th Street The following corridors were identified for analysis: • SW 22" Avenue • SW 7th Street — east of SW 22nd Avenue • SW 8th Street — east of SW 22nd Avenue • SW 7th Street — west of SW 22nd Avenue • SW 8th Street — west of SW 22nd Avenue At the direction of the City of Miami's traffic consultant A.M. and P.M. peak hour analysis was conducted for all intersections with the exception of the SW 22nd Avenue corridor. Lane configurations for each of the examined intersections within the study area are provided in Figure 2. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 3 December 2006 d L. SW 5th STREET STOP ► SW 22nd AVENUE LEGEND -10. LANE CONFIGURATION O O O SIGNALIZED INTERSECTION 0 SW 6th STREET STOP , STOP SW 21 st AVENUE STOP FIGURE 2 INTERSECTION LANE CONFIGURATIONS ❑ � � Kimley-Horn and Associates, Inc. �-� Kimley-Hom l� and Associates, Inc. Traffic Impact Analysis — Altos Pointe A.M. peak period (7:00 A.M. to 9:00 A.M.) and P.M. peak period (4:00 P.M. to 6:00 P.M.) turning movement counts were collected in the study area on November 28, 2006 (Tuesday). The study area peak hours were determined to be from 7:15 to 8:15 A.M. and from 5:00 to 6:00 P.M. The traffic count data is included in Appendix B. The I -DOT seasonal adjustment factor was applied to the traffic counts to adjust the traffic to peak season volumes. The appropriate peak season conversion factor for when the traffic counts were collected is 1.00. The conversion factor table is provided in Appendix B. Figure 3 presents the 2006 peak season transportation corridor volumes (person -trips including transit riders) and peak season turning movement volumes at the study intersections. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 5 December 2006 0 � 0 0 N In O 15/2 13/25 22/17 N 4111-J 1-- 1,379/1,995 10 00 SW 22nd AVENUE 125/156 ,-- 161/559 98/101 SW 5th STREET SW 6th STREET SW 7th STREET 0 (N N In N�. 9/25 J 9 lk 55/74 , i4. 29/52 (ID ci 0) N 4-- 1,604/2,350 SW 21st Avenue N °' `n 21/16 �1 1— 273/665 22/20 2,210/1,989 —► SW 8th STREET 2,421/2,207 ► LEGEND XX/XX VEHICLES PEAK HOUR VOLUMES AM/PM [XX/XXl AM/PM PEAK HOUR VOLUMES [PERSON —TRIPS] ` ' P.M. PEAK HOUR ANALYSIS ONLY, PER CITY OF MIAMI TRAFFIC CONSULTANT FIGURE 3 2006 A.M/P.M PEAK HOUR -PEAK SEASON TRAFFIC ❑ Kimley-Horn and Associates, Inc. ��ri Kimley-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe CAPACITY ANALYSIS METHODOLOGY Level of Service Standard Level of service (LOS) is the traffic performance measure generally used in traffic impact analysis. Levels of service range from LOS A (free flow with negligible delays) to LOS F (heavily congested with long delays). The City of Miami has adopted LOS E as its minimum level of service standard. Transportation Corridor Level of Service Methodology Transportation corridor traffic conditions were examined applying the methodology outlined in the Miami Comprehensive Neighborhood Plan. This methodology considers the person -trip capacity (including transit) for transportation corridors rather than evaluating only the vehicular roadway capacity. Level of service analyses were performed to assess the capacity of the transportation corridors evaluated in this study based on a comparison between person -trip volume and person -trip capacity within the corridors. The analyses of person -trip volumes and person -trip capacities account for both passenger vehicle and transit service within the corridors. Table 1 illustrates the level of service thresholds for each study corridor. The corridor level of service thresholds, measured in volume (v) to capacity (c) ratios, were developed from the table 4-7 of the 2002 version of r'LOT's Quality/Level of Service Handbook. Intersection Level of Service Methodology Level of service analyses were performed for study intersections using Trafficware's SYNCHRO 6.0 Software, which applies methodologies outlined in the Highway Capacity Manual, 2000 Edition. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 7 December 2006 ®�.,/ 1Gmley-Nam I 1 and Associates, Inc. Table 1: Transportation Corridor Level of Service Thresholds Traffic Impact Analysis — Altos Pointe SW 22°d Avenue SW 7`' Street — SW 7`h Street— West of SW 22°d Avenue SW 8`. Street— East of SW 22°d Avenue SW 86 Street — West of SW 22°d Avenue Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour LOS Directional V/C Directional V/C Directional V/C Directional V/C Directional V/C Volume Ratio Volume Ratio Volume Ratio Volume Ratio Volume Ratio T Thresholds Thresholds (1) Thresholds (1) Thresholds (1) Thresholds (1) A (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) B (2) (2) 408 0.13 408 0.13 (2) (2) 408 0.13 C 1,120 0.65 2,532 0.78 2,532 0.78 1,224 0.40 2,532 0.78 D 1,620 0.94 3,084 0.95 3,084 0.95 2,796 0.90 3,084 0.95 E 1,720 1.00 3,252 1.00 3,252 1.00 3,096 1.00 3,252 1.00 F - >1.00 - >1.00 - >1.00 - >1.00 - >1.00 (1) Peak hour directional volumes adjusted for median type, presence of turn lanes, and one-way operation. (2) Cannot be achieved per "Table 4-7" from FDOT's 2002 Quality/Level of Service Handbook. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 8 December 2006 �—y1 Kimley-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe EXISTING CONDITIONS (2005) CAPACITY ANALYSIS Transportation Corridors Vehicular roadway conditions and transit ridership were examined to determine the current level of service for the transportation corridors examined in this study. Table 2 presents the unadjusted 2006 A.M. and P.M. peak hour directional traffic volumes, peak season conversion factors, and the 2006 peak season A.M. and P.M. peak hour directional traffic volumes for the study corridors. Table 2: 2006 Peak Hour Roadway Volumes Roadway Segments Direction 2006 A.M./ P.M. Peak Hour Volumes FDOT Peak Season Adjustment Factor 2006 Peak Season A.M/ P.M. Peak Hour Volume SW 22nd Avenue NB 85.1 / 956 1.00 851 / 956 SB 857 / 864 1.00 857 / 864 SW 7`h Street — East of SW 22nd Avenue WB 9,63 / 1,474 1.00 963 / 1,474 SW 7`h Street— West of SW 22 Avenue WB 8,02 / 1,221 1.00 802 / 1,221 SW 8th Street — East of SW 22nd Avenue EB 1,608 / 1,478 1.00 1,608 / 1,478 SW 8t Street— West of SW 22nd Avenue EB 1,457 / 1,322 1.00 1,457 / 1,322 Existing transit conditions were examined considering the ridership and capacity of the Miami - Dade Transit (MDT) service operating in the corridors. MDT staff was contacted to obtain the A.M. and P.M. peak hours of ridership and capacities. One (1) Miami -Dade Metrobus route presently serve SW 22nd Avenue, corridor adjacent to the project site during the A.M and P.M. peak hours. Route 22 operates with 30 minute headways in both directions. Two (2) Miami -Dade Metrobus routes presently serve the SW 7th Street and SW 8`h Street corridors east and west of SW 22nd Avenue adjacent to the project site during the A.M. and P.M. peak hours. • Route 8 operates with 10 minute headways in both directions. • Little Havana Circulator operates with 15 minute headways in both directions. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 9 December 2006 Kimley-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe MDT staff indicated that the Metrobus routes on the studied corridors operate different bus types on the same route with variable capacities. For purposes of this analysis, an average capacity for each route was determined using data obtained from Miami -Dade County. The ridership capacities for the bus routes were calculated for the A.M. and P.M. peak hours using the appropriate headways and capacities. Metrobus route schedules and headway calculations are included in Appendix C. Tables 3 through 11 summarize the transit capacity provided by the routes. Data were obtained to determine the existing P.M. peak hour ridership for Route 22, and A.M. and P.M. peak hours of ridership for Routes 8 and Little Havana Circulator. The data reflects typical ridership on the routes using the most recent ridership information. The respective peak hours of ridership data is also presented in Tables 3 through . 7. This ridership data is also included in Appendix C. Table 3: 2006 P.M. Peak Hour Miami -Dade Transit Conditions — SW 22nd Avenue Transit Route Information Direction of I Travel P.M. Peak Hour Headways Buses per Hour Average Bus Capacity (riders) P.M. Peak Hour Directional Person -Trip Capacity P.M. Peak Hour Average Directional. Route Ridership SW 22nd Avenue Route 22 Northbound 30 minutes 2 60 120 32 (1 bu) riders per Southbound 30 minutes 2 58 116 30 (15 riders per bus) Total Northbound - 2 - 236 32 (16 riders per bus) Southbound - 2 - 116 30 (15 riders per bus) G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 10 December 2006 Omn Kimsey-Hom andAssociates, Inc. Traffic Impact Analysis — Altos Pointe Table 4: 2006 Peak Hour Miami -Dade Transit Conditions —SW 7thSt-East of SW 22" Ave Transit Route Information Direction of Travel Peak Hour Headways Buses per Hour Average Bus Capacity (riders) Peak Hour Directional Person -Trip Capacity Peak Hour Average Directional Route Ridership SW 7th Street — East of SW 22"d Avenue A.M. Peak Hour Route 8 Westbound 10 minutes 6 53 318 228 (38 riders per bus) Little Havana Circulator Westbound 15 minutes. 4 53 212 28 (7 riders per bus) Total - - 10 - 530 256 (26 riders per bus) P.M. Peak Hour Route 8 Westbound 10 minutes 6 53 318 270 (45 riders per bus) Little Havana Circulator Westbound 15 minutes 4 41 164 16 (4 riders per bus) Total - - 10 - 482 286 (29 riders per bus) G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - I December 2006 PP7-1 IGmley-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe Table 5: 2006 Peak Hour Miami -Dade Transit Conditions —SW 7th St -West of SW 22nd Ave Transit Route Information Direction of Travel Peak Hour Headways Buses per Hour Average Bus Capacity (riders) Peak Hour Directional Person -Trip Capacity I Peak Hour Average Directional Route Ridership SW 7t Street — West of SW 22nd Avenue A.M. Peak Hour Route 8 Westbound 10 minutes 6 53 318 228 (38 riders per bus) Little Havana Circulator Westbound 15 minutes 4 53 212 28 (7 riders per bus) Total Westbound - 10 - 530 256 (26 riders per bus) P.M. Peak Hour Route 8 Westbound 10 minutes 6 53 318 270 (45 riders per bus) Little Havana Circulator Westbound 15 minutes 4 41 164 16 (4 riders per bus) Total Westbound - 10 - 482 286 (29 riders per bus) G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page -12 December 2006 ©_� Kimley-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe Table 6: 2006 Peak Hour Miami -Dade Transit Conditions —SW 8th St -East of SW 22nd Ave Transit Route Information Direction of Travel Peak Hour Headways Buses per Hour Average Bus Capacity (riders) Peak Hour Directional Person -Trip Capacity Peak Hour Average Directional Route Ridership SW 8`h Street — East of SW 22"d 22"dAvenue A.M. Peak Hour Route 8 Eastbound 10 minutes 6 53 318 138 (23 riders per bus) Little Havana Circulator Eastbound 15 minutes 4 53 212 32 (8 riders per bus) Total Eastbound - 10 - 530 170 (17 riders per bus) P.M. Peak Hour Route 8 Eastbound 10 minutes 6 53 318 114 (19 riders per bus) Little Havana Circulator Eastbound 15 minutes 4 47 188 24 (6 riders per bus) Total Eastbound - 10 - 236 138 (14 riders per bus) G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 13 December 2006 PIPP1—,1 IGmley-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe Table 7: 2006 Peak Hour Miami -Dade Transit Conditions —SW 8th St -West of SW 22nd Ave Transit Route Information Direction of Travel Peak Hour Headways Buses per Hour Average Bus Capacity (riders) Peak Hour Directional Person -Trip Capacity Peak Hour Average Directional Route Ridership r SW 8`h Street — West of SW 22nd 22ndAvenue A.M. Peak Hour Route 8 Eastbound 10 minutes 6 53 318 138 (23 riders per bus) Little Havana Circulator Eastbound 15 minutes 4 53 212 32 (8 riders per bus) Total Eastbound - 10 - 530 170 (17 riders per bus) P.M. Peak Hour Route 8 Eastbound 10 minutes 6 53 318 114 (19 riders per bus) Little Havana Circulator Eastbound 15 minutes 4 47 188 24 (6 riders per bus) Total Eastbound - 10 - 236 138 (14 riders per bus) In order to determine person -trip level of service for the study area's transportation corridors, total person -trip volumes (vehicular and transit) were compared to the total person -trip capacities. The person -trip, volume to capacity ratios (v/c) were compared to the person -trip, v/c level of service designations outlined in Table 1. Table 8 and Table 9 present the existing transportation corridor level of service for the A.M and P.M. peak hours. As indicated in Tables 8 and 9, the transportation corridors have excess person -trip capacity during the A.M. and P.M. peak hours and operate at acceptable levels of service (LOS D or better). G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 14 December 2006 �1/1 Kimley-Hom 1• and Associates, Inc. Traffic Impact Analysis — Altos Pointe Table 8: 2006 A.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadways Peak Season A.M. Peak Hour Roadway Volumes A.M. Peak Hour Transit Ridership A.M. Peak Hour Total Volume (V) Directional Peak Hour Vehicular Capacity (2) A.M. Peak Hour Transit Capacity A.M. Peak Hour Total Capacity (C) A.M. Peak Hour Excess Capacity A.M. Peak Hour Level of Service Vehicles Person- Trips (1) Person- Trips Person- Trips Vehicles Person- Trips (1) Person- Trips Person- Trips Person- Trips V/C Ratio LOS O C co w WB. 963 1,348 256 1,604 3,252 4,553 530 5,083 3,479 0.32 C a.)w " cnv)3c)Q' WB 802 1,123 256 1,379 3,252 4,553 530 5,083 3,704 0.27 C • O : w cn EB 1,608 2,251 170 2,421 3,096 4,334 530 4,864 2,443 0.50 D to' 315 4 N cn(7)3c4Q EB 1,457 2,040 170 2,210 3,252 4,553 530 5,083 2,783 0.43 C (1) Volumes (vehicles) were converted to person -trips using 1.4 person/ vehicle occupancy. (2) Directional peak hour capacity derived from the 2002 FDOT Quality/LOS Handbook and the Miami -Downtown DRI. G:\042958000-MUSP Altos Pointe\Report\T!A.doc Page - 15 Decen. Kimley-Hom and Associates, Inc. Traffic Impact Analysis - Altos Pointe Table 9: 2006 P.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadways Peak Season P.M. Peak Hour Roadway Volumes P.M. Peak Hour Transit Ridership P.M. Peak Hour Total Volume (V) Directional Peak Hour Vehicular Capacity (2) P.M. Peak Hour Transit Capacity P.M. Peak Hour Total Capacity (C) P.M. Peak Hour Excess Capacity P.M. Peak Hour Level of Service Vehicles Person- Trips (1) Person- Trips Person- Trips Vehicles Person- Trips (1) Person- Trips Person- Trips Person- Trips V/C Ratio LOS SW 22"d Avenue NB 956 1,338 32 1,370 1,720 2,408 236 2,644 1,274 0.52 C SB 864 1,210 30 1,240 1,720 2,408 116 2,524 1,284 0.49 C 3 b ro `' > v.)enwc4< WB 1,474 2,064 286 2,350 3,252 4,553 482 5,035 2,685 0.47 C N y . N C ,. >) vpci53c.)d WB 1,221 1,709 286 1,995 3,252 4,553 482 5,035 3,040 0.40 C w EB 1,478 2,069 138 2,207 3,096 4,334 236 4,570 2,363 0.48 D 00 y (-1C EB 1,322 1,851 138 1,989 3,252 4,553 236 4,789 2,800 0.42 C (1) Volumes (vehicles) were converted to person -trips using 1.4 person/ vehicle occupancy. (2) Directional peak hour capacity derived from the 2002 FDOT Quality/LOS Handbook and the Miami -Downtown DRI. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 16 December 2006 ©_� Kimley-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe Intersections A.M. and P.M. peak hour capacity analyses were also performed for the study intersections. Table 10 presents the results of the analyses. As indicated, the majority of the study intersections operate at acceptable levels of service (LOS D or better). However, during the P.M. peak hour, the stop -controlled intersection of SW 22nd Avenue and SW 5th Street is currently operating at LOS F. This result is common during the peak hour when a low volume minor movement intersects with a high volume major street. Detailed SYNCHRO 6.0 outputs are included in Appendix D along with existing intersection traffic signal timing plans. Table 10: 2006 A.M. Peak Hour Intersection Conditions Intersection 2006 A.M and P.M. Peak Hour Overall Level of Service LOS { Delay (s) �. - A.M. Peak Hour SW 22nd Avenue and SW 5h Street D (1) 26.1 (1) SW 22"d Avenue and SW 6h Street B 12.2 SW 21" Avenue and SW 5h Street A (1) 9.7 (1) SW 21s` Avenue and SW 6h Street B (1) 11.3 (1) P.M. Peak Hour SW 22nd Avenue and SW 5t Street F (1) 52.0 (1) SW 22nd Avenue and SW 6d' Street C 25.5 SW 21st Avenue and SW 5th Street B (1) 10.6 (1) SW 21' Avenue and SW 6th Street C (1) 17.9 (1) (1) Overall intersection LOS not provided for two-way stop controlled intersections. The worst minor street movement is indicated. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 17 December 2006 ©�/ Klmley-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe BACKGROUND TRAFFIC Background traffic conditions are defined as the expected traffic conditions on the prevailing roadway network in the year 2009 (corresponding to the total buildout of Altos Pointe) without the development of the proposed project. The background traffic volumes are the sum of the existing traffic and additional "background" traffic to account for expected traffic growth in the study area. Background Area Growth - Future traffic growth on the area roadway network was determined through review of historic growth trends at nearby -DOT traffic count stations. The following FDOT count stations were referenced for this analysis: • Count station 5099 is located on SR 90/ US 41/ SW 7th Street/ One-way WB • Count station 5100 is located on SR 90/ US 41/ SW 8th Street/ One-way EB • Count station 5103 is located on SR 90/ US 41/ SW 8th Street/ One-way EB • Count station 5105 is located on SR 90/ US 41/ SW 7th Street/ One-way WB The review of historic growth trends resulted in an annual growth rate of 1.99 percent (1.99%) for count station 5099, 2.74 percent (2.74%) for count station 5100, 0 percent (0.00%) for count station 5103, and 1.23 percent (1.23%) for count station 5105. Therefore, an average growth rate of 1.49 percent (1.49%) was applied annually to the existing traffic volumes to attain future (2009) background conditions.. Historical traffic count data and growth trend calculations are included in Appendix E. Committed Developments The City of Miami staff was contacted to determine if any projects that have been approved but not yet completed in the vicinity of the project site should be accounted for in this analysis. The Real Estate Development Database from the City of Miami was reviewed on December 7, 2006 and two (2) major use special permits (MUSP) projects were identified. These two (2) projects are as follows: (1) Renaissance Pointe and (2) 573 Altos Plaza. The projected traffic from the committed projects was added to the background traffic. Please refer to Appendix F for committed project trip assignments to the Altos Pointe project study intersections. Figure 4 presents the 2009 background traffic for the study area. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 18 December 2006 IXX%/XXnI o CO Es-1 o d- co 16/2- 14/26 23/18 c7) CO N DO .!1 SW 22ND AVENUE �131/163 -102/584 06 T T- SW 5TH STREET SW 6TH STREET cr co 0 9/26 57/77 -* 30/54 0) co �d- t ") 22/17 ,- 285/695 23/21 ~i T ----2,531 /2,307 �— 1,677/2,457 2,310/2,079—► ,442/2,086 —► SW 7TH STREET V'•) N 0) co SW 8TH STREET FIGURE 4 LEGEND FUTURE (2009) NON -PROJECT XX/XX VEHICLES PEAK HOUR VOLUMES AM/PM PEAK HOUR TRAFFIC PERSON TRIP ASSIGNMENT AM/PM [MAXIMUM] Kimley-Horn " P.M, PEAK HOUR ANALYSIS ONLY, PER CITY OF MIAMI TRAFFIC CONSULTANT and Associates, Inc. �—/1 Kimley-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe PROJECT TRAFFIC Project traffic is defined as the vehicle trips expected to be generated by the project (Altos Pointe), and the distribution and assignment of this traffic over the roadway network. Existing and Proposed Land Uses As previously indicated, the project site is currently occupied by residential and commercial uses. To provide for a conservative analysis, no credit for the existing uses was assumed in the analysis. The project proposes to develop the site with 163 high-rise condominium/ townhouse units, and 8,610 square feet of retail space and 13,126 square feet of general office space. This analysis conservatively assumed 170 high-rise condominium/townhouse units, and 9,500 square feet of retail space and 14,000 square feet of general office space to allow for minor fluctuations in the development plan. The build out and occupancy of the project is expected to occur by 2009. Project Access The site will be accessed via three (3) driveways. One (1) driveway will be located on SW 5t'' Street. Two (2) driveways will be located on SW 6th Street. Trip Generation Proposed vehicular trip generation for the project was calculated using rates and equations contained in the Institute of Transportation Engineers' (ITE) Trip Generation, Seventh Edition. The trip generation for the proposed land uses was determined using ITE Land Use 232 (High - Rise Condominium/Townhouse), ITE Land Use 814 (Specialty Retail Center), and ITE Land Use 710 (General Office Building). Project trips were estimated for the A.M. and P.M. peak hours. ITE trip generation assumes a vehicle occupancy rate of 1.2 persons per vehicle; however, the City of Miami has determined that 1.4 persons per vehicle are more appropriate for the local area. Therefore, vehicular trips were reduced by 16 percent to adjust for these vehicle occupancy assumptions. The vehicular trip generation calculations for the project are presented for the A.M. peak hour in Table 11 and for the P.M. peak hour in Table 12. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page — 20 December 2006 �—y1 Kimley-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe Table 11: A.M. Peak Hour Trip Generation Future Land Use (ITE Code) Scale A.M. Peak Hour Driveway Volumes Gross Total Trips Internal Capture Reduction Net External Trips Pass -By Capture Reduction Net. New External Trips Entering Exiting % Trips % Trips High Rise Condominiums (232) 170 d.u. 78 0.0% (0) 78 0.0% (0) 78 19% 15 81% 63 Specialty Retail Center (814) 9.5 k.s.f. 0 0.0% (0) 0 0.0% (0) 0 0% 0 0% 0 General Office Space (710) 14 k.s.f. 39 0.0% (0) 39 0.0% (0) 39 87% 34 13% 5 Total 117 vph 117 vph 117 vph 49 vph 68 vph ITE/Miami vehicular occupancy adjustment (16 % reduction) 98 vph 41 vph 57 vph Person -Trip Conversion (1.4 persons per vehicle) 137 p.t. (1) 57 p.t. (1) 80 p.t. (n (t) p.t. = person -trips Table 12: P.M. Peak Hour Trip Generation Future Land Use (ITE Code) Scale P.M. Peak Hour Driveway Volumes Gross Total Trips Internal Capture Reduction Net External Trips Pass -By Capture Reduction Net New External Trips Entering Exiting % Trips : % Trips High Rise Condominiums (232) 170 d.u. 73 8.2% (6) 6 0.0% (0) 67 61% 41 39% 26 Specialty Retail Center (814) 9.5 k.s.f. 44 13.6% (6) 6 34.0% (12) 26 42% 11 58% 15 General Office Space (710) 14 k.s.f. 94 2.1% (2) 2 0.0% (0) 92 16% 15 84% 77 Total 211 vph 14 vph 185 vph 67 vph 118 vph ITE/Miami vehicular occupancy adjustment (16% reduction) 155 vph 56 vph 99 ph Person -Trip Conversion (1.4 persons per vehicle) 217 p.t. (1) 78 p.t. (1> 139 p.t. (1) (() p.t. = person -trips G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page — 21 December 2006 �—/1 Kimley-Horn and Associates, Inc. Trajjic Impact Analysis — Altos Pointe Trip Distribution and Assignment The likely distribution of project traffic was forecast for the trips expected to be generated by the project. The trip distribution was based on a cardinal trip distribution obtained from the 2005 Cost Affordable Plan for the project site's traffic analysis zone (TAZ 759). The cardinal trip distribution for TAZ 759 is provided in Table 13. The detailed cardinal distribution is included in Appendix G. Table 13: Cardinal Trip Distribution Cardinal Direction Percentage of Trips North -Northeast 17.23% East -Northeast 16.56% East -Southeast 7.38% South -Southeast 5.34% South -Southwest 10.08% West -Southwest 14.01% West -Northwest 16.24% North -Northwest 13.16% Total 100.00% Figures 5 and 6 show the project driveway and adjacent intersections, trip distribution and assignment respectively. As part of the directional person -trip distribution, the maximum project traffic assignment was determined for the transportation corridor segment. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page — 22 December 2006 0 to Z N cn 62% SW 5TH STREET 10% 0 5% —10. 15% SW 6TH STREET SW 7TH STREET SW 8TH STREET XX%/XX% 20% - r* N co LEGENQ XX% NEW DISTRIBUTION PERSON TRIP ASSIGNMENT AM/PM [MAXIMUM] ` + P.M. PEAK HOUR ANALYSIS ONLY, PER CITY OF MIAMI TRAFFIC CONSULTANT 1 0 W Z Q b\ b\ o u-) r 14-5% lf') 8% co FIGURE 5 TRIP DISTRIBUTION ® ®,1 Ilmley-Hom and Associates, Inc. A M v A N M I M 26/35<6>� SW 5TH <t N 0 Z w N Z � A v rn V 0 co M z O N f---20/35<3> li-20/34<3> A co Loci" 0 SITE cp —6/10 k--13 /18 44--2/3 STREET SW 6TH 5 /1 0 - 3/5—� 9 /1 5 U) I f 4 —2/3 —12/21 11/16—► 0 N LEGEND XX/XX NEW ASSIGNMENT AM/PM PERSON TRIP ASSIGNMENT AM/PM [MAXIMUM] XX/XX 00 co h M • P,M. PEAK HOUR ANALYSIS ONLY, PER CITY OF MIAMI TRAFFIC CONSULTANT --9/12 5/6—► STREET SW 7TH STREET SW 8TH STREET FIGURE 6 TRIP ASSIGNMENT ® ®®,1 IGmley-Hom and Associates, Inc. J �-ri IGmm ley-Ho and Associates, Inc. Traffic Impact Analysis — Altos Pointe TOTAL (2009 WITH PROJECT) TRAFFIC Total traffic volumes (vehicular and person -trips) considered in the future year (2009) analysis for this project are the sum of 2009 background traffic volumes and the expected project traffic volumes. Figure 7 presents the 2009 total traffic for the study area. Total turning movement volume development worksheets for the study intersections are included in Appendix F. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page — 25 December 2006 in O 16/2 ___J 14/26 23/18 to 10 cn u) N 1 1,454/2,107 W 22nd AVENUE 0 rn 151/201 122/543 O 0) 95/187 —0° 26/41 r"' SW 5th STREET 0 2/3 -321 /751 SW 7th STREET 14/36 60/82 1i--•• 39/69 7 ",- rn co 13/18 —317/744 SW 6th STREET 1,686/2,469 SW 21 st AVENUE t) \ \ * N \ 22/17 .1 288/697 .4 j 23/21 2,321/2,095 ► SW 8th STREET 2,536/2,313 —► LEGEND XX/XX VEHICLES PEAK HOUR VOLUMES AM/PM PEAK HOUR VOLUMES AM/PM [PERSON -TRIPS] ` ' P.M. PEAK HOUR ANALYSIS ONLY, PER CITY OF MIAMI TRAFFIC CONSULTANT XX/XX FIGURE 7 2009 PEAK HOUR TOTAL TRAFFIC ❑ Kimley-Horn and Associates, Inc. ❑—/1 Kimley-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe FUTURE CONDITIONS (2009) CAPACITY ANALYSIS Two separate future conditions peak hour capacity analyses were performed. • A transportation corridor capacity analysis was performed examining person -trip volumes and capacity. • Intersection capacity analysis was performed at the study intersections. The future conditions analysis were performed for the 2009 background traffic conditions and the 2009 total traffic conditions, which included the 2009 background traffic and the new trips expected to be generated by the project. Future (2009) Background Traffic Conditions Tables 14 present the results of the transportation corridor capacity analysis for the 2009 A.M. and P.M. peak hour background traffic conditions. As indicated in Tables 14, the corridors have sufficient capacity and are expected to operate at acceptable levels of service (LOS D or better). Table 15 presents the results of the intersection capacity analysis for the 2009 A.M. and P.M. peak hour background traffic conditions. The majority of the study intersections are expected to operate at acceptable levels of service (LOS D or better). However, during the P.M. peak hour, the stop -controlled intersection of SW 22nd Avenue and SW 5th Street is expected to continue to operate at LOS F. This result is common during the peak hour when a low volume minor movement intersects with a high volume major street. Detailed SYNCHRO 6.0 outputs are included in Appendix H. G:\042958000-MUSP Altos Pointe\Report\T1A_doc Page — 27 December 2006 ©w,1 Kimley-Hom and Associates, Inc. Traffic Impact Analysis - Altos Pointe Table 14: Future (2009) Background Peak Hour Transportation Corridor Segment Conditions Principal Roadway 2009 Peak Hour Background Volume Committed Peak Hour Volume (2) 2009 Peak Hour Total Volume (3) 2009 A.M. Peak Hour Total Capacity (C) (4) 2009 Peak Hour Excess Capacity 2009 Peak Hour Total Level of Service Person- Trips Person- Trips Person- Trips Person- Trips Person- Trips V/C Ratio LOS A.M. Peak Hour w= a, L. 4." o N G 4. a C cn EB 1,677 (5) 1,677 5,083 3,406 0.33 C n C N 0 y `'' 5) EB 1,442 (5) 1,442 5,083 3,641 0.28 C C N O W 3 > WB 2,531 (5) 2,531 4,864 2,333 0.52 D w y 00 y , N C > in�3�' WB 2,310 (5) 2,310 5,083 2,773 0.45 C P.M. Peak Hour SW 22nd Avenue NB 1,432 (5) 1,432 2,644 1,212 0.54 C SB 1,296 (5) 1,296 2,524 1,228 0.51 C $ w o2 " > EB 2,457 (5) 2,457 5,035 2,578 0.49 C 3 > 3�� EB 2,086 (5) 2,086 5,035 2,949 0.41 C 0te0 a! r4 O 3 (.4> <nrn ;c)< WB 2,307 (5) 2,307 4,570 2,263 0.50 D 00IGNg ,, 3 WB 2,079 (5) 2,079 4,789 2,710 0.43 C (I) An annual growth rate (1.49 percent) was applied to he 2006 P.M. peak hour total volume to determine the 2009 background volume. (2) Total traffic generated along the corridors by committed developments (3) The summation of 2009 peak hour background volumes and committed trips. (4) Total capacity determined in Table 8 for A.M. peak hour and Table 9 for P.M. peak hour. (5) A.M. peak hour committed development volumes not available. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 28 December 2006 FP-imm� Kimley-Hom r and Associates, Inc. Traffic Impact Analysis — Altos Pointe Table 15: Future (2009) Background A.M. and P.M. Peak Hour Intersection Conditions Intersection 2009 A.M and P.M. Peak Hour Overall Level of Service LOS Delay (s) A.M. Peak Hour SW 22"d Avenue and SW 5th Street D (1) 28.9 (1) SW 22"d Avenue and SW 6th Street B 12.4 SW 21st Avenue and SW 5th Street A (1) 9.7 (1) SW 21st Avenue and SW 6th Street B (1) 11.5 (1) P.M. Peak Hour mu SW 22"d Avenue and SW 5th Street F (1) 67.2 (1) SW 22"d Avenue and SW 6d' Street C 26.5 SW 21st Avenue and SW 5th Street B (1) 10.8 (1) SW 21st Avenue and SW 6th Street C (1) 18.8 (1) (1) Overall intersection LOS not provided for two-way stop controlled intersections. The worst minor street movement is indicated. Future (2009) Total Traffic Conditions Tables 16 and 17 present the results of the transportation corridor capacity analysis for the 2009 A.M. and P.M. peak hour total traffic conditions, respectively. As indicated in Tables 16 and 17, the corridors have sufficient capacity and are expected to operate at acceptable levels of service. (LOS D or better) Table 18 presents the results of the intersection capacity analysis for the 2009 A.M. and P.M. peak hour total traffic conditions. The majority of the study intersections are expected to operate at acceptable levels of service (LOS D or better). However, during the P.M. peak hour, the stop - controlled intersection of SW 22nd Avenue and SW 5th Street is expected to continue to operate at LOS F. This result is common during the peak hour when a low volume minor movement intersects with a high volume major street. Detailed SYNCHRO 6.0 outputs are included in Appendix I. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 29 December 2006 PPP1_r, Kmley-Horn and Associates, Inc. Traffic impact Analysis — Altos Pointe Table 16: Future (2009) Total A.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadway 2009 A.M. Peak Hour Background g (r� Volume Committed Peak Hour Volume (2) 2009 A.M. Peak Hour Background g Volume Project A.M. Peak Hour Distribution (Maximum) Project A.M. Peak Hour Assignment g 2009 A.M. Peak Hour Total Volume (V) (4) 2009 A.M. Peak Hour Total Total(s) Capacity (C) 2009 A.M. Peak Hour Excess Capacity 2009 A.M. Peak Hour Total Level of Service Person- Trips Person- Trips Person- Trips Person -Trips Person- Trips Person- Trips Person- Trips V/C Ratio LOS n v - N O 4 y cl el ° WB 1,677 (6) 1,677 15% IN 9 1,686 5,083 3,397 0.33 C y N 7 y . `' > inc3ct� WB 1,442 (6) 1,442 15% OUT 12 1,454 5,083 3,629 0.29 C et c N : 3 N `' invow�� EB 2,531 (6) 2,531 8% IN 5 2,536 4,864 2,328 0.52 D w 4-)oo a' ° N 3 EB 2,310 (6) 2,310 20% IN 11 2,321 5,083 2,762 0.46 C (1) An annual growth rate (1.49 percent) was applied to the 2006 A.M. peak hour total volume to determine the 2009 background volume. (2) Total traffic generated along the corridors by cornrnitted developments. (3) The summation of 2009 peak hour background volumes and committed trips. (4) 2009 A.M. peak hour total volume (V) is defined as the sum of the project A.M. peak hour assignment and the background volume. (5) Total capacity determined in Table 8 for A.M. peak hour and Table 9 for P.M. peak hour. (6) A.M. peak hour committed development volumes not available. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 30 December 2006 1 K]mley-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe Table 17: Future (2009) Total P.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadway 2009 P.M. Peak Hour Background Volume a) Committed Peak Hour Volume c�� 2009 P.M. Peak Hour Background Volume (3) Project P.M. Peak Hour Distribution (Maximum) Project P.M. Peak Hour Assignment 2009 P.M. Peak Hour Total Volume V t4) (V) 2009 P.M. Peak Hour Total c� Capacity (C) 2009 P.M. Peak Hour Excess Capacity 2009 P.M. Peak Hour Total Level of Service Person- Trips Person- Trips Person- Trips Person -Trips Person- Trips Person- Trips Person- Trips V/C Ratio LOS SW 22nd Avenue. NB 1,432 (6) 1,432 32%IN + 35% OUT 74 1,506 2,644 1,138 0.57 C SB 1,296 (6) 1,296 35% OUT 49 1,345 2,524 1,179 0.53 C cr-q v n y " N C b vDcn44'5;¢ WB 2,457 (6) 2,457 15% IN 12 2,469 5,035 2,566 0.49 C y . , WC G r '4-' a— N 3 w v)�3c,¢ WB 2,086 (6) 2,086 15% OUT 21 2,107 5,035 2,928 0.42 C w 3 cn ¢ EB 2,307 (6) 2,307 8% IN 6 2,313 4,570 2,257 0.51 D �p y - (-4 „ v v)"'3t; ¢ EB 2,079 (6) 2,079 20% IN 16 2,095 4,789 2,694 0.44 C (2) (3) (4) (5) (6) An annual growth rate (1.49 percent) was applied to the 2006 A.M. peak hour total volume to determine the 2009 background volume. Total traffic generated along the corridors by committed developments. The summation of 2009 peak hour background volumes and committed trips. 2009 A.M. peak hour total volume (V) is defined as the sum of the project A.M. peak hour assignment and the background volume. Total capacity determined in Table 8 for A.M. peak hour and Table 9 for P.M. peak hour. A.M. Peak Hour committed Development volumes not available. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 31 December 2006 Ii.J11111111 1 IGmley-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe Table 18: Future (2009) Total A.M and P.M. Peak Hour Intersection Conditions Intersection 2009 A.M and P.M. Peak Hour Overall Level of Service LOS Delay (s) A.M. Peak Hour SW 22nd Avenue and SW 5th Street D (1) 31.3 (1) SW 22°d Avenue and SW 6th Street B 12.5 SW 21st Avenue and SW 5th Street A (1) 9.8 (1) SW 2151 Avenue and SW 6th Street B (1) 11.6 (1) SW 5th Street and Project Driveway A (1) 8.9 SW 6th Street and East Project Driveway A (1) 9.0 SW 6th Street and West Project Driveway A (1) 9.1 P.M. Peak Hour SW 22°d Avenue and SW 5t Street F (1) 125.1 (1) SW 22°d Avenue and SW 6th Street C 27.2 SW 215` Avenue and SW 5th Street B (1) 11.2 (1) SW 2151 Avenue and SW 6th Street C (1) 19.3 (1) SW 5th Street and Project Driveway A (1) 9.6 SW 6th Street and East Project Driveway A (1) 10.1 SW 6th Street and West Project Driveway A (1) 10.5 (1) Overall intersection LOS not provided for two-way stop controlled intersections. The worst minor street movement is indicated. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 32 December 2006 �—/1 Kimley-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe TRANSPORTATION CONTROL MEASURES PLAN A Transportation Control Measures Plan is required for this site to demonstrate how the developer plans to alleviate traffic from the proposed site on the surrounding roadway network. Miami -Dade County provides public transit in close proximity to the project site. In addition, other measures of transportation control can be used by the developer to encourage people to use public transportation, promote bicycling and walking, encourage car/vanpooling and offer alternatives to the typical workday hours. Examples of these incentives include, but are not limited to: • Provide transit subsidies for residents of the site • Provide transit information within the site including route schedules and maps • Provide convenient and secure areas for bicycles • Provide other transit -oriented amenities The applicant intends to make the site pedestrian- and transit -friendly and will consider these features for incorporation into the site. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 33 December 2006 �-rl Kimley-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe FUTURE TRANSPORTATION IMPROVEMENTS As part of this traffic impact analysis, future transportation improvements (programmed and planned) were identified within the corridors adjacent to the project site. No projects were identified. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 34 December 2006 pn_y1 Kimsey-Hom and Associates, Inc. Traffic Impact Analysis — Altos Pointe CONCLUSIONS This traffic impact study assessed the impacts of the Altos Pointe project on the surrounding transportation network. The analysis was conducted in accordance with the City of Miami requirements and included data collection; project trip generation, distribution, and assignment; transportation corridor segment capacity analysis; and intersection capacity analysis. This report is being submitted as part of a MUSP application. Transportation corridor capacity analyses and intersection capacity analyses were performed for the existing 2006 peak season conditions. Results of the analyses demonstrate that the transportation corridors and intersections in the vicinity of the project site currently have sufficient capacity and operate at acceptable levels of service. Trip generation calculations indicate that the project is expected to generate 98 new vehicular trips and 137 person -trips during the A.M. peak hour and 155 new vehicular trips and 217 person -trips during the P.M. peak hour. These trips were assigned to the roadway network based on a cardinal trip distribution obtained from the 2005 Cost Feasible Plan. Intersection capacity analyses were conducted for 2009 non -project conditions and future (2009) total conditions. The future traffic condition analysis indicates that the majority of the intersections are expected to operate under conditions similar to future (2009) non -project traffic. The overall delays at the majority of the intersections do not change significantly as a result of the proposed project. The stop -controlled intersection SW 22nd Avenue and SW 5th Street is expected to operate at LOS F during the P.M. peak hour. However, this result is common where a stop -controlled minor approach intersects with a high -volume major street. Project driveways are expected to operate at LOS A for 2009 total traffic conditions. Results of these analyses demonstrate that the transportation corridors and major intersections will continue to have sufficient capacity and operate at acceptable levels of service. G:\042958000-MUSP Altos Pointe\Report\TIA.doc Page - 35 December 2006 APPENDIX A: Methodology Correspondence rlKimley-Horn and Associates, Inc. Memorandum To: Mr. Quazi Masood, E.I. URS Southern Corporation From: John McWilliams, P.E. `11r? / Ammie Rogers, EIT Date: November 20, 2006 Subject: Altos Pointe — NE Corner of SW 22nd Avenue and SW 6`h Street MUSP Traffic Impact Analysis Methodology The purpose of this memorandum is to summarize the MUSP traffic impact analysis methodology as agreed to during the November 20th methodology meeting. The proposed development is bounded by West Flagler Street to the north, SW 9`h Street to the south, SW 18`h Street to the east, and SW 25`h Avenue to the west (see attached map). The proposed development plan includes 21736 sq. feet of commercial space and 163 residential units. The following items were discussed: Trip Generation Trip generation calculations for the proposed development will be performed using ITE Trip Generation, 7th Edition and the ITE Trip Generation Handbook. Trip Distribution Trip distribution will be determined using the cardinal distribution from the appropriate Traffic Analysis Zone (TAZ) in the 2005 Cost Affordable Plan. Committed Development The City of Miami will be contacted to obtain the most recent edition of the Large Scale Development Report. Projects currently under construction or approved will be included. Projects in the application stage who have submitted a traffic study will also be included. ■ Suite 109 5200 N.W. 33rd Avenue Ft. Lauderdale, Florida 33309 ■ TEL 954 535 5100 FAX 954 739 2247 GI LW Kimley-Horn and Associates, Inc. Mr. Quazi Masood. E.I., November 20, 2006, Pg.2 Study Area The study area for this project was generally defined as West Flagler Street (north), SW 9th Street (south), SW 18th Street (east), and SW 25th Avenue (west) Within the study area, four (4) intersections were identified for analysis: • SW 22nd Avenue and SW 5th Street • SW 22"1Avenue and SW 6th Street • SW 21st Avenue and SW 5th Street • SW 21st Avenue and SW 6th Street The following five (5) corridors were identified for analysis:. • SW 22°d Avenue — between 5th and 6th Streets, PM peak hour only • SW 7th Street— east of SW 22°d Avenue AM and PM peak • SW 8th Street — east of SW 22nd Avenue AM and PM peak • SW 7th Street — west of SW 22°d Avenue AM and PM peak • SW 8th Street — west of SW 22°d Avenue AM and PM peak Data Collection AM and PM peak hour turning movement counts (7 a.m. to 9 a.m. and 4 p.m. to 6 p.m.) will be conducted at the identified study intersections. 24-hour machine counts will be conducted on the identified corridors during a typical weekday. All traffic counts will be adjusted to reflect peak season conditions using the appropriate FDOT adjustment factors. Capacity Analysis Capacity analyses will be conducted for the A_M and P.M. peak hours for the identified intersections and corridors. Intersection analyses will be performed using the Highway Capacity Manual (HCM) methodology. Corridor analyses will be conducted using information from the Miami DRI-II (i.e. person -trip capacity) and the FDOT Quality/LOS Handbook. Capacity analyses will be conducted for three (3) scenarios: existing, build -out without project, and build - out with project. In addition, project driveways will be addressed in this analysis with respect to access (controlled/uncontrolled) and queuing. Site parking information will also be provided in the report. Loading area maneuverability will also be addressed. Documentation The results of the analysis will be summarized in a report. The report shall include necessary supporting documents including signal timings, lane geometry, and software output sheets. A site plan illustrating the proposed driveways will also be provided in this submittal. The report will include a summary of FDOT five (5) year work program projects and long range transportation plan projects in the vicinity of the project site. ❑� � Kimley-Horn � and Associates, Inc. Mr. Quazi Masood, E-I., November 20, 2006, Pg.3 The report may also provide transportation control measures plan including provisions for alternative modal facilities. t (_ Er— [ Ii ; si --ci, 1 xStJ -sss� I 1 1` rrid— prase a'! —« — -T 'fir-=— — . ,6t i_st� _ —7 ---� � - =---� Imo_ --� Miami _ i _ — II {+ , Y ivi J 1 I1 11 .. , `l 1 L _ntn s -- tom=st 'v ‘ t r - —r G:\Altos Pointe\Correspondence\11_20_06 URS Memo.doc APPENDIX B: Traffic Count Data Intersection Turning Movement Counts SW 5TH STREET & SW 22ND AVENUE MIAMI, FLORIDA COUNTED BY: ANA SANTOS 'SIGNALIZED TRAFFIC SURVEY 624 G DELRAY BEACH, (561) 272-3255 SPECIALISTS, INC. ARDENIA TERRACE FLORIDA 33444 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060276 Start Date: 11/28/06 File I.D. : 5ST_22AV Page : 1 SW 22ND AVENUE From North Right Thru UTurn Date 11/28/06 07:00 07:15 07:30 07:45 Hr Total 08:00 08:15 08:30 08:45 Hr Total 16:00 16:15 16:30 16:45 Hr Total 7" "0 1,.,,0 17:45 Hr Total 0 1 2 6 9 1 2 2 0 ISW 5TH STREET From East Left Right Thru UTurn 1SW 22ND AVENUE 'From South ISW 5TH STREET 'From West � 1 Left Right Thru UTurn Left Right Thru UTurn Left 1 Total 158 222 209 242 831 230 229 210 232 901 * BREAK * 3 3 3 3 12 4 6 6 1 17 196 187 196 203 782 248 257 209 203 917 5 8 3 1 17 3 1 0 2 6 12 7 18 5 42 12 13 7 13 45 2 0 0 0 1 0 0 0 3 0 0 0 1 0 1 0 0 0 0 0 6 3 1 1 11 2 1 1 0 4 0 0 0 0 0 0 0 0 0 0 3 7 7 11 28 11 11 3 3 28 184 225 228 255 892 215 203 205 193 816 1 2 0 0 3 0 1 0 0 1 3 7 2 2 14 3 0 2 2 7 4 8 10 2 24 2 2 1 8 13 2 2 2 2 8 7 3 6 2 18 2 0 0 0 2 0 2 0 0 2 4 4 5 3 16 31 11 3I 4I 11 386 496 488 530 1900 489 469 441 459 1858 5 3 2 1 11 18 22 19 23 82 1 36 6 23 4 25 9 21 20 105 1 0 2 0 3 1 0 0 0 1 0 0 0 0 0 0 0 0 2 2 0 0 0 0 0 0 0 0 3 3 O 1 O 1 O 1 O 1 O 1 O O 1 O 1 O 1 O 1 15 10 14 14 53 22 8 9 10 49 245 196 280 226 947 269 273 315 286 1143 0 0 0 0 0 0 0 0 3 3 1 2 3 5 11 3 5 6 6 20 1 3 1 3 6 13 4 6 4 3 17 4 2 1 2 9 3 6 4 12 25 0 0 0 0 0 0 0 0 0 0 0 O I O 1 • 1 11 o 1 o 1 21 O 1 21 491 426 523 484 1924 591 590 584 559 2324 *TOTAL* 43 3431 54 274 1 8 2 N\-\ P C = OIL\ P O c 18 0 158 3798 7 52 67 60 4 30 1 8006 SW 5TH STREET & SW 22ND AVENUE MIAMI, FLORIDA COUNTED BY: ANA SANTOS ;..SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060276 Start Date: 11/28/06 File I.D. 5ST_22AV Page : 2 SW 22ND AVENUE From North Right Thru Date 11/28/06 fSW 5TH STREET ISW 22ND AVENUE 'From East 1From South UTurn Left I Right Thru UTurn Left Right Thru UTurn ISW 5TH STREET !From West Left Right Thru UTurn Left I Total Peak Hour Analysis By Entire Intersection for the Period: 07:00 t Peak start 07:15 07:15 Volume 10 903 15 42 1 0 7 0 Percent 1% 93% 21 4% 128 0% 88% 0E Pk total 970 8 Highest 07:45 07:15 Volume 6 242 1 5 0 0 3 0 Hi total 254 3 PHF .95 .67 0 0 09:00 on 11/28/06 07:15 07:15 36 923 2 14 22 13 0 15 4E 95% 0% 11 44% 26% 0% 30% 975 50 07:45 07:30 11 255 0 2 10 2 0 5 268 17 .91 .74 SW 22ND AVENUE 10 903 57 SLR 5TH STREET 16 0 10 26 15 15 • 13 10 903 57 970 1,909 13 50 22 22 1 0 76 15 923 1 939 • ALL VEHICLES Intersection Total 2,003 1,907 7 16 903 22 932 16 SW 22ND AVENUE 114 8 0 0 1 1 0 0 7 7 106 SW 5TH STREET 0 0 57 13 36 SW 5TH STREET & SW 22ND AVENUE MIAMI, FLORIDA COUNTED BY: ANA SANTOS '.SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060276 Start Date: 11/28/06 File I.D. : 5ST 22AV Page : 3 SW 22ND AVENUE From North ISW 5TH STREET ISW 22ND AVENUE ISW 5TH STREET 'From East (From South (From West ( Right Thru UTurn Left I Right Thru UTurn Left ' Right Thru UTurn Left ( Right Thru UTurn Left Date 11/28/06 Peak Hour Analysis By Entire Intersection for the Period: 16:00 t Peak start 17:00 17:00 Volume 17 917 20 105 1 2 3 0 Percent 21 87% 2$ 10% 171 33% 50% 01 Pk total 1059 6 Highest 17:15 17:45 Volume 6 257 6 23 0 2 3 0 Hi total 292 5 PHF .91 .30 • 0 • 17 0 17 t Pr=' 5TH STREET 23 2 17 42 • 2 2 25 18:00 on 11/28/06 17:00 49 1143 3 49 941 01 1215 17:30 9 315 0 330 .92 SW 22ND AVENUE 917 125 2 1,143 1 917 125 1,146 1,059 25 44 • 17 17 0 1 86 2,205 • ALL VEHICLES Intersection Total 2,324 2,152 20 21 6 205 1,215 3 23 • 1,143 917 17 937 23 1,143 SW 22ND AVENUE 17:00 17 25 0 2 39% 576 08 58 44 17:45 3 12 0 0 15 .73 Total 0 1 1 2 6 2 3 3 199 SW 5TH STREET 125 25 49 49 0 49 0 C sraar video 7 SW 6TH STREET & SW 22ND AVENUE MIAMI, FLORIDA COUNTED BY: NICHOLE BOWEN "^;TALI ZED TRAFFIC SURVEY 624 GARDE DELRAY BEACH, (561) 272-3255 SPECIALISTS, INC. NIA TERRACE FLORIDA 33444 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060276 Start Date: 11/28/06 File I.D. : 6ST 22AV Page : 1 SW 22ND AVENUE ISW 6TH STREET From North From East Right Thru UTurn Left I Right Thru Date 11/28/06 07:00 9 145 0 0 27 54 07:15 6 209 0 0 I 37 39 07:30 5 215 0 0 I 33 38 07:45 7 208 0 0 29 40 Hr Total 27 777 0 0 1 126 171 08:00 6 225 0 0 I 26 44 08:15 7 197 0 0 I 27 38 08:30 8 198 0 0 I 33 34 08:45 5 208 0 0 I 29 27 Hr Total 26 828 0 0 I 115 143 16:00 16:15 16:30 16:45 Hr Tota1 3,00 -.J0 17:45 Hr Total • BREAK • 5 12 10 5 32 12 11 13 11 47 193 174 193 204 764 213 213 223 179 828 UTurn ISW 22ND AVENUE (From South Left I Right Thru UTurn ISW 6TH STREET (From West Left 1 Right Thru UTurn Left I Tota1 0 0 0 0 0 0 0 0 0 0 14 18 25 25 82 30 29 27 34 120 0 0 0 0 0 0 0 0 0 0 159 200 216 233 808 202 177 173 165 717 0 0 0 0 0 0 0 0 0 0 10 7 2 7 26 8 6 3 0 17 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 418 516 534 549 2017 541 481 476 468 1966 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 42 38 32 39 151 37 43 41 35 156 90 129 80 91 390 123 181 146 109 559 0 0 0 0 0 0 0 0 0 0 24 29 34 25 112 18 32 23 28 101 0 0 0 0 0 0 0 0 0 0 197 147 216 188 748 228 228 235 224 915 0 0 0 1 1 0 0 1 0 1 1 3 3 4 11 2 2 11 5 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 552 532 568 557 2209 633 711 693 591 2628 *TOTAL* 132 3197 1 oI 548 1263 0 415 1 0 3188 2 74 I 0 0 0 0 I 8820 i Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 11/28/06 Peak start 07:15 07:15 I 07:15 Volume 24 857 0 0 125 161 0 98 I 0 851 0 24 Percent 31 971 01 01 331 421 01 261 I 01 971 01 31 Pk total 881 384 I 875 Highest 08:00 08:00 I 07:45 Volume 6 225 0 0 26 44 0 30 I 0 233 0 7 Hi total 231 100 I 240 PHF .95 .96 I .91 eri 6TH STREET 24 161 209 24 0 0 0 0 0 0 SW 22ND AVENUE 857 857 - 881 209 0 0 1,857 0 851 125 976 - ALL VEHICLES Intersection Total 2,140 1,830 98 24 857 0 955 24 SW 22ND AVENUE 384 SW 6TH STREET & SW 22ND AVENUE MIAMI, FLORIDA COUNTED BY: NICHOLE BOWEN . TALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060276 Start Date: 11/28/06 File S.D. : 6ST_22AV Page : 2 SW 22ND AVENUE From North ISW 6TH STREET :From East ISW 22ND AVENUE 'From South ISW 6TH STREET (From West I I Right Thru UTurn Left 1 Right Thru UTurn Left I Right Thru UTurn Left I Right Thru Date 11/28/06 UTurn Left I Total 07:15 0 0 0 0 01 01 01 01 0 07:00 0 0 0 0 0 .0 0 0 125 125 384 161 875 • 851 851 161 98 98 0 SW 6TH STREET 0 0 0 0 0 SW 6TH STREET & SW 22ND AVENUE MIAMI, FLORIDA COUNTED BY: NICHOLS BOWEN "`'NALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060276 Start Date: 11/28/06 File I.D. : 6ST_22AV Page : 3 SW 22ND AVENUE ISW 6TH STREET ISW 22ND AVENUE ISW 6TH STREET From North 'From East 'From South From West Right Thru UTurn Left I Right Thru UTurn Left ' Right Thru UTurn Left I Right Thru Date 11/28/06 Peak Hour Analysis By Entire Intersection for the Period: 16:00 t Peak start 17:00 17:00 Volume 47 828 1 0 156 559 0 101 Percent 51 951 0& 0% 19% 69% 0% 12f Pk total 876 816 Highest 17:30 17:15 Volume 13 223 0 0 43 181 0 32 Hi total 236 256 PHF .93 .80 • 0 47 0 47 ) SW 6TH STREET 21 559 627 47 0 0 0 1 0 0 0 UTurn Left I Total 18:00 on 11/28/06 17:00 I 17:00 0 915 1 20 I 0 0 0 0 01, 98% 0% 21 I 0• 01 0% 04 936 ' 0 17:30 I 07:00 0 235 1 11 I 0 0 0 0 247 I 0 .95 .0 SW 22ND AVENUE 828 828 876 1 0 915 156 1 1,071 627 1,947 • ALL VEHICLES Intersection Total 2,628 1,865 101 21 828 0 929 21 SW 22ND AVENUE 817 0 0 156 156 816 559 936 • 915 915 559 101 101 1 SW 6TH STREET 0 0 1 0 0 c i vI 1 SW sr CFC-ort. WoJewk.b-or 2112ool0 draw (u.Z. s Palo wu. n o s;9nau zed SW 5TH STREET & SW 21ST AVENUE MIAMI, FLORIDA COUNTED BY: DAVID DUQUE -'^ SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code 00060276 Start Date: 11/28/06 File I.D. : 5ST21A A Page : 1 SW 21ST AVENUE From North ISW 5TH STREET 'From East (SW 21ST AVENUE 'From South ISW 5TH STREET !From West Right Thru UTurn Left Right Thru UTurn Left j Right Thru UTurn Left Right Thru UTurn Left j Total Date 11/28/06 07:00 0 7 0 0 1 0 0 0 0 j 1 3 0 O j 4 9 0 2 j 26 07:15 0 7 0 2 j 0 0 0 0 j 2 2 0 0 j 6 9 0 1 j 29 07:30 0 6 0 0 j 0 0 0 0 j 7 3 0 O j 7 20 0 3 j 46 07:45 0 5 0 1 1 0 0 0 0 1 5 2 0 0 j 10 11 0 4 j 38 Hr Total 0 25 0 3 0 0 0 •0 15 10 0 0 j 27 49 0 10 j 139 08:00 0 9 0 2 j 0 0 0 0 j 3 2 0 0 j 6 15 0 1 j 38 08:15 0 8 0 2 j 0 0 0 0 j 2 2 0 0 j 7 11 0 2 j 34 08:30 0 4 0 0 j 0 0 0 0 j 7 3 0 0 j 4 12 0 5 j 35 08:45 0 8 2 1 1 0 0 0 0! 3 3 0 0 j 8 7 0 4 1 36 Hr Total 0 29 2 5 j 0 0 0 0 j 15 10 0 0 j 25 45 0 12 j 143 c n j" ,-\ J z * BREAK * 16:00 0 5 0 0 1 0 0 0 0 j 2 2 0 0 j 8 14 0 6 16:15 0 3 0 2! 0 0 0 0 j 6 3 0 0 j 10 15 0 3 16:30 0 8 0 4 j 0 0 0 0 j 5 5 0 0 j 12 13 0 3 16:45 0 3 0 2! 0 0 0 0 j 1 2 0 0 j 7 14 0 4 Hr Total 0 19 0 8 j 0 0 0 0 j 14 12 0 0 j 37 56 0 16 37 42 50 33 162 17".00 0 11 0 1 j 0 0 0 0 j 3 3 0 0 j 9 14 0 7 I 48 0 2 0 0 j 0 0 0 0 j 5 6 0 0 j 15 12 0 7 j 47 a 0 6 0 4 j 0 0 0 0 j 1 4 0 0 j 9 23 0 2 j 49 17:45 0 11 0 9 1 0 0 0 0 1 3 3 0 0 j 19 25 0 9 j 79 Hr Total 0 30 0 14 j 0 0 0 0 j 12 16 0 0 j 52 74 0 25 j 223 *TOTAL* 0 103 2 30 j 0 0 0 0 j 56 48 0 0 j 141 224 0 63 j 667 M cCk'\ ': v ,"'\ SW 5TH STREET & SW 21ST AVENUE MIAMI, FLORIDA COUNTED BY: DAVID DUQUE SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060276 Start Date: 11/28/06 File I.D. : 5ST21A A Page : 2 SW 21ST AVENUE From North Right Thru UTurn Date 11/28/06 Peak Hour Analysis By Entire Peak start 07:30 Volume 0 28 0 Percent 0% 85% 0% Pk total 33 Highest 08:00 Volume 0 9 0 Hi total 11 PHF .75 ISW 5TH STREET 'From East 1SW 21ST AVENUE !From South Left 1 Right Thru UTurn Left Right Thru UTurn ISW 5TH STREET From West Left Right Thru UTurn Left 1 Total Intersection for the Period: 07:30 5 1 0 0 15% 0% 0% I 0 07:00 2 0 0 0 07:00 to 09:00 on 11/28/06 07:30 0 0 17 9 0% 0% 65% 35% 26 07:30 0 0 7 3 0 10 .0 .65 • 0 • 0 0 0 `' 5TH STREET 0 0 0 0 10 10 57 l 57 97 30 30 1 97 1 SW 21ST AVENUE • ALL VEHICLES Intersection Total 156 84 10 9 0 19 0 0 0% 0% 0 79 26 0 0 9 28 30 58 0 9 SW 21ST AVENUE I 0 07:30 30 31% 97 07:30 7 30 .81 57 0 10 59% 01 10% 20 0 3 0 0 0 0 0 0 0 0 79 SW 5TH STREET 0 0 5 57 17 SW 5TH STREET & SW 21ST AVENUE MIAMI, FLORIDA COUNTED BY: DAVID DUQUE 'SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060276 Start Date: 11/28/06 File I.D. 5ST21A_A Page : 3 SW 21ST AVENUE From North ISW 5TH STREET 'From East Right Thru UTurn Left 1 Right Thru UTurn Date 11/28/06 ISW 21ST AVENUE (From South ISW 5TH STREET (From West Left 1 Right Thru UTurn Left ( Right Thru UTurn Left 1 Total Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 11/28/06 Peak start 17:00 17:00 I 17:00 Volume 0 30 0 14 ! 0 0 0 0 1 12 16 0 0 Percent Ot 68t Olt 32% 0% 0t 0% 0% I 43% 571 0t 0% Pk total 44 0 I 28 Highest 17:45 07:00 I 17:15 Volume 0 11 0 9 1 0 0 0 0 I 5 6 0 0 Hi total 20 I 0 1 11 PHF .55 1 .0 I .64 • 0 • 0 t CT.T 5TH STREET 0 0 0 0 25 25 74 0 0 SW 30 30 44 74 151 • 52 52 1 0 151 21ST AVENUE 14 14 85 • ALL VEHICLES 25 16 0 Intersection Total 223 110 0 0 30 52 82 0 -SW 21ST AVENUE 41 100 28 • 16 16 0 17:00 52 74 0 25 34% 491t 04t 17% 151 17:45 19 25 0 9 53 .71 0 0 0 0 0 0 • 0 0 100 SW 5TH STREET 14 74 12 V w<<ouwcZ �{��►dQ NoNfewkbeic 29 � 200(,o <lr0.Wvl. Odl cukis PoJoviIAo KnT Sitl, U SW 6TH STREET & SW 21ST AVENUE MIAMI, FLORIDA COUNTED BY: RONALD EVERAGE ,SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060276 Start Date: 11/28/06 File I.D. : 6ST_21AV Page : 1 SW 21ST AVENUE ISW 6TH STREET ISW 21ST AVENUE ISW 6TH STREET From North From East [From South (From West I I f I Right Thru UTurn Left I Right Thru UTurn Left [ Right Thru UTurn Left I Right Thru UTurn Left I Total Date 11/28/06 07:00 9 6 0 0 1 4 76 0 9 1 0 2 0 3 1 0 0 0 0 1 109 07:15 2 11 0 0 1 8 67 0 7 1 0 3 0 3 I 0 0 0 0 1 101 j 07:30 7 7 0 0 1 5 73 0 2 1 0 4 0 4 I 0 0 0 0 1 102 07:45 5 7 0 0 1 3 67 0 9 1 0 5 0 1 j 0 0 - 0 0 1 97 Hr Total 23 31 0 0 I 20 283 0 27 I 0 14 0 11 1 0 0 0 0 1 409 08:00 08:15 08:30 08:45 Hr Total 5 10 0 0 1 5 66 0 4 1 0 3 0 1 I 0 0 0 0 1 94 4 12 0 0 1 1 71 0 2 1 0 4 0 0 I 0 0 0 0 1 94 3 6 0 0 1 6 59 0 6 1 0 9 0 2 I 0 0 0 0 1 91 6 8 0 0 1 3 50 0 4 I_ 0 4 0 1 I 0 0 0 0 1 76 18 36 0 0 I 15 246 0 16 I 0 20 0 4 I 0 0 0 0 1 355 * BREAK * 16:00 6 6 0 0 1 3 147 0 3 1 0 4 0 4 I 0 0 0 0 I 173 16:15 7 6 1 0 1 5 136 0 5 1 0 4 0 5 1 0 0 0 0 1 169 16:30 8 9 0 0 1 9 133 0 3 1 0 6 0 2 I 0 0 0 0 I 170 16:45 4 5 0 0 1 2 154 0 4 1 0 4 0 6 1 0 0 0 0 I 179 Hr Total 25 26 1 0 1 19 570 0 15 1 0 18 0 17 I 0 0 0 0 I 691 7''- 00 9 8 0 0 1 4 159 0 2 1 0 5 0 4 I 0 0 0 0 1 191 4 12 0 0 1 4 190 0 5 1 0 13 0 1 I 0 0 0 0 I 229 .10 3 9 0 0 1 3 177 0 7 1 0 8 0 5 1 0 0 0 0 1 212 17:45 16 13 0 0 1 5 139 0 6 1 0 5 0 2 1 0 0 0 0 I 186 Hr Total 32 42 0 0 1 16 665 0 20 i 0 31 0 12 I 0 0 0 0 I 818 *TOTAL* 98 135 1 0 1 70 1764 0 78 1 0 83 0 44 I 0 0 0 0 I 2273 TRAFFIC SURVEY SPECIALISTS, INC. SW 6TH STREET & SW 21ST AVENUE 624 GARDENIA TERRACE Site Code : 00060276 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date: 11/28/06 COUNTED BY: RONALD EVERAGE (561) 272-3255 FAX (561) 272-4381 File I.D. : 6ST 21AV .SIGNALIZED Page : 2 ALL VEHICLES SW 21ST AVENUE ISW 6TH STREET ISW 21ST AVENUE ISW 6TH STREET I From North (From East 'From South 'From West I I I I Right Thru UTurn Left I Right Thru UTurn Left I Right Thru UTurn Left I Right Thru UTurn Left I Total Date 11/28/06 Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 11/28/06 Peak start 07:00 07:00 07:00 Volume 23 31 0 0 20 283 0 27 0 14 0 11 Percent 43% 57% 0t 0* 6% 86% 0% 8% 0% 56% 0% 44% Pk total 54 330 25 Highest 07:00 07:00 07:30 Volume 9 6 0 0 4 76 0 9 0 4 0 4 Hi total 15 89 8 PHF .90 .93 .78 6TH STREET 11 283 317 23 0 0 0 23 23 0 0 0 0 0 SW 21ST AVENUE 31 31 54 0 0 317 88 0 14 20 07:00 0 0 0 0 0t 0% 0% 0% 0 07:00 0 0 0 0 0 .0 34 0 • ALL VEHICLES Intersection Total 409 1 83 27 11 31 0 58 11 SW 21ST AVENUE 330 0 '20 20 330 283 283 27 27 0 SW 6TH STREET 0 0 0 0 0 SW 6TH STREET & SW 21ST AVENUE MIAMI, FLORIDA COUNTED BY: RONALD EVERAGE SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060276 Start Date: 11/28/06 Pile I.D. : 6ST_21AV Page : 3 SW 21ST AVENUE From North Right Thru UTurn Date 11/28/06 Peak Hour Analysis By Entire Intersection for Peak start 17:00 17:00 Volume 32 42 0 0 16 Percent 434 57% 0% 0% I 2S Pk total 74 1 701 Highest 17:45 17:15 Volume 16 13 0 0 4 Hi total 29 199 PHF .64 .88 1SW 6TH STREET 1SW 21ST AVENUE 'From East IFrom South Left I Right Thru UTurn Left Right Thru UTurn ISW 6TH STREET From West Left 1 Right Thru UTurn Left Total 0 32 0 32 P .T 6TH STREET 12 665 709 32 • 0 -1 0 0 0 0 0 0 the Period: 16:00 to 18:00 on 11/28/06 17:00 665 0 20 0 31 0 95i 0% 3i 0% 72% 0* 43 17:15 190 0 5 0 13 0 14 .77 SW 21ST AVENUE 42 42 74 0 0 709 121 0 31 16 47 • ALL VEHICLES Intersection Total 818 105 20 12 42 0 62 12 SW 21ST AVENUE 12 28% 1 701 701 43 • 31 31 17:00 0 08 0 07:00 0 0 .0 0 0 0 0% 0% 0% 0 0 0 0 0 16 16 665 665 20 20 0 SW 6TH STREET 0 0 0 0 0 Sry n �QWI. iLo(� O I •AWASW.10d1- s e4k,(0 146. Pto 6.1-- i.510‘ ck,U ect 24-Hour Machine Counts 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 : D1128005.PRN Station : 000000112701 Identification : 000110252088 Interval : 15 minutes Start date : Nov 28, 06 Start time : 00:00 Stop date : Nov 28, 06 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : SW 22 Avenue North of SW 6 Street ******************************************************************************* Nov 28 Northbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 15 28 18 5 5 1 29 75 30 18 4 5 7 8 19 75 45 14 6 2 5 12 37 136 00 10 5 7 5 11 52 131 Hr Total 70 33 19 22 32 137 417 End Time 12 13 14 15 15 194 189 215 215 30 192 211 192 215 45 190 196 216 225 00 182 207 206 192 Total 758 803 829 847 16 17 18 225 247 286 192 252 239 241 261 216 209 241 169 867 1001 910 07 08 09 190 228 245 231 894 220 197 199 165 201 162 187 191 807 715 19 172 153 119 128 572 20 111 107 104 102 424 21 85 90 82 98 355 10 11 164 166 158 177 193 185 169 177 684 705 22 87 75 70 45 277 23 45 46 37 30 158 24 Hour Total : 12336 AM peak hour begins : 07:15 AM peak volume : 924 Peak hour factor : 0.94 PM peak hour begins : 17:15 PM peak volume : 1040 Peak hour factor : 0.91 ******************************************************************************* Nov 28 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 15 11 5 2 7 8 8 68 30 12 8 5 4 2 19 98 45 9 12 2 3 5 20 107 00 5 1 4 6 8 30 125 ---- ---- ---- ---- ---- ---- Hr Total 37 26 13 20 23 77 398 07 08 09 168 224 190 240 217 202 219 217 155 224 204 173 851 862 720 10 11 185 138 153 145 166 140 198 146 702 569 End Time 12 13 14 15 15 182 145 167 180 30 134 157 169 166 45 153 188 203 234 00 163 138 177 190 Hr Total 632 628 716 770 16 17 18 213 231 199 186 237 160 223 220 202 218 199 155 840 887 716 19 20 21 22 23 156 89 67 56 28 139 112 60 64 30 133 91 64 35 23 103 77 68 34 19 531 369 259 189 100 24 Hour Total : 10935 AM peak hour begins : 07:15 AM peak volume : 907 Peak hour factor : 0.94 PM peak hour begins : 16:30 PM peak volume : 909 Peak hour factor : 0.96 k S 1� ►( - ; ._ f (y- 1) S44.04 A 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 : D1128005.PRN Station : 000000112701 Identification : 000110252088 Interval : 15 minutes Start date : Nov 28, 06 Start time : 00:00 Stop date : Nov 28, 06 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : SW 22 Avenue North of SW 6 Street Nov 28 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 ---- ---- ---- ---- ---- ---- 15 39 23 7 12 9 37 143 30 30 12 10 11 10 38 173 45 23 18 4 8 17 57 243 00 15 6 11 11 19 82 256 ---- ---- ---- ---- ---- ---- Hr Total 107 59 32 42 55 214 815 07 08 09 358 444 387 468 416 367 464 418 317 455 391 364 1745 1669 1435 End Time 12 13 14 15 15 376 334 382 395 30 326 368 361 381 45 343 384 419 459 00 345 345 383 382 Total 1390 1431 1545 1617 16 438 378 464 427 1707 17 18 478 485 489 399 481 418 440 324 1888 1626 10 11 349 304 311 322 359 325 367 323 1386 1274 19 20 21 22 23 328 200 152 143 73 292 219 150 139 76 252 195 146 105 60 231 179 166 79 49 1103 793 614 466 258 24 Hour Total : 23271 AM peak hour begins : 07:15 AM peak volume : 1831 Peak hour factor : 0.98 PM peak hour begins : 17:15 PM peak volume : 1895 Peak hour factor : 0.97 ******************************************************************************* 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 : D1128004.PRN Station : 000000112703 Identification : 000110252076 Interval : 15 minutes Start date : Nov 28, 06 Start time : 00:00 Stop date : Nov 28, 06 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : SW 7 Street East of SW 22 Avenue ******************************************************************************* Nov 28 Westbound Volume End Time 00 01 02 03 15 38 24 20 9 30 29 17 12 18 45 34 13 11 7 00 28 7 9 13 ---- HT Total 129 61 52 47 End Time 12 13 14 15 15 307 301 315 325 30 334 309 299 306 45 305 301 322 321 00 293 291 307 269 Total 1239 1202 1243 1221 04 10 9 17 15 05 06 21 62 22 113 52 125 55 151 51 150 451 07 186 189 202 207 784 08 09 243 228 215 230 265 228 251 266 974 952 10 308 236 285 281 1110 11 280 277 308 266 1131 16 323 337 398 357 1415 17 369 393 425 345 1532 18 389 341 324 283 1337 19 20 21 22 297 188 163 135 251 164 125 92 246 150 137 117 201 146 134 83 995 648 559 427 23 80 64 54 45 243 24 Hour Total : 17953 AM peak hour begins : 11:30 AM peak volume : 1215 Peak hour factor : 0.91 PM peak hour begins : 17:15 PM peak volume : 1552 Peak hour factor : 0.91 ******************************************************************************* 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 : D1128007.PRN Station : 000000112704 Identification : 009845970028 Interval : 15 minutes Start date : Nov 28, 06 Start time : 00:00 Stop date : Nov 28, 06 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : SW 7 Street West of SW 22 Avenue ******************************************************************************* Nov 28 Westbound Volume End Time 00 01 02 03 04 05 06 15 32 19 16 9 9 11 51 30 23 20 10 12 6 15 93 45 25 16 9 8 16 44 107 00 20 8 11 13 16 44 126 ---- ---- ---- ---- ---- ---- Hr Total 100 63 46 42 47 114 377 07 08 09 10 11 167 213 184 226 212 172 204 189 211 220 169 214 195 228 260 185 200 205 240 229 ---- ---- ---- ---- ---- 693 831 773 905 921 End Time 12 13 14 15 15 270 246 257 282 30 282 267 255 261 45 268 248 265 264 00 275 245 250 246 Total 1095 1006 1027 1053 16 17 18 261 297 315 286 329 298 310 348 275 314 296 255 1171 1270 1143 19 20 21 22 23 255 156 139 110 64 230 152 115 76 51 223 134 119 92 43 175 116 110 56 37 883 558 483 334 195 24 Hour Total : 15130 AM peak hour begins : 11:30 AM peak volume : 1041 Peak hour factor : 0.92 PM peak hour begins : 16:45 PM peak volume : 1288 Peak hour factor : 0.93 ******************************************************************************* 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 : D1128006.PRN Station : 000000112702 Identification : 009600650022 Interval : 15 minutes Start date : Nov 28, 06 Start time : 00:00 Stop date : Nov 28, 06 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : SW 8 Street East of SW 22 Avenue ******************************************************************************* Nov 28 Eastbound Volume End Time 00 01 02 03 04 05 06 15 63 36 22 15 12 49 184 30 60 33 34 23 22 54 289 45 69 25 26 15 30 78 296 00 42 22 16 28 29 123 293 Hr Total 234 116 98 81 93 304 1062 End Time 12 13 14 15 15 374 352 358 360 30 407 348 352 363 45 356 352 356 365 00 357 340 351 329 Total 1494 1392 1417 1417 16 17 18 380 380 379 365 353 352 386 392 352 328 372 346 1459 1497 1429 07 328 388 418 454 1588 08 09 10 428 389 409 375 386 369 404 365 1627 1498 372 357 369 360 322 372 375 365 1438 1454 19 20 21 22 23 343 258 219 210 116 303 251 203 198 113 337 229 215 204 78 305 220 241 147 86 ---- ---- ---- ---- ---- 1288 958 878 759 393 24 Hour Total : 23974 AM peak hour begins : 07:30 AM peak volume : 1709 Peak hour factor : 0.94 PM peak hour begins : 17:00 PM peak volume : 1497 Peak hour factor : 0.95 ******************************************************************************* (QO tt s t 149� 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 : D1128008.PRN Station : 000000112705 Identification : 000058410190 Interval : 15 minutes Start date : Nov 28, 06 Start time : 00:00 Stop date : Nov 28, 06 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : SW 8 Street West of SW 22 Avenue ******************************************************************************* Nov 28 Eastbound Volume End Time 00 01 02 03 04 05 0607 08 09 ---- ---- -- ---- ---- ---- ---- ---- ---- 15 67 32 21 17 11 47 167 288 401 346 30 71 35 32 17 18 45 249 356 354 308 45 69 24 29 12 30 73 275 372 340 320 00 45 27 19 28 29 125 273 426 377 331 Hr Total 252 118 101 74 88 290 964 1442 1472 1305 10 11 335 319 321 345 314 328 319 328 1289 1320 End Time 12 13 14 15 15 324 336 328 331 30 356 341 326 325 45 335 305 335 319 00 341 325 304 312 Total 1356 1307 1293 1287 16 17 18J 19 20 21 22 23 327 332 324 324 249 221 189 125 320 317 333 305 235 191 192 104 339 348 335 329 239 212 192 84 304 329 325 279 219 209 141 90 1290 1326 1317E 1237 942 833 714 403 24 Hour Total : 22020 AM peak hour begins : 07:15 AM peak volume : 1555 Peak hour factor : 0.91 PM peak hour begins : 12:15 PM peak volume : 1368 Peak hour factor : 0.96 ******************************************************************************* 11- 133)(,,t )3 l` - i3aa FDOT Peak Season Conversion Factor Report 2005 Pea) son Factor Category Report - Report Type: ALL Category: 8701 MIAMI-DADE SOUTH MOCF: 0.98 Week Dates SF PSCF 1 01/01/2005 - 01/01/2005 0.97 0.99 2 01/02/2005 - 01/08/2005 0.99 1.01 3 01/09/2005 - 01/15/2005 1.02 1.04 4 01/16/2005 - 01/22/2005 1.01 1.03 5 01/23/2005 - 01/29/2005 1.00 1.02 * 6 01/30/2005 - 02/05/2005 0.99 1.01 * 7 02/06/2005 - 02/12/2005 0.99 1.01 * 8 02/13/2005 - 02/19/2005 0.98 1.00 * 9 02/20/2005 - 02/26/2005 0.98 1.00 *10 02/27/2005 - 03/05/2005 0.98 1.00 *11 03/06/2005 - 03/12/2005 0.98 1.00 *12 03/13/2005 - 03/19/2005 0.98 1.00 *13 03/20/2005 - 03/26/2005 0.98 1.00 *14 03/27/2005 - 04/02/2005 0.98 1.00 *15 04/03/2005 - 04/09/2005 0.98 1.00 *16 04/10/2005 - 04/16/2005 0.98 1.00 *17 04/17/2005 - 04/23/2005 0.99 1.01 *18 04/24/2005 - 04/30/2005 1.00 1.02 19 05/01/2005 - 05/07/2005 1.01 1.03 20 05/08/2005 - 05/14/2005 1.02 1.04 21 05/15/2005 - 05/21/2005 1.03 1.05 22 05/22/2005 - 05/28/2005 1.02 1.04 23 05/29/2005 - 06/04/2005 1.01 1.03 24 06/05/2005 - 06/11/2005 1.01 1.03 25 06/12/2005 - 06/18/2005 1.00 1.02 26 06/19/2005 - 06/25/2005 1.00 1.02 27 06/26/2005 - 07/02/2005 1.00 1.02 28 07/03/2005 - 07/09/2005 1.00 1.02 29 07/10/2005 - 07/16/2005 1.00 1.02 30 07/17/2005 - 07/23/2005 1.00 1.02 31 07/24/2005 - 07/30/2005 1.01 1.03 32 07/31/2005 - 08/06/2005 1.01 1.03 33 08/07/2005 - 08/13/2005 1.01 1.03 34 08/14/2005 - 08/20/2005 1.01 1.03 35 08/21/2005 - 08/27/2005 1.01 1.03 36 08/28/2005 - 09/03/2005 1.01 1.03 37 09/04/2005 - 09/10/2005 1.01 1.03 38 09/11/2005 - 09/17/2005 1.02 1.04 39 09/18/2005 - 09/24/2005 1.04 1.06 40 09/25/2005 - 10/01/2005 1.06 1.08 41 10/02/2005 - 10/08/2005 1.07 1.09 42 10/09/2005 - 10/15/2005 1.09 1.11 43 10/16/2005 - 10/22/2005 1.07 1.09 44 10/23/2005 - 10/29/2005 1.05 1.07 45 10/30/2005 - 11/05/2005 1.03 1.05 46 11/06/2005 - 11/12/2005 1.01 1.03 47 11/13/2005 - 11/19/2005 0.98 1.00 48 11/20/2005 - 11/26/2005 0.98 1.00 49 11/27/2005 - 12/03/2005 0.98 L1.00\ 50 12/04/2005 - 12/10/2005 0.97 0.99 51 12/11/2005 - 12/17/2005 0.97 0.99 52 12/18/2005 - 12/24/2005 0.99 1.01 53 12/25/2005 - 12/31/2005 1.02 1.04 * Peak Season APPENDIX C: Miami -Dade Transit Data Route Maps 162 Terr WHEELCHAIRS Stop the bus at any location near the stop to allow wheelchairs on or off the bus. N z m M 165 St No Service to Industrial Park Weekends or Weekdays After 9:00 PM a) N N z CA U MI U Airport Expressway DESTINATION SIGN North Golden Glades - 007E North 163 St Mall - 0076 South Civic Center - 0078 South Flagler St - 007B South Coconut Grove Station - 0079 Out Of Service - 02D6 > SW 27 Terr Coconut Grove Metrorail Station NW 20 St a) N N z V\r'''r" Route 22 NE 167 St NE 167 St 163 St Mall NE 163 St NORTHBOUND - SOUTHBOUND • • • • NW 41 St '70� Earlington Heights Station NI+ Flagler Terr Flagler St Short Turn Flagler St Coconut Grove NW 2 VA I. Hosp. Civic Center Station 163 Street Mall BUS TERMINAL Santa Clara NW14Sta) ALL BUSES ARE WHEELCHAIR ACCESSIBLE NORTH MIAMI BEACH North Map not to scale 4/03 EFFECTIVE: April 25, 2004 CORRECTED: VIA 8 STREET SW 8 St FIU SOUTH CAMPUS ■ 11=1 ■a) ■ • ■ o FIU Bus • Terminal ■ In ■ SW 16 St SW 17 St FIU SOUTH CAMPUS a) ti VIA CORAL WAY FIU SOUTH CAMPUS MI SW 17 St Er FIU Bus Terminal SW 107 Ave Coral Way SW 24 St Route 8A SW 8 St ■ I1 • • ■ ;Eral Way rn Route 8 WHEELCHAIRS Stop the bus at any location near the stop to allow wheelchairs on or off the bus. m North Map not to scale 3/04 EFFECTIVE: April 25, 2004 SW 24 St ■ ■ 1 SW 8 St sz Route 8 DESTINATION SIGNS EAST: 8 Downtown Via Westchester - 004E 8A Downtown Via Sw 8 St - 001F 8 Downtown Via 8 St - 002E (Westchester Short Turn) West: 8 FIU Via Westchester - 0052 8A FIU Via Sw 8 St - 001D 8 Westchester - 0030 Not In Service - 02D6 0) 00 c' WESTCHESTER SHOPPING CENTER .<;:*/ SW 7 St ALL BUSES ARE WHEELCHAIR ACCESSIBLE NE6St a) z � w V) •••••.4 St 4�Go�—, BRICKELL STATION ATION a' LITTLE HAVANA WESTCHESTER SHORT TURN II -Library Fire .te' �-Station U SW 24 St 0n Diamonds Recovery zone ■ 0) ■ ¢ ■ ■ 00 ▪ Coral Way >� III ■ ■ Q I ■ CO ■ ■ WESTCHESTER ■ : SHOPPING cn ; ■ CENTER BRICKELL STATION SW 7 St ■ ■ • SW 8 St ■ t�f a)• ¢• ■ V) ■■,■J • (1) —► ■ ■ Lit..., Havana Circulator (Clockwise) -Via SW 7 St Route 207 ALL BUSES ARE WHEELCHAIR ACCESSIBLE WHEELCHAIRS Stop the bus at any location near the stop to allow wheelchairs on or off the bus. SW 25 Ave MI INN DESTINATION SIGN SW 7 St/1 St Via Beacom -015C NOT IN SERVICE - 02D6 SW1St -► s SW 7 St North Map not to scale 10/04 EFFECTIVE: November 21, 2004 NW 3 St Government Center F NW 1 St Little Havana Circulator (Counterclockwise) -Via West Flagler St Route 208 c�. ALL BUSES ARE WHEELCHAIR ACCESSIBLE C47b BIKE & RIDE WHEELCHAIRS Stop the bus at any location near the stop to allow wheelchairs on or off the bus. Pfit City of Miami N. Police —1111 Sub Station SW 7 St DESTINATION SIGN FLAGLER /8 St via Beacom -0146 NOT IN SERVICE - 02D6 West Flagler St — - SW8St North Map not toio4 scale i o EFFECTIVE: November 21, 2004 N 0 NW 3 St Government Center NW 1 St Ridership Data PM Peak Period Route 22 Day Date Time PM Number of Passengers Direction Seats Standees Capacity Wednesday 3/22/2006 1658 19 SB 38 15 53 Wednesday 3/22/2006 1752 19 NB 38 15 53 Tuesday 1/11/2005 1611 10 SB 38 15 53 Tuesday 1/11/2005 1742 13 NB 38 15 53 Average Per Direction Ridership Capacity NB 16 53 SB 15 53 AM Peak Period Route 8 Day Date Time AM Number of Passengers Direction Seats Standees Capacity Thursday 9/22/2006 824 33 EB 38 15 53 Thursday 5/19/2006 819 42 EB 38 15 53 Wednesday 5/9/2006 709 0 EB 38 15 53 Wednesday 5/9/2006 703 49 WB 38 15 53 Wednesday 5/9/2006 838 5 EB 38 15 53 Wednesday 4/21/2006 819 21 EB 38 15 53 Tuesday 4/25/2005 828 34 EB 38 15 53 Tuesday 6/10/2005 751 27 WB 38 15 53 Average Per Direction Ridership Capacity EB 23 53 WB 38 53 PM Peak Period Route 8 Day Date Time PM Number of Passengers Direction Seats Standees Capacity Monday 4/3/2006 1723 21 EB 38 15 53 Monday 6/19/2006 1625 12 EB 38 15 53 Wednesday 5/10/2006 1605 17 EB 38 15 53 Wednesday 5/10/2006 1756 50 WB 38 15 53 Friday 4/28/2006 1726 13 EB 38 15 53 Wednesday 8/3/2005 1523 40 EB 38 15 53 Wednesday 8/3/2005 1629 13 EB 38 15 53 Tuesday 6/21/2006 1728 40 WB 38 15 53 Average Per Direction Ridership Capacity EB 19 53 WB 45 53 AM Peak Period Route Little Havana Circulator 207/208 Day Date Time AM Number of Passengers Direction Seats Standees Capacity Wednesday 4/27/2005 740 7 Counter Clockwise 38 15 53 Wednesday 4/27/2005 840 6 Counter Clockwise 38 15 53 Tuesday 4/26/2006 726 7 Clockwise 38 15 53 Tuesday 4/26/2006 814 5 Clockwise 38 15 53 Wednesday 4/5/2006 742 8 Clockwise 38 15 53 Wednesday 4/5/2006 834 10 Clockwise 38 15 53 Average Per Direction Ridership Capacity Clockwise 8 53 Counter Clockwise 7 53 PM Peak Period Route Little Havana Circulator 207/208 Day Date Time PM Number of Passengers Direction Seats Standees Capacity Monday 8/8/2005 740 2 Counter Clockwise 38 15 53 Monday 8/8/2005 840 6 Counter Clockwise 38 15 53 Tuesday 4/26/2006 726 9 Clockwise 38 15 53 Friday 3/14/2006 834 3 Clockwise 26 15 41 Average Per Direction Ridership Capacity Clockwise 6 47 Counter Clockwise 4 53 AM Peak Period Summary Route NB/EB/CLOCKWISE SB/WB/COUNTER CLOCKWISE Average Ridership Average Capacity Average Ridership I Average Capacity Route 8 23 53 38 53 Little Havana Circulator 8 53 7 53 Total Ridership 31 45 PM Peak Period Summary Route NB/EB/CLOCKWISE SB/WB/COUNTER CLOCKWISE Average Ridership Average Capacity Average Ridership Average Capacity Route 22 16 60 15 58 Route 8 19 53 45 53 Little Havana Circulator 6 47 4 41 Total Ridership 41 64 _ APPENDIX D: Existing Conditions (2006) SYNCHRO 6.0 Outputs Miami -Dade County Public Works Department Existing Timing Plans • WEDNES]...�f,.iTIMING FOR 2237 SW 22 AVE & 6 ST TIME PATfiLIQ' NUMBER AND NAME OFF MINIMUMS: 30 22 200 9 530 12 600 2 700 5 730 3 915 1 1100 6 1330 4 1 5 3.0. 7 1800 6 2000 1 13 14 15 16 17 18 19 20 21 22 24 MONDAY VERAGE M2 GHT 19/1 +TE NIGHT 20/1 EARLY MORN 17/1 PRE AM M2 AM PEAK M2 AM PEAK Mi AVERAGE M2 NOON & EVENING M2 AFT M1 .EM. PEZK-14' NOON & E'o'ENING M2 AVERAGE M2 CALLE OCHO 15/1 TEST AM PEAK 100 O B DAY HEAVY OUT O B HEAVY IN 0 E OUT NITE HEAVY TEST AM PEAK 90 TEST MD PEAK 100 TEST PM PEAK 100 TEST OP PEAK 90 TEST SAT PEAK 120 RECALL TEST 0/22 TIME PT C'{C 0 30 200 530 600 700 730 915 1100 1330 1530 1800 2000 1 23 '9 12 2 5 3 1 6 4 7 6 1 t.po 90 90 100 100 120 100 90 TUESDAY TI]4E PT CYC 0 30 200 31S 345 530 600 700 730 915 1100 1330 1530 1800 2000 1 23 9 24 9 12 5 3 1 6 4 7 6 1 90 90 80 80 80 90 90 90 90 90 100 100 120 100 90 88 88 60 88 88 _, _. 33 88 59 53 66, 59 88 114 72 57 20 15 37 50 61 89 15 60 WEDNESDAY TIME PT CYC 0 30 200 530 600 700 730 915 1100 1330 1530 1800 2000 1 90 23 90 9 80 12 90 2 90 3 90 1 90 6 100 4 100 7 120 6 100 1 90 12-11-06 TYPE=NA SECTION 44 �i741:• F- Y R. IIL Y t1S1Q F G 7 5 1 22 11 4 1 35 11 4 1 23 11 4 1. 35 11 4 1 35 11 4 1 12 11 4 •. 1. 1.2. _...1 ,_._.. 4�..._._..1.. 22 11 4 1 35 11 4 1 35 1.1 4.7 _..1.1. 35 1.1 22 11 55 11 28 11 16 11 20 11 16 11 16 11 28 11 28 11 22 11 41 11 23 11 THURSDAY TIME PT CYC 0 30 200 530 600 700 730 915 1100 1330 1530 1800 2000 1 23 9 12 2 5 3 90 90 80 90 90 90 1 90 6 100 4 100 7 120 6 100 1 90 4 .4_. 4 4 4 4 4 4 4 4 4 4 4 4 4 1 1. 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0- 0 0 0 0 0 0 0 .0.........0.... 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 O 0 0 0 0 O 0 7: r 6 24 6 11 6 13 6 11 6 11 6 34. 6 24 6 21. 6 21 9 1. 6 24 6 21 6 26 6 60 6 54 6 29 6 26 6 26 6 24 6 35 6 13 Y R 21L Y R S.• 4 1. 4 1 4 1 4 1 4 1 4- 1 ! 1 4 1 4 1 1....._...1 . 4 1 4 1 4 4 i 4 1 4 1 4 1 4 1 4 1 4 1 ;1;u1 ui (o min it 5 5 5 5 5 4 4 1 4 1 4 1 4 .... 1 4 1 4 1 4 1 4........ __ ... 5 4 1 4 1 4 1 1 1 1 1 1 4 1 4 1 4 1. 4 1 4 1. 4 .1 4 1. NO SCHOOL FRIDAY SA1vRDAY SUNDAY MONDAY TIME PT CYC TIME PT CYC TIME PT CYC TIME PT CYC 0 30 200 530 600 700 730 915 1100 1330 1530 1800 2000 1 23 c, 12 5 3 1 6 4 7 6 1 90 90 80 90 90 90 90 90 100 100 120 100 90 0 1 130- 23 300 9 600 1. 90 90 80 90 0 1 130 23 300 9 600 1 90 980 90 3 G 200 530 600 700 915 1100 1530 1.800 2000 2 ti 9 12 5 1 6 6 1 90 c0 90 90 90 90 100 120 100 90 11111 CcCLn SrIP [YT 1C 9 0 1" 80'',1' 90 90 90 _ ., _ J i0 -.. 90 100 100 120_ 100 90 12 t") L00 • 1 j� +f IAI ^' I • ll,,a; NO SCHPO.j', FRIDAY TIME PT SI 0 1 it0 �30 229 y90 80 .,0 12 90 100' 5 :: 0 c15.,' 1 1100'' 6 1530 •7 1800. 2000 ' 1 120 90 100 10011' 120' 80 Existing Timings A.M. Peak Hour HCM Unsignalized Intersection Capacity Analysis 3: SW 5th Street & SW 22nd Avenue 2006 AM Peak Hour Existing Traffic Conditions IVfyoeinent Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Stop 0% 15 13 0.94 0.94 16 14 Stop 0% 22 0 0 0.94 0.94 0.94 23 0 0 Free 0% 0 2 14 923 36 15 42 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0 0 15 982 38 0 45 Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked 0.90 0.90 0.90 0.90 0.90 0.00 vC, conflicting volume 1576 2105 486 1631 2091 510 0 971 vC1, stage 1 conf vol 1055 1055 1031 1031 vC2, stage 2 conf vol 521 1050 600 1061 vCu, unblocked vol 1529 2117 486 1590 2102 346 0 971 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 0.0 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 0.0 2.2 p0 queue free % 90 90 96 100 100 100 0 98 cM capacity (veh/h) 168 140 527 162 148 585 0 705 314 0.00 0.90 0 1020 0 912 0.0 4.1 0.0 2.2 0 93 0 669 Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 53 15 655 16 15 0 23 0 0 223 705 1700 0.24 0.02 0.39 22 2 0 26.1 10.2 0.0 D B 26.1 0.1 D 366 45 0 45 38 0 1700 669 0.22 0.07 0 5 0.0 10.8 B 0.5 640 331 0 0 0 11 1700 1700 0.38 0.19 0 0 0.0 0.0 Average Delay Intersection Capacity Utilization Analysis Period (min) 1.0 43.3% 15 ICU Level of Service A G:1042958000-MUSP Altos Pointe\Calcs\Synchro\Existing AM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 3: SW 5th Street & SW 22nd Avenue 2006 AM Peak Hour Existing Traffic Conditions ouemen SB LanMConfigurations ft) Sign Control Free Grade 0% Volume (veh/h) 903 10 Peak Hour Factor 0.94 0.94 Hourly flow rate (vph) 961 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) MEP WRIT t .x.ma..r.7 ...AMVTA ..- w { noµ iar.. . ,. . i`, at.. aifSr_g G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Existing_AM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Signalized Intersection Capacity Analysis 6: SW 6th Street & SW 22nd Avenue 2006 AM Peak Hour Existing Traffic Conditions l love fn€ W6h Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot 'Is Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS 4+ 1900 1900 1900 1900 1900 4.0 0.95 1.00 0.98 3474 0.98 3474 0 0 0 98 161 0.97 0.97 0.97 0.97 0.97 0 0 0 101 166 0 0 0 0 0 0 0 0 0 267 Prot 3 8 HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 0.0 A 12.2 0.41 90.0 38.4% 15 18.5 19.5 0.22 5.0 3.0 753 0.08 0.35 29.9 1.00 0.3 30.2 C 29.6 C 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 125 0.97 129 101 28 Perm 8 18.5 19.5 0.22 5.0 3.0 343 0.02 0.08 28.1 1.00 0.1 28.2 C 11 1900 1900 4.0 4.0 1.00 0.95 1.00 1.00 0.95 1.00 1770 3539 0.95 1.00 1770 3539 24 851 0.97 0.97 25 877 0 0 25 877 Prot 5 2 2.2 3.2 0.04 5.0 3.0 63 0.01 0.40 42.5 1.00 4.1 46.5 D HCM Level of Service Sum of lost time (s) ICU Level of Service 61.5 62.5 0.69 5.0 3.0 2458 c0.25 .f� 0.36 5.6 1.00 0.4 6.0 A 7.1 A +i) 1900 1900 1900 1900 4.0 0.95 1.00 1.00 3525 1.00 3525 0 0 857 24 0.97 0.97 0.97 0.97 0 0 884 25 0 0 2 0 0 0 907 0 12.0 A 6 54.3 55.3 0.61 5.0 3.0 2166 c0.26 0.42 9.0 1.00 0.6 9.6 A 9.6 A G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Existing_AM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 Timings 6: SW 6th Street & SW 22nd Avenue 2006 AM Peak Hour Existing Traffic Conditions roUp Lane Configurations Volume (vph) Turn Type Protected Phases 4+ 161 125 Perm 8 24 Prot 5 2 6 3 44 +1 851 857 Permitted Phases 8 Detector Phases 8 8 5 2 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 28.0 28.0 10.0 23.0 52.0 28.0 Total Split (s) 28.0 28.0 10.0 62.0 52.0 28.0 Total Split (%) 31.1% 31.1% 11.1% 68.9% 57.8% 31% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lead -Lag Optimize? Recall Mode None None None C-Max C-Max None Act Effct Green (s) 19.5 19.5 6.7 62.5 58.3 Actuated g/C Ratio 0.22 0.22 0.07 0.69 0.65 v/c Ratio 0.74 0.29 0.19 0.36 0.40 Control Delay 38.2 6.3 43.0 6.6 9.6 Queue Delay • 0.0 0.0 0.0 0.0 0.0 Total Delay 38.2 6.3 43.0 6.6 9.6 LOS D A D A A Approach Delay 27.8 7.6 9.6 Approach LOS C A A Notrd Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 12.0 Intersection Capacity Utilization 38.4% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service A Splits and Phases: 6: SW 6th Street & SW 22nd Avenue t 02 03 j r ice, .1 l 05 * 06 4- 08 G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Existing_AM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 10: SW 5th Street & SW 21 st Avenue 2006 AM Peak Hour Existing Traffic Conditions 4_ Movements_: 4\ Lane Configurations Sign Control Grade Volume (veh/h) 9 Peak Hour Factor 0.82 Hourly flow rate (vph) 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) Stop 0% 55 0.82 67 29 0.82 35 0 0.82 0 Stop 0% 0 0.82 0 None None 0 0.82 0 0 0.82 0 66 77 33 135 66 21 33 66 77 33 135 66 21 33 7.1 6.5 6.2 7.1 6.5 .6.2 4.1 3.5 4.0 3.3 3.5 4.0 3.3 2.2 99 92 97 100 100 100 100 924 810 1041 754 821 1056 1579 Free 0% 9 0.82 11 17 0.82 21 5 0.82 6 32 32 4.1 2.2 100 1581 Free 0% 27 0.82 33 0 0.82 0 Volume Total Volume Left 113 32 39 11 0 6 Volume Right 35 cSH 882 Volume to Capacity 0.13 Queue Length 95th (ft) 11 Control Delay (s) 9.7 Lane LOS A Approach Delay (s) 9.7 Approach LOS A 21 0 1700 1581 0.02 0.00 0 0 0.0 1.2 A 0.0 1.2 Average Delay Intersection Capacity Utilization Analysis Period (min) 6.2 17.5% 15 ICU Level of Service A G:1042958000-MUSP Altos Pointe\Calcs\SynchrolExisting_AM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 9: SW 6th Street & SW 21 st Avenue 2006 AM Peak Hour Existing Traffic Conditions OO,M 11(.ent EBC Lane Configurations Sign Control Grade Volume (veh/h) 0 Peak Hour Factor 0.97 Hourly flow rate (vph) 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 303 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 303 tC, single (s) 4.1 tC, 2 stage (s) tF (s) 2.2 p0 queue free % 100 cM capacity (veh/h) 1255 Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS MARI Average Delay Intersection Capacity Utilization Analysis Period (min) ---► '`i c 4- Free 0% 0 0.97 0 555 0 0.97 0 163 162 25 23 0 9 0 22 0 1622 1700 597 0.01 0.10 0.04 1 0 3 1.1 0.0 11.3 A B 0.6 11.3 B 22 0.97 23 0 Free 0% 273 0.97 281 k. 4\ 21 0.97 22 9 0.97 9 Stop 0% 15 0.97 15 None BREkt- .SBrtrS0t' 0 0.97 0 0 0.97 0 Stop 0% 35 0.97 36 None 19 0.97 20 224 348 0 345 338 152 0 224 348 0 345 338 152 4.1 7.5 - 6.5 6.9 7.5 6.5 6.9 2.2 99 1622 56 0 20 652 0.09 7 11.0 B 11.0 B 2.6 23.5% 15 3.5 4.0 3.3 99 97 100 656 566 1084 ICU Level of Service A 3.5 100 566 4.0 94 574 3.3 98 868 G:1042958000-MUSP Altos Pointe\Calcs\Synchro\Existing_AM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 P.M. Peak Hour HCM Unsignalized Intersection Capacity Analysis 3: SW 5th Street & SW 22nd Avenue 2006 PM Peak Hour Existing Traffic Conditions Lane Configurations Sign Control Grade. Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS WANUMINt. 2 0.98 2 Stop 0% 25 0.98 26 NBL... N�NRi Stop Free 0% 0% 17 0 0 0 3 20 1143 49 20 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 17 0 0 0 0 20 1166 50 0 Raised Raised 1 1 0.80 0.80 0.80 0.80 1783 2416 477 1944 2399 1159 1159 1232 1232 624 1257 712 1167 1729 2519 477 1931 2499 7.5 6.5 6.9 7.5 6.5 6.5 5.5 6.5 5.5 3.5 4.0 3.3 3.5 4.0 98 67 97 100 100 124 78 535 107 105 0.80 0.00 608 0 953 262 0 953 6.9 0.0 4.1 3.3 0.0 2.2 100 0 97 590 0 717 314 1'b 105 0.98 107 0.00 0.80 0 1216 0 1021 0.0 4.1 • 0.0 2.2 0 80 0 541 45 20 778 439 2 20 0 0 17 0 0 50 120 717 1700 1700 0.37 0.03 0.46 0.26 39 2 0 0 52.0 10.2 0.0 0.0 F B 52.0 0.2 F 107 624 329 107 0 0 0 0 17 541 1700 1700 0.20 0.37 0.19 18 0 0 13.3 0.0 0.0 B 1.3 Average Delay Intersection Capacity Utilization Analysis Period (min) 1.7 53.4% 15 ICU Level of Service A G:1042958000-MUSP Altos Pointe\Calcs\Synchro\Existing_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 3: SW 5th Street & SW 22nd Avenue 2006 PM Peak Hour Existing Traffic Conditions LanaiConfigurations Sign Control Free Grade 0% Volume (veh/h) 917 17 Peak Hour Factor 0.98 0.98 Hourly flow rate (vph) 936 17 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 confvol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) MOW G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Existing_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Signalized Intersection Capacity Analysis 6: SW 6th Street & SW 22nd Avenue 2006 PM Peak Hour Existing Traffic Conditions Moverneht . DBl Lane Configurations Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) 0 0 0 101 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 110 RTOR Reduction (vph) 0 0 0 0 Lane Group Flow (vph) 0 0 0 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS 0.0 A R 1 RL 4- 1900 1900 1900 1900 4.0 0.95 1.00 0.99 3512 0.99 3512 559 0.92 608 0 718 Prot 3 8 51.9 52.9 0.44 5.0 3.0 1548 0.20 0.46 23.6 1.00 0.2 23.8 C 23.2 C it WBR 1�6 er 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 156 1 0.92 0.92 170 1 30 0 140 0 Perm Prot 5 8 51.9 52.9 0.44 5.0 3.0 698 0.09 0.20 20.6 1.00 0.1 20.7 C 1900 1900 4.0 1.00 1.00 0.95 1770 0.95 1770 20 0.92 22 0 23 Prot 5 2 3.4 4.4 0.04 5.0 3.0 65 0.01 0.35 56.4 1.00 3.3 59.7 E HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 25.5 0.56 120.0 50.3% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service ++ 1900 4.0 0.95 1.00 1.00 3539 1.00 3539 915 0.92 995 0 995 58.1 59.1 0.49 5.0 3.0 1743 c0.28 0.57 21.5 1.00 1.4 22.9 C 23.7 C 1900 0 0.92 0 0 0 114 1900 1900 4.0 0.95 0.99 1.00 3511 1.00 3511 0 828 0.92 0.92 0 900 0 3 0 948 6 49.7 50.7 0.42 5.0 3.0 1483 c0.27 0.64 27.4 1.00 2.1 29.5 C 29.5 C 12.0 A G:1042958000-MUSP Altos Pointe\Calcs\Synchro\Existing_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Signalized Intersection Capacity Analysis 6: SW 6th Street & SW 22nd Avenue 2006 PM Peak Hour Existing Traffic Conditions 4/ ,p9Afff Laat,Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) 1900 Volume (vph) 47 Peak -hour factor, PHF 0.92 Adj. Flow (vph) 51 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS WNW G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Existing_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 2006 PM Peak Hour Existing Traffic Conditions .4n Timings 6: SW 6th Street & SW 22nd Avenue mentrinir Lane Configurations 4+ r t # Volume (vph) 559 156 20 915 828 Turn Type Perm Prot Protected Phases 8 5 2 6 3 Permitted Phases 8 Detector Phases 8 8 5 2 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 63.0 63.0 10.0 23.0 47.0 28.0 Total Split (s) 63.0 63.0 10.0 57.0 47.0 63.0 Total Split (%) 52.5% 52.5% 8.3% 47.5% 39.2% 53% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lead -Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS None None None C-Max C-Max None 52.9 52.9 6.7 59.1 52.7 0.44 0.44 0.06 0.49 0.44 0.95 0.23 0.23 0.57 0.62 42.7 13.5 60.5 24.3 30.2 0.0 0.0 0.0 0.0 0.0 42.7 13.5 60.5 24.3 30.2 DBECC 37.2 25.1 30.2 D C C Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 120 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 30.5 Intersection Capacity Utilization 50.3% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service A Splits and Phases: 6: SW 6th Street & SW 22nd Avenue t 02 03 G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Existing_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 10: SW 5th Street & SW 21st Avenue 2006 PM Peak Hour Existing Traffic Conditions ET 0WBt' HIV T WBR> NBLy.NBTx Lane Configurations Sign Control Stop Stop Grade 0% 0% Volume (veh/h) 25 74 52 0 0 0 0 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 0.71 Hourly flow rate (vph) 35 104 73 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 113 121 42 238 113 31 42 39 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 113 121 42 238 113 31 42 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 p0 queue free % 96 86 93 100 100 cM capacity (veh/h) 857 760 1028 590 768 3.3 100 1043 2.2 100 1567 I Free 0% 16 0.71 23 Free 0% 12 14 30 0 0.71 0.71 0.71 0.71 17 20 42 0 39 4.1 2.2 99 1570 Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 213 39 62 35 0 20 73 17 0 852 1700 1570 0.25 0.02 0.01 25 0 1 10.6 0.0 2.4 B A 10.6 0.0 2.4 B Average Delay Intersection Capacity Utilization Analysis Period (min) 7.7 24.1% 15 ICU Level of Service A 'vq G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Existing_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 9: SW 6th Street & SW 21 st Avenue 2006 PM Peak Hour Existing Traffic Conditions f Lane Configurations Sign Control Grade Volume (veh/h) 0 Peak Hour Factor 0.89 Hourly flow rate (vph) 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream. signal (ft) 555 pX, platoon unblocked vC, conflicting volume 765 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 765 tC, single (s) 4.1 tC, 2 stage (s) tF (s) 2.2 p0 queue free % 100 cM capacity (veh/h) 844 Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 396 392 48 22 0 13 0 18 0 1622 1700 327 0.01 0.23 0.15 1 0 13 0.5 0.0 17.9 A C 0.3 17.9 C 4114 Free Free 0% 0% 0 0 20 665 0.89 0.89 0.89 0.89 0 0 22 747 4\ I t \ 1 Stop 0% 16 12 31 0.89 0.89 0.89 18 13 35 !�v Stop 0% 0 0 42 32 0.89 0.89 0.89 0.89 0 0 47 36 None None 0 478 810 0 819 801 383 0 478 810 0 819 801 383 4.1 7.5 6.5 6.9 7.5 6.5 6.9 2.2 3.5 4.0 3.3 3.5 4.0 3.3 99 97 89 100 100 85 94 1622 387 308 1084 242 312 615 83 0 36 396 0.21 20 16.5 C 16.5 C Average Delay 2.7 Intersection Capacity Utilization 35.1% Analysis Period (min) 15 ICU Level of Service A G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Existing_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 APPENDIX E: .Growth Trend Analyses FDOT Historical Count Information Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report County: 87 - DADE Site: 5099 - SR 90/US-41/SW 7 ST/ONE-WAY WB, 200' W SW 17 AV Year AADT Direction 1 Direction 2 K Factor D Factor T Factor 2005 F 21000 0.08 1.00 3.60 2004 C 18000 E 0 W 18000 0.08 1.00 7.00 2003 C 20000 E 0 W 20000 0.08 1.00 4.30 2002 C 19000 E 0 W 19000 0.09 1.00 4.50 2001 C 18500 E 0 W 18500 0.08 1.00 6.50 2000 C 18000 E 0 W 18000 0.08 1.00 4.80 1999 C 16500 E 0 W 16500 0.09 1.00 5.30 1998 C 18000 E 0 W 18000 0.09 1.00 5.20 1997 C 14500 E 0 W 14500 0.09 1.00 7.60 1996 C 15500 E 0 W 15500 0.09 1.00 8.40 1995 C 16000 E 0 W 16000 0.08 0.63 5.40 1994 C 17000 E 0 W 0 0.09 0.60 4.40 1993 C 16500 E 0 W 0 0.00 0.00 0.00 1992 C 16000 E 0 W 0 0.00 0.00 0.00 1991 14808 E 0 W 0 0.00 0.00 0.00 1990 14907 E 0 W 0 0.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report County: 87 - DADE Site: 5100 - SR 90/US-41/SW 8 ST/ONE-WAY EB, 200' W SW 17 AV Year AADT Direction 1 Direction 2 K Factor D Factor T Factor 2005 F 29000 0.08 1.00 3.60 2004 C 25000 E 25000 0 0.08 1.00 7.00 2003 C 24500 E 24500 0 0.08 1.00 4.30 2002 C 26500 E 26500 0 0.09 1.00 4.50 2001 C 24500 E 24500 0 0.08 1.00 6.50 2000 C 27000 E 27000 0 0.08 1.00 4.80 1999 C 22500 E 22500 0 0.09 1.00 5.30 1998 C 22500 E 22500 0 0.08 1.00 5.20 1997 C 19500 E 19500 0 0.09 1.00 7.60 1996 C 20500 E 20500 0 0.09 1.00 8.40 1995 C 21000 E 21000 0 0.08 0.63 8.20 1994 C 16000 E 0 0 0.09 0.60 28.90 1993 C 16500 E 0 0 0.00 0.00 0.00 1992 C 19000 E 0 0 0.00 0.00 0.00 1991 19390 E 0 0 0.00 0.00 0.00 1990 18760 E 0 0 0.00 0.00 0.00 1989 35071 E 20448 14623 0.00 0.00 0.00 1988 31658 E 18643 13015 0.00 0.00 0.00 1987 29515 E 19332 10183 0.00 0.00 0.00 1985 22606 E 17713 4893 0.00 0.00 0.00 1984 30458 E 19491 10967 0.00 0.00 0.00 1976 35936 E 19420 16516 0.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report County: 87 - DADE Site: 5103 - SR 90/US-41/SW 8 ST/ONE-WAY EB, 200' E BEACON BLVD Year AADT Direction 1 Direction 2 K Factor D Factor T Factor 2005 C 20500 E 20500 0 0.08 1.00 3.60 2004 C 21000 E 21000 0 0.08 1.00 7.00 2003 C 21000 E 21000 0 0.08 1.00 4.30 2002 C 22000 E 22000 0 0.09 1.00 4.50 2001 C 20000 E 20000 0 0.08 1.00 6.50 2000 C 17000 E 17000 0 0.08 1.00 4.80 1999 C 17000 E 17000 0 0.09 1.00 5.30 1998 C 19500 E 19500 0 0.09 1.00 5.20 1997 C 17500 E 17500 0 0.09 1.00 7.60 1996 C 17500 E 17500 0 0.09 1.00 8.40 1995 C 18000 E 18000 0 0.08 0.63 8.20 1994 C 30000 E 0 0 0.09 0.60 28.90 1993 C 31500 E 0 0 0.00 0.00 0.00 1992 C 19000 E 0 0 0.00 0.00 0.00 1991 17874 E 0 0 0.00 0.00 0.00 1990 19369 E 0 0 0.00 0.00 0.00 1989 29082 E 16450 12632 0.00 0.00 0.00 1988 33484 E 21886 11598 0.00 0.00 0.00 1987 25301 E 17741 7560 0.00 0.00 0.00 1985 24947 E 17900 7047 0.00 0.00 0.00 1984 0 E 0 0 0.00 0.00 0.00 1976 38356 E 19877 18479 0.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report County: 87 - DADE Site: 5105 - SR 90/US-41/SW 7 ST/ONE-WAY WE, 200' E BEACON BLVD Year AADT Direction 1 Direction 2 K Factor D Factor T Factor 2005 C 16000 0 W 16000 0.08 1.00 3.60 2004 C 18000 E 0 W 18000 0.08 1.00 7.00 2003 C 16500 E 0 W 16500 0.08 1.00 4.30 2002 C 16000 E 0 W 16000 0.09 1.00 4.50 2001 C 15000 E 0 W 15000 0.08 1.00 6.50 2000 C 13500 E 0 W 13500 0.08 1.00 4.80 1999 C 14000 E 0 W 14000 0.09 1.00 5.30 1998 C 15500 E 0 W 15500 0.09 1.00 5.20 1997 C 13500 E 0 W 13500 0.09 1.00 7.60 1996 C 13500 E 0 W 13500 0.09 1.00 8.40 1995 C 15000 E 0 W 15000 0.08 0.63 5.40 1994 C 17500 E 0 W 0 0.09 0.60 4.40 1993 C 17000 E 0 W 0 0.00 0.00 0.00 1992 C 14000 E 0 W 0 0.00 0.00 0.00 1991 13399 E 0 W 0 0.00 0.00 0.00 1990 12606 E 0 W 0 0.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown Growth Trend Analyses TRAFFIC TRENDS SR 90/US-41/ SW 7 ST -- 200' W of SW 17 AV Observed Count Fitted Curve 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2001 2006 2011 2016 2021 Year County: Station #: Highway: Miami -Dade 87-5099 SR 90/US-41/ SW 7 ST ** Annual Trend Increase: 400 Trend R-squared: 27.6% Trend Annual Historic Growth Rate: 2.16% Trend Growth Rate (2005 to Design Year): 1.99% Printed: 30-Nov-06 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 2001 18500 18500 2002 19000 18900 2003 20000 19300 2004 18000 19700 2005 21000 20100 2006 Opening Year Trend 2006 N/A 20500 2007 Mid -Year Trend 2007 N/A 20900 2009 Design Year Trend 2009 N/A 21700 TRANPLAN Forecasts/Trends *Axle -Adjusted TRAFFIC TRENDS SR 90/US-41/SW 8 ST -- 200' W of SW 17 AV County: Station #: Highway: Miami -Dade 87-5100 SR 90/US-41/SW 8 ST Average Daily Traffic (Vehicles/Day) 45000 40000 35000 30000 25000 20000 15000 10000 5000 0 2001 Observed Count Fitted Curve 2006 2011 Year 2016 2021 ** Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2005 to Design Year): Printed: 750 38.3% 3.07% 2.74% 11-Dec-06 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 2001 24500 24400 2002 26500 25200 2003 24500 25900 2004 25000 26700 2005 29000 27400 2006 Opening Year Trend 2006 N/A 28200 2007 Mid -Year Trend 2007 N/A 28900 2009 Design Year Trend 2009 N/A 30400 TRANPLAN Forecasts/Trends *Axle -Adjusted TRAFFIC TRENDS SR 90/US-41/SW 8 ST -- 200' E of Beacon Blvd. County: Station #: Highway: Average Daily Traffic (Vehicles/Day) 25000 20000 15000 -, 10000 - 5000 - 0 Observed Count Fitted Curve 2001 2006 2011 I I I i 1 1 1 1 1 1 1 1 1 Year 2016 2021 ** Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2005 to Design Year): Printed: 0 0.0% 0.00% 0.00% 30-Nov-06 Straight Line Growth Option Miami -Dade 87-5103 SR 90/US-41/SW 8 ST Year Traffic (ADT/AADT) Count* Trend** 2001 20000 20900 2002 22000 20900 2003 21000 20900 2004 21000 20900 2005 20500 20900 2006 Opening Year Trend 2006 N/A 20900 2007 Mid -Year Trend 2007 N/A 20900 2009 Design Year Trend 2009 N/A 20900 TRANPLAN Forecasts/Trends *Axle -Adjusted TRAFFIC TRENDS SR 90/US-41/SW 7 ST -- 200' E of Beacon Blvd. 20000 — 0 0 j 15000 u H 10000 a L a) Q 5000 ** Annual Trend Increase: Trend R•squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2005 to Design Year): Printed: 200 33.3% 1.29% 1.23% 30-Nov-06 Straight Line Growth Option County: Station #: Highway: Miami -Dade 87-5105 SR 90/US-41/SW 7 ST Year Traffic (ADT/AADT) Count* Trend** 2001 15000 15500 2002 16000 15700 2003 16500 15900 2004 16000 16100 2005 16000 16300 2006 Opening Year Trend 2006 N/A 16500 2007 Mid -Year Trend 2007 N/A 16700 2009 Design Year Trend 2009 N/A 17100 TRA\3PLAN Forecasts/Trends *Axle•Adjusted | | | | | ! � � 0 � m | � —r ! ~° ~~ ' / ~ APPENDIX F: Volume Development Worksheets VOLUME DEVELOPMENT SHEET SW 22nd Avenue & SW 5th Street AM PEAK HOUR Description U-Turn SW 22nd Avenue Southbound Right U-Turn SW 5th Street Westbound Right U-Turn SW 22nd Avenue Northbound Right U-Turn SW 5th Street Eastbound Right Left Through Left Through Left Through 2006 Existing Traffic Peak Season Conversion Factor 2006 Peak Season Annual Growth Rate Background Growth Renaissance Pointe Altos Plaza 2009 Background Traffic New Project Traffic Pass -by Traffic 2009 Total Traffic 15 1.00 42 1.00 903 1.00 10 1.00 0 1.00 0 1.00 0 1.00 0 1.00 2 1.00 14 1.00 923 1.00 Left Through 36 1.00 0 1.00 1, 0 1.0 15 42 903 10 0 0 0 0 2 14 923 36 0 15 13 1.00 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 22 1 0 0 16 0 0 2 0 0 44 13 0 41 0 0 944 0 0 0 0 0 10 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 1 0 0 15 0 42 0 0 965 0 2 0 0 38 0 0 0 0 0 0 1 0 0 16 0 0 1 0 0 14 0 0 1.5% 1 0 0 23 0 0 16 57 944 10 0 0 0 0 2 18 982 51 0 16 14 23 PM PEAK HOUR 1 -.ription U-Turn SW 22nd Avenue Southbound Right U-Turn SW 5th Street Westbound Right U-Tum SW 22nd Avenue Northbound Right U-Turn SW 5th Street Eastbound Left Through Left Through Left Through Left Through Right L006 Existing Traffic Peak Season Conversion Factor 2006 Peak Season 20 1.00 105 1.00 917 1.00 17 1.00 0 1.00 0 1.00 0 1.00 0 1.00 3 1.00 20 1.00 1143 1.00 49 1.00 0 1.00 2 1.00 25 1.00 17 20 105 917 17 0 0 0 0 3 20 1143 49 0 2 25 1.00 17 Annual Growth Rate Background Growth 1.5 % 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1 5 42 1 0 0 0 0 0 1 52 2 0 0 1 1.5% I Renaissance Pointe 0 0 0 0 Altos Plaza 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Background Traffic 21 110 959 18 0 0 0 0 3 21 1195 51 0 2 26 18 New Project Traffic Pass -by Traffic 0 0 17 3 0 -3 0 0 0 0 0 0 0 0 5 30 18 0 0 0 0 2009 Total Traffic 0 0 0 0 0 0 3 0 0 0 0 2 21 130 956 18 0 0 0 0 3 26 1225 72 0 2 26 18 g..1042958000-musp almrpointekakslItmrxs(sJ22 ase 5s, 12/13/2006 15.22 Kimley-Hom and Associates, Inc. Copyright m 2004. Kinney -Horn and Associates, inr. VOLUME DEVELOPMENT SHEET Sw 22nd Avenue & SW 6th Street AM PEAK HOUR Sw 22nd Avenue SW 6th Street Sw 22nd Avenue SW 6th Street Southbound Westbound Northbound Eastbound Left Through Left Through Left Through Left Through Description U-Tum Right U-Turn Right U-Tum Right U-Turn Right 2006 Existing Traffic 0 0 857 24 0 98 161 125 0 24 851 0 0 0 0 0 Peak Season Conversion Factor - 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2'006 Peak Season 0 0 857 24 0 98 161 125 0 24 851 0 0 0 0 0 Annual Growth Rate 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% l.5% 1.5% 1.5% l.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% Background Growth 0 0 39 1 0 4 7 6 0 1 39 0 0 0 0 0 Renaissance Pointe 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Altos Plaza 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Background Traffic 0 0 896 25 0 102 168 131 0 25 890 0 0 0 0 0 New Project Traffic 0 0 0 0 0 20 0 20 0 0 13 0 0 0 0 0 Pass -by Traffic 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Total Traffic 0 0 896 25 0 122 168 151 0 25 903 0 0 0 0 0 PM PEAK HOUR Sw 22nd Avenue SW 6th Street Sw 22nd Avenue SW 6th Street •cription Southbound Westbound Northbound Eastbound Left Through Left Through Left Through Left Through U-Tum Right U-Turn Right U-Turn Right U-Turn Right LU06 Existing Traffic 0 0 828 47 0 101 559 156 1 20 915 0 0 0 0 0 Peak Season Conversion Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Peak Season 0 0 828 47 0 101 559 156 1 20 915 0 0 0 0 0 Annual Growth Rate 1.5% 1.5% 1.5% 1.5% 1.5% l.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% Background Growth 0 0 38 2 0 5 25 7 0 1 42 0 0 0 0 0 Renaissance Pointe 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Altos Plaza 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Background Traffic 0 0 866 49 0 106 584 163 1 21 957 0 0 0 0 0 New Project Traffic Pass 0 0 0 0 0 34 0 35 0 0 18 0 0 0 0 0 -by Traffic 0 0 -3 0 0 3 0 3 0 0 0 0 0 0 0 0 2009 Total Traffic 0 0 863 49 0 143 584 201 1 21 975 0 0 0 0 0 g:1041958000-musp altos poinrelcalcsl]lmcr.s1411 ave_6 sr 12/13/1006 15.22 Kimley-Horn EW 1 and Associates, Inc. Copyright 02004. Kimley-Horn and Associates. Inc. VOLUME DEVELOPMENT SHEET SW 21st Avenue & SW 5th Street AM PEAK HOUR Description U-Turn SW 21st Avenue Southbound Right U-Turn SW 5th Street Westbound Right U-Turn SW 21st Avenue Northbound Right U-Turn SW 5th Street Eastbound Right Left Through Left Through Left Through Left Through 2006 Existing Traffic 0 5 27 0 0 0 0 0 0 0 9 17 0 9 55 29 Peak Season Conversion Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Peak Season 0 5 27 0 0 0 0 0 0 0 9 17 0 9 55 29 Annual Growth Rate 1.5% 1.5% 1.5% 1.5% l.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% l.5% 1.5% Background Growth 0 0 1 0 0 0 0 0 0 0 0 1 0 0 2 1 Renaissance Pointe 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Altos Plaza 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Background Traffic 0 5 28 0 0 0 0 0 0 0 9 18 0 9 57 30 New Project Traffic 0 0 4 0 0 0 0 0 0 0 0 0 0 5 3 9 Pass -by Traffic 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Total Traffic 0 0 5 32 0 0 0 0 0 0 0 9 18 0 14 60 39 PM PEAK HOUR scription S SW 21st Avenue SW 5th Street SW 21st Avenue SW 5th Street U-Turn Southbound Right U-Turn Westbound Right U-Turn Northbound Right U-Turn Eastbound Right Left Through Left Through Left Through Left Through _416 Existing Traffic 0 14 30 0 0 0 0 0 0 0 16 12 0 25 74 52 Peak Season Conversion Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Peak Season 0 14 30 0 0 0 0 0 0 0 16 12 0 25 74 52 Annual Growth Rate 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% Background Growth 0 1 1 0 0 0 0 0 0 0 1 1 0 1 3 2 Renaissance Pointe 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Altos Plaza 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Background Traffic 0 15 31 0 0 0 0 0 0 0 17 13 0 26 77 54 New Project Traffic 0 0 6 0 0 0 0 0 0 0 0 0 0 10 5 15 Pass -by Traffic 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Total Traffic 0 15 37 0 0 0 0 0 0 0 17 13 0 36 82 69 g:1042958000-m p altos pointelcalcslIoncr.s1421 ave_5 st 12/13/2006 15:22 � _� Kimley-Horn and Associates, Inc. Copyright 0 2004, ximley.Horn and Associates. Inc VOLUME DEVELOPMENT SHEET SW 21st Avenue & SW 6th Street AM PEAK HOUR Description U-Turn SW 21st Avenue Southbound Right U-Turn SW 6th Street Westbound Right U-Turn SW 21st Avenue Northbound Right U-Turn SW 6th Street Eastbound Right Left Through Left Through Left Through Left Through 2006 Existing Traffic 0 0 35 19 0 22 273 21 0 9 15 0 0 0 0 0 Peak Season Conversion Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Peak Season 0 0 35 19 0 22 273 21 0 9 15 0 0 0 0 0 Annual Growth Rate 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% Background Growth 0 0 2 1 0 1 12 1 0 0 1 0 0 0 0 0 Renaissance Pointe 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Altos Plaza 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Background Traffic 0 0 37 20 0 23 285 22 0 9 16 0 0 0 0 0 New Project Traffic 0 0 15 6 0 0 3 0 0 12 0 0 0 0 0 0 Pass -by Traffic 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Total Traffic 0 0 52 26 0 23 288 22 0 21 16 0 0 0 0 0 PM PEAK HOUR scription U-Turn SW 21st Avenue Southbound Right U-Turn SW 6th Street Westbound Right U-Turn SW 2lst Avenue Northbound Right U-Tum SW 6th Street Eastbound Right Left Through Left Through Left Through Left Through ..006 Existing Traffic 0 0 42 32 0 20 665 16 0 12 31 0 0 0 0 0 Peak Season Conversion Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Peak Season 0 0 42 32 0 20 665 16 0 12 31 0 0 0 0 0 Annual Growth Rate 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% Background Growth 0 0 2 1 0 1 30 1 0 1 1 0 0 0 0 0 Renaissance Pointe 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Altos Plaza 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Background Traffic 0 0 44 33 0 21 695 17 0 13 32 0 0 0 0 0 New Project Traffic 0 0 9 4 0 0 2 0 0 9 0 0 0 0 0 0 Pass -by Traffic 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Total Traffic 0 0 53 37 0 21 697 17 0 22 32 0 0 0 0 0 g:1002958000-marp altos pointeicalcsVtmu..r1e]71 ave_6 sr 12/13/2006 15. 22 ❑ Kimley-Horn and Associates, Inc. Copyright C212000, Kimley-Horn and Associates, Inc VOLUME DEVELOPMENT SHEET Project Driveway & SW 5th Street AM PEAK HOUR Project Driveway SW 5th Street Project Driveway SW 5th Street Description Southbound Westbound Northbound Eastbound Left Through Left Through Left Through Left Through U-Turn Right U-Turn Right U-Turn Right U-Turn Right 2006 Existing Traffic Peak Season Conversion Factor 0 0 0 0 0 0 0 0 0 0 0 0 0 0 91 0 2006 Peak 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Season 0 0 0 0 0 0' 0 0 0 0 0 0 0 0 91 0 Annual Growth Rate Background 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% Growth 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 Renaissance Pointe Altos Plaza 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Background Traffic 0 0 0 0 0 0 0 0 0 0 0 0 0 0 95 0 New Project Traffic Pass -by Traffic 0 0 0 0 0 0 0 0 0 0 0 0 17 0 0 0 26 2009 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total Traffic 0 0 0 0 0 0 0 0 0 0 0 17 0 0 95 26 PM PEAK HOUR IProject Driveway SW 5th Street Project Driveway SW 5th Street '^scription U-Turn Southbound Westbound Northbound Eastbound Left Through Left Through Left Through Left Through Right U-Tum Right U-Turn Right U-Tum Right .ti6 Existing Traffic Peak Season Conversion Factor 0 0 0 0 0 0 0 0 0 0 0 0 0 0 179 0 2006 Peak Season 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 179 0 Annual Growth Rate Background Growth 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 0 Renaissance Pointe Altos Plaza 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Background Traffic 0 0 0 0 0 0 0 0 0 0 0 0 0 0 187 0 New Project Traffic Pass -by Traffic 0 0 0 0 0 0 0 0 0 0 0 30 0 0 0 35 2009 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 Traffic 0 0 0 0 0 0 0 0 0 0 0 30 0 0 187 41 g:1042958000-musp altos poinrelcalcsl/rmcs,141projecr drivervay_5 st 12/13/2006 IS:22 ❑Kimley-Horn ME 1 and Associates, Inc. Copyright CO 2004. Kimley-Horn and Associates. Inc. VOLUME DEVELOPMENT SHEET East Project Driveway & SW 6th Street AM PEAK HOUR Description U-Turn East Project Driveway Southbound Right U-Turn SW 6th Street Westbound Right U-Tum East Project Driveway Northbound Right U-Turn SW 6th Street Eastbound Right Left Through Left Through Left Through Left Through 2006 Existing Traffic 0 0 0 0 0 0 301 0 0 0 0 0 0 0 0 0 Peak Season Conversion Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Peak Season-'. 0 0 0 0 0 0 301 0 0 0 0 .0 0 0 0 0 Annual Growth Rate Background Growth 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% , 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 Renaissance Pointe 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Altos Plaza 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Background Traffic 0 0 0 0 0 0 315 0 0 0 0 0 0 0 0 0 New Project Traffic 0 0 0 6 0 0 2 13 0 0 0 0 0 0 0 0 Pass -by Traffic 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Total Traffic 0 0 0 6 0 0 317 13 0 0 0 0 0 0 0 0 PM PEAK HOUR scription U-Turn East Project Driveway Southbound Right U-Turn SW 6th Street Westbound Right U-Turn East Project Driveway Northbound Right U-Tum SW 6th Street Eastbound Right Left Through Left Through Left Through Left Through c006 Existing Traffic 0 0 0 0 0 0 709 0 0 0 0 0 0 0 0 0 Peak Season Conversion Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Peak Season 0 0 0 0 0 0 709 0 0 0 0 0 0 0 0 0 Annual Growth Rate 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% Background Growth 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 Renaissance Pointe 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Altos Plaza 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Background Traffic 0 0 0 0 0 0 741 0 0 0 0 0 0 0 0 0 New Project Traffic 0 0 0 10 0 0 3 18 0 0 0 0 0 0 0 0 Pass -by Traffic 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Total Traffic 0 0 0 10 0 0 744 18 0 0 0 0 0 0 0 0 g:1042958000-nrusp altos poinretcalcsIlimcczlsleast project driveu•ay_6sr 12/13/2006 15:22 ❑m� Kimley-Hom and Associates, Inc. Copyright © 2004. Kitnley- Horn and Associates, Inc. VOLUME DEVELOPMENT SHEET West Project Driveway & SW 6th Street AM PEAK HOUR West Project Driveway SW 6th Street West Project Driveway SW 6th Street Description Southbound Westbound Northbound Eastbound Left Through Left Through Left Through Left Through U-Turn Right U-Tum Right U-Turn Right U-Turn Right 2006 Existing Traffic Peak Season Conversion 0 0 0 0 0 0 301 0 0 0 0 0 0 0 0 0 Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Peak Season 0 0 0 0 0 - 0 301 0 0 0 0 0 0 0 0 0 Annual Growth Rate 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% Background Growth 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 Renaissance Pointe Altos Plaza 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Background Traffic 0 0 0 0 0 0 315 0 0 0 0 0 0 0 0 0 New Project Traffic Pass Traffic 0 0 0 34 0 0 6 2 0 0 0 0 0 0 0 0 -by 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Total Traffic 0 0 0 34 0 0 321 2 0 0 0 0 0 0 0 0 PM PEAK HOUR West Project Driveway SW 6th Street West Project Driveway SW 6th Street scription Southbound Westbound Northbound Eastbound Left Through Left Through Left Through Left Through U-Turn Right U-Turn Right U-Turn Right U-Turn Right -a06 Existing Traffic Peak Season Conversion 0 0 0 0 0 0 709 0 0 0 0 0 0 0 0 0 Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2006 Peak Season 0 0 0 . 0 0 0 709 0 0 0 0 0 0 0 0 0 Annual Growth Rate 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% Background Growth 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 Renaissance Pointe Altos Plaza 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2009 Background Traffic 0 0 0 0 0 0 741 0 0 0 0 0 0 0 0 0 New Project Traffic Pass Traffic 0 0 0 59 0 0 10 3 0 0 0 0 0 0 0 0 -by 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 2009 Total Traffic 0 0 0 65 0 0 751 3 0 0 0 0 0 0 0 0 g:1042958000dnusp altos pointercalcsl/intcx.xlsJwesr project driveway_6sr 12/13/2006 15:22 ❑� Kimley-Horn and Associates, Inc. Copyright 0 2004. Kintlev-Horn and Associates. Inc PEAK HOUR DETERMINATION ALTOS POINTE STUDY AREA INTERSECTION TOTALS Description SW 22nd Avenue & SW 5th Street SW 22st Avenue & SW 6th Street SW 21st Avenue & SW 6th Street SW 21st Avenue & SW 5th Street Totals AM Peak Hour 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 386 496 488 530 489 469 441 459 418 516 534 549 541 481 476 468 109 101 102 97 94 94 91 76 26 29 46 38 38 34 35 36 939 1142 1170 1214 1162 1078 1043 1039 Description SW 22nd Avenue & SW 5th Street SW 22st Avenue & SW 6th Street SW 21st Avenue & SW 6th Street SW 21st Avenue & SW 5th Street Totals PM Peak Hour 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 491 426 523 484 591 590 584 559 552 532 568 557 633 711 693 591 173 169 170 179 191 229 212 186 37 42 50 . 33 48 47 49 79 1253 1169 1311 1253 1463 1577 1538 1415 g:1042958000-musp altos pointelcalcsl(tmcx.xls]peak hour 12/13/2006 15:22 ❑ ®� Kimley-Horn and Associates, Inc. Copyright m 2004, Kimley-Horn and Associates. Inc. APPENDIX G: Cardinal Trip Distribution Miami -Dade Interim 2005 Cost Feasible Plan ORIGIN ZONE 751 TRIPS PERCENT 752 TRIPS PERCENT 753 TRIPS PERCENT 754 TRIPS PERCENT 755 TRIPS PERCENT 756 TRIPS PERCENT 757 TRIPS PERCENT 758 TRIPS PERCENT 759 TRIPS PERCENT 760 TRIPS PERCENT 761 TRIPS PERCENT 762 TRIPS PERCENT 763 TRIPS PERCENT 764 TRIPS PERCENT 765 TRIPS PERCENT DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS NNE ENE ESE SSE SSW WSW 171 179 235 11.44 11.97 15.72 140 132 174 12.11 11.42 15.05 1502 564 1029 19.96 7.50 13.68 1202 802 1.170 15.09 10.07 14.69 1300 1515 798 14.11 16.44 8.66 2251 1940 935 19.89 17.14 8.26 1471 757 1142 20.21 10.40 15.69 1057 729 895 14.59 10.06 12.35 2112 2030 904 17.23 16.56 7.38 499 455 166 17.11 15.60 5.69 1655 1093 1159 17.96 11.86 12.58 458 906 552 10.47 20.72 12.62 436 536 377 12.30 15.12 10.64 541 1094 312 11.29 22.83 6.51 761 1178 701 11.54 17.86 10.63 -51- TOTAL I WNW NNW 133 201 204 191 181 1495 8.90 13.44 13.65 12.78 12.11 37 229 137 174 133 1156 3.20 19.81 11.85 15.05 11.51 355 761 1382 1043 888 7524 4.72 10.11 18.37 13.86 11.80 337 673 1255 1208 1317 7964 4.23 8.45 15.76 15.17 16.54 162 558 1462 1682 1737 9214 1.76 6.06 15.87 18.25 18.85 303 914 1861 1676 1437 11317 2.68 8.08 16.44 14.81 12.70 263 634 1069 1064 878 7278 3.61 8.71 14.69 14.62 12.06 169 684 1424 1284 1005 7247 2.33 9.44 19.65 17.72 13.87 655 1235 1717 1990 1613 12256 5.34 10.08 14.01 16.24 13.16 117 353 488 441 398 2917 4.01 12.10. 16.73 15.12 13.64 480 1004 1275 998 1549 9213 5.21 10.90 13.84 10.83 16.81 154 667 470 628 538 4373 3.52 15.25 10.75 14.36 12.30 253 452 449 476 565 3544 7.14 12.75 12.67 13.43 15.94 237 662 452 864 630 4792 4.95 13.81 9.43 18.03 13.15 436 975 666 887 992 6596 6.61 14.78 10.10 13.45 15.04 1/18/05 NNE:. • APPENDIX H: Future Conditions (2009 Without Project) SYNCHRO 6.0 Outputs A.M. Peak Hour HCM Unsignalized Intersection Capacity Analysis 3: SW 5th Street & SW 22nd Avenue 2009 AM Peak Hour Background Traffic Conditions Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS EMMIMINDI ` _► ~i 1 44-- it 4\ t 14 \ Movement,',Et) BL WBT :-1NBR NBU NBL NBT N$Fl _F�SB1 SBL Lane Configurations 4 t .1 Sign Control Stop Stop Free Grade 0% 0% 0% Volume (veh/h) 16 14 23 0 0 0 2 15 965 38 16 44 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 17 15 24 0 0 0 0 16 1027 40 0 47 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked 0.89 0.89 0.89 0.89 0.89 0.00 0.00 0.89 vC, conflicting volume 1648 2202 507 1706 2187 534 0 1015 0 1067 vC1, stage 1 conf vol 1103 1103 1079 1079 vC2, stage 2 conf vol 545 1099 628 1109 vCu, unblocked vol 1606 2226 507 1671 2210 357 0 1015 0. 955 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 0.0 4.1 0.0 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 0.0 2.2 0.0 2.2 p0 queue free % 89 88 95 100 100 100 0 98 0 93 cM capacity (veh/h) 155 129 510 149 137 571 0 679 0 639 nr..�atrp���'� ;�" ��d V �B'.-� � �s�p`'� �`�'�.�'����� � c�'��, � � a� ,��P' �4x� ^��-�-.' r� .�. .,k .. .. _ ... _.. vfie�,!-. c ,,; .._, r ..:a.� _ .:�.v,.. .r .. � .�.t ..,�.�v.�-,.Ahn..`�av :t.;ai>���. �.i "�Yv.� 56 17 24 207 0.27 27 28.9 D 28.9 D Average Delay Intersection Capacity Utilization Analysis Period (min) 16 684 383 47 670 345 16 0 0 47 0 0 0 0 40 0 0 11 679 1700 1700 639 1700 1700 0.02 0.40 0.23 0.07 0.39 0.20 2 0 0 6 0 0 10.4 0.0 0.0 11.1 0.0 0.0 B B 0.2 0.5 1.1 44.6% 15 ICU Level of Service 314 A G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Background_AM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 3: SW 5th Street & SW 22nd Avenue 2009 AM Peak Hour Background Traffic Conditions 1 Mo zirtpert LanMConfigurations 14+ Sign Control Free Grade 0% Volume (veh/h) 944 10 Peak Hour Factor 0.94 0.94 Hourly flow rate (vph) 1004 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) 101 �tw watts. !s3 £' r . .1,IP a � �\F$' G:1042958000-MUSP Altos Pointe\Calcs\Synchro\Background_AM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Signalized Intersection Capacity Analysis 6: SW 6th Street & SW 22nd Avenue 2009 AM Peak Hour Background Traffic Conditions --OP l 4, Lane Configurations Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS WNW 0 0 0 102 0.97 0.97 0.97 0.97 0 0 0 105 0 0 0 0 0 0 0 0 Prot 3 4+ r 1900 1900 1900 1900 1900 1900 4.0 4.0 4.0 0.95 1.00 1.00 1.00 0.85 1.00 0.98 1.00 0.95 3474 1583 1770 0.98 1.00 0.95 3474 1583 1770 168 131 25 0.97 0.97 0.97 173 135 26 0 105 0 278 30 26 Perm Prot 8 5 2 8 18.8 18.8 2.1 61.2 19.8 19.8 3.1 62.2 0.22 0.22 0.03 0.69 5.0 5.0 5.0 5.0 3.0 3.0 3.0 3.0 764 348 61 2446 0.01 c0.26 0.08 0.02 0.36 0.09 0.43 0.38 29.8 27.9 42.6 5.8 1.00 1.00 1.00 1.00 0.3 0.1 4.7 0.4 30.1 28.0 47.3 6.2 CCD A 0.0 29.4 7.4 A C A HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 12.4 0.42 90.0 39.8% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 1900 4.0 0.95 1.00 1.00 3539 1.00 3539 890 0.97 918 0 918 ++ 1900 1900 1900 1900 4.0 0.95 1.00 1.00 3525 1.00 3525 0 0 896 25 0.97 0.97 0.97 0.97 0 0 924 26 0 0 2 0 0 0 948 0 12.0 A 6 54.1 55.1 0.61 5.0 3.0 2158 c0.27 0.44 9.3 1.00 0.7 9.9 A 9.9 A G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Background_AM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 Timings 6: SW 6th Street & SW 22nd Avenue 2009 AM Peak Hour Background Traffic Conditions ,- pup it* Al 0104:- k- 4\ t Lane Configurations 4f r•++ +I Volume (vph) 168 131 25 890 896 Turn Type Perm Prot Protected Phases 8 5 2 6 3 Permitted Phases 8 Detector Phases 8 8 5 2 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 28.0 28.0 10.0 23.0 52.0 28.0 Total Split (s) 28.0 28.0 10.0 62.0 52.0 28.0 Total Split (%) 31.1% 31.1% 11.1% 68.9% 57.8% 31% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lead -Lag Optimize? Recall Mode None None None C-Max C-Max None Act Effct Green (s) 19.8 19.8 6.5 62.2 58.1 Actuated g/C Ratio 0.22 0.22 0.07 0.69 0.65 v/c Ratio 0.75 0.30 0.20 0.38 0.42 Control Delay 38.8 6.3 43.5 6.8 9.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 38.8 6.3 43.5 6.8 9.9 LOS D A D A A Approach Delay 28.1 7.9 9.9 Approach LOS C A A Ivry vor Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 12.3 Intersection Capacity Utilization 39.8% Analysis Period (min) 15 r� • .ti: Intersection LOS: B ICU Level of Service A Splits and Phases: 6: SW 6th Street & SW 22nd Avenue t 02 C 03 05 * 06 08 {{ G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Background_AM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 10: SW 5th Street & SW 21 st Avenue 2009 AM Peak Hour Background Traffic Conditions Movement EI L Lane Configurations 4 Sign Control Stop Grade 0% Volume (veh/h) 9 57 30 Peak Hour Factor 0.82 0.82 0.82 Hourly flow rate (vph) 11 70 37 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 68 79 34 140 68 22 34 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 68 79 _ 34 140 68 22 34 tC, single (s) 7.1 6.5 • 6.2 7.1 6.5 6.2 4.1 c 4- L W13, tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) 0 0.82 0 Stop 0% 0 0.82 0 Free 0% 0 0 9 0.82 0.82 0.82 0 0 11 3.5 4.0 3.3 3.5 4.0 3.3 2.2 99 91 96 100 100 100 100 921 808 1039 746 819 1055 1577 wnr F4' irE K rc itm� ;. Rs �, z. rF. -C .•" Volume Total 117 33 40 Volume Left 11 0 6 Volume Right 37 22 0 cSH 879 1700 1579 Volume to Capacity 0.13 0.02 0.00 Queue Length 95th (ft) 11 0 0 Control Delay (s) 9.7 0.0 1.1 Lane LOS A A Approach Delay (s) 9.7 0.0 1.1 Approach LOS OW Average Delay Intersection Capacity Utilization Analysis Period (min) 6.2 17.7% 15 Free 0% 18 5 28 0 0.82 0.82 0.82 0.82 22 6 34 0 33 33 4.1 2.2 100 1579 it a ICU Level of Service A G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Background_AM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 9: SW 6th Street & SW 21 st Avenue 2009 AM Peak Hour Background Traffic Conditions } Lane Configurations Sign Control Grade Volume (veh/h) 0 Peak Hour Factor 0.97 Hourly flow rate (vph) 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) 555 pX, platoon unblocked 41, Free Free 0% 0% 0 0 23 285 0.97 0.97 0.97 0.97 0 0 24 294 4 Stop 0% 22 9 16 0.97 0.97 0.97 23 9 16 Stop 0% 0 0 37 20 0.97 0.97 0.97 0.97 0 0 38 21 None None vC, conflicting volume 316 0 234 364 0 361 353 158 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 316 0 tC, single (s) 4.1 4.1 tC, 2 stage (s) tF (s) 2.2 2.2 p0 queue free % 100 99 cM capacity (veh/h) 1240 1622 234 364 0 361 353 158 7.5 6.5 6.9 7.5 6.5 6.9 3.5 4.0 3.3 3.5 4.0 3.3 99 97 100 100 93 98 641 554 1084 551 563 859 Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 171 170 26 24 0 9 59 0 0 23 0 21 1622 1700 583 640 0.01 0.10 0.04 0.09 1 0 3 8 1.1 0.0 11.5 11.2 A B B 0.6 11.5 11.2 B B Average Delay Intersection Capacity Utilization Analysis Period (min) 2.7 23.9% 15 ICU Level of Service A G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Background AM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 P.M. Peak Hour HCM Unsignalized Intersection Capacity Analysis 3: SW 5th Street & SW 22nd Avenue 2009 PM Peak Hour Background Traffic Conditions -► •�-- fl t I' t \. iVior er eftf . c;..,. <z L l' fi 13 8-Mik' sx Lane Configurations 4 Sign Control Stop Grade 0% Volume (veh/h) 2 26 18 0 Peak Hour Factor 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 2 27 18 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked 0.78 0.78 0.78 0.78 0.78 0.00 vC, conflicting volume 1865 2527 498 2034 2510 636 0 997 vC1, stage 1 conf vol 1212 1212 1288 1288 vC2, stage 2 conf vol 653 1314 745 1221 vCu, unblocked vol 1827 2673 498 2043 2652 255 0 997 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 0.0 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 0.0 2.2 p0 queue free % 98 59 96 100 100 100 0 97 cM capacity (veh/h) 112 65 517 95 94 582 0 690 Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Stop 0% 0 0.98 0 47 21 813 459 112 652 345 2 21 0 0 112 0 0 18 0 0 52 0 0 18 102 690 1700 1700 507 1700 1700 0.46 0.03 0.48 0.27 0.22 0.38 0.20 50 2 0 0 21 0 0 67.2 10.4 0.0 0.0 14.1 0.0 0.0 F B B 67.2 0.2 1.4 F W Free 0% 0 3 21 1195 51 21 110 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0 0 21 1219 52 0 112 314 0.00 0.78 0 1271 0 1068 0.0 4.1 0.0 2.2 0 78 0 507 Average Delay Intersection Capacity Utilization Analysis Period (min) 2.0 55.2% 15 ICU Level of Service G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Background_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 3: SW 5th Street & SW 22nd Avenue 2009 PM Peak Hour Background Traffic Conditions fvfaiiNV LanMConfigurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) tt) Free 0% 959 18 0.98 0.98 979 18 G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Background_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Signalized Intersection Capacity Analysis 6: SW 6th Street & SW 22nd Avenue 2009 PM Peak Hour Background Traffic Conditions f Movement: s +- Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d_1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS 4+ r 1900 1900 1900 1900 1900 1900 4.0 4.0 0.95 1.00 1.00 0.85 0.99 1.00 3512 1583 0.99 1.00 3512 1583 0 0 0 106 584 163 0.92 0.92 0.92 0.92 0.92 0.92 0 0 0 115 635 177 0 0 0 0 0 25 0 0 0 0 750 152 Prot Perm 3 8 8 53.5 53.5 54.5 54.5 0.45 0.45 5.0 5.0 3.0 3.0 1595 719 0.0 A 0.21 0.10 0.47 0.21 22.7 19.8 1.00 1.00 0.2 0.1 23.0 19.9 C B 22.4 C 1900 1900 4.0 1.00 1.00 0.95 1770 0.95 1770 1 21 0.92 0.92 1 23 0 0 0 24 Prot Prot 5 5 2 3.0 4.0 0.03 5.0 3.0 59 0.01 0.41 56.8 1.00 4.5 61.4 E ++ 1900 4.0 0.95 1.00 1.00 3539 1.00 3539 957 0.92 1040 0 1040 56.5 57.5 0.48 5.0 3.0 1696 c0.29 0.61 23.0 1.00 1.7 24.7 C 25.5 C 1900 1900 1900 4.0 0.95 0.99 1.00 3511 1.00 3511 0 0 866 0.92 0.92 0.92 0 0 941 0 0 3 0 0 991 6 48.5 49.5 0.41 5.0 3.0 1448 c0.28 0.68 28.9 1.00 2.6 31.5 C 31.5 C HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 26.5 0.58 120.0 52.3% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 12.0 A G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Background_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Signalized Intersection Capacity Analysis 6: SW 6th Street & SW 22nd Avenue 4/ 2009 PM Peak Hour Background Traffic Conditions LanConfigurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) 1900 Volume (vph) 49 Peak -hour factor, PHF 0.92 Adj. Flow (vph) 53 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g.(s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Background_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 Timings 6: SW 6th Street & SW 22nd Avenue 2009 PM Peak Hour Background Traffic Conditions Lane Group; FrWI3R=:.'N t Lane Configurations a'+ ++ +t Volume (vph) 584 163 21 957 866 Turn Type Perm Prot Protected Phases 8 5 2 6 3 Permitted Phases 8 Detector Phases 8 8 5 2 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 63.0 63.0 10.0 23.0 47.0 28.0 Total Split (s) 63.0 63.0 10.0 57.0 47.0 63.0 Total Split (%) 52.5% 52.5% 8.3% 47.5% 39.2% 53% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lead -Lag Optimize? Recall Mode None None None C-Max C-Max None Act Effct Green (s) 54.5 54.5 6.3 57.5 Actuated g/C Ratio 0.45 0.45 0.05 0.48 v/c Ratio 0.96 0.24 0.26 0.61 Control Delay 45.4 14.3 61.9 26.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 45.4 14.3 61.9 26.0 LOS D B E C Approach Delay 39.5 26.8 Approach LOS D C MOM Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 120 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.96 Intersection Signal Delay: 32.4 Intersection Capacity Utilization 52.3% Analysis Period (min) 15 51.4 0.43 0.66 .31.9 0.0 31.9 C 31.9 C Intersection LOS: C ICU Level of Service A Splits and Phases: 6: SW 6th Street & SW 22nd Avenue G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Background_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 10: SW 5th Street & SW 21st Avenue 2009 PM Peak Hour Background Traffic Conditions Movement; Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) 26 0.71 37 Stop 0% 77 0.71 108 None 54 0.71 76 0 0.71 0 Stop 0% 0 0.71 0 None 0 0.71 0 0 0.71 0 119 128 44 249 119 33 44 119 128 44 249 119 33 44 7.1 6.5 6.2 7.1 6.5 6.2 4.1 3.5 96 848 4.0 86 752 3.3 93 1027 AMMO 3.5 100 574 4.0 100 761 3.3 100 1040 k�F s�v 2.2 100 1565 Free 0% 17 0.71 24 13 0.71 18 15 0.71 21 42 42 4.1 2.2 99 1567 Free 0% 31 0.71 44 0 0.71 0 Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 221 42 65 37 0 21 76 18 0 846 1700 1567 0.26 0.02 0.01 26 0 1 10.8 0.0 2.5 B A 10.8 0.0 2.5 B Average Delay Intersection Capacity Utilization Analysis Period (min) 7.7 24.6% 15 ICU Level of Service A G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Background_PM.sy7 Synchro 6 Report Kimtey-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 9: SW 6th Street & SW 21st Avenue 2009 PM Peak Hour Background Traffic Conditions IGI'bieTl s L aF3T_ E�Ft 1EVBL W0- 1NBR NBL NBT, NBR ;.:'SDI Lane Configurations Sign Control Free Grade 0% Volume (veh/h) 0 0 0 Peak Hour Factor 0.89 0.89 0.89 Hourly flow rate (vph) 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) 555 pX, platoon unblocked 41) Free 0% 21 695 0.89 0.89 24 781 Stop 0% 17 13 32 0.89 0.89 0.89 19 15 36 Stop 0% 0 0 44 33 0.89 0.89 0.89 0.89 0 0 49 37 None None vC, conflicting volume 800 0 499 847 0 856 838 400 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 800 tC, single (s) 4.1 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 99 96 88 100 100 83 94 cM capacity (veh/h) 819 1622 368 293 1084 225 297 600 r? „ i} r " r«� to uA" ,. GI; 0��T �aR���' :�'?� _ _.4�- a ;•�, _. �x - ".'t...� K t�� �.� a�,� �„ �a�§k�r'a���fi''*�'-�"r��t� r..��i;-as.`"����„s',.��h`�,•- 0 499 847 0 856 838 400 4.1 7.5 6.5 6.9 7.5 6.5 6.9 Volume Total 414 410 51 87 Volume Left 24 0 15 0 Volume Right 0 19 0 37 cSH 1622 1700 311 379 Volume to Capacity 0.01 0.24 0.16 0.23 Queue Length 95th (ft) 1 0 14 22 Control Delay (s) 0.5 0.0 18.8 17.3 Lane LOS A C C Approach Delay (s) 0.3 18.8 17.3 Approach LOS C C - Average Delay Intersection Capacity Utilization Analysis Period (min) 2.8 36.1% 15 ICU Level of Service A G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Background_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 APPENDIX I: • Future Conditions (2009 With Project) SYNCHRO 6.0 Outputs A.M. Peak Hour HCM Unsignalized Intersection Capacity Analysis 3: SW 5th Street & SW 22nd Avenue 2009 AM Peak Hour Future Traffic Conditions _overnent Lane Configurations 4 Sign Control Stop Grade 0% Volume (veh/h) 16 14 Peak Hour Factor 0.94 0.94 Hourly flow rate (vph) 17 15 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Raised Raised Median storage veh) 1 1 Upstream signal (ft) pX, platoon unblocked 0.89 0.89 0.89 0.89 0.89 0.00 vC, conflicting volume 1691 2268 507 1765 2246 549 0 1015 vC1, stage 1 conf vol 1131 1131 1110 1110 vC2, stage 2 conf vol 561 1137 655 1136 vCu, unblocked vol 1654 2301 507 1737 2277 371 0 1015 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 0.0 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 0.0 2.2 p0 queue free % 88 87 95 100 100 100 0 97 �cc.��M,PcayT��p�aJJJcc�ity[^�`�(veh/hrS) 145 117[�7.F510 138�'y128 L{� 558 0 `� 679 +MO VY;KS M� § K*M iY j Y�a'kk- . . . * o .'- 1 'S LY/ �l � e Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Autitar 56 19 696 402 61 670 345 17 19 0 0 61 0 0 24 0 0 54 0 0 11 192 679 1700 1700 619 1700 1700 0.29 0.03 0.41 0.24 0.10 0.39 0.20 29 2 0 0 8 0 0 31.3 10.5 0.0 0.0 11.4 0.0 0.0 D B B 31.3 0.2 0.6 D Average Delay 12 Intersection Capacity Utilization 46.1% Analysis Period (min) 15 ICU Level of Service t � t ,1lUBL WBT BR . Mitt Stop Free 0% 0% 23 0 0 0 2 18 982 51 16 57 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 24 0 0 0 0 19 1045 54 0 61 314 0.00 0.89 0 1099 0 988 0.0 4.1 0.0 2.2 0 90 0 619 A G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Future_AM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM[]nSignalizedIntersection Capacity Analysis 2009 AM Peak Hour Future Traffic Conditions Sign Control Free Grade 0% Vodunxe(veh/h) 044 10 Peak Hour Factor 0.94 0.94 Hourly flow rate (vph) 1004 11 Pedestrians Lane Width (0) Walking Speed (M/e) Percent Blockage Right turn flare (vnh) Median type Median storage veh) Upstream signal (8b pX.platoon unblocked vC, conflicting volume vC1. stage 1 oonfvo| vC2.stage 2ownfvol vCu.unblocked vol tC, sing|e(u) hC.2stage (o) tF(o) p0queue free Y6 oyW capacity (veh/h) G USPAltouPointe\Calco\SynohroDFuhune—AK8-sy7 Svnohnn8Report Nmley'Hornand Associates, Inc. 12/13/2006 HCM Signalized Intersection Capacity Analysis 6: SW 6th Street & SW 22nd Avenue 2009 AM Peak Hour Future Traffic Conditions �` -► '� '� 4\ t Ala Lane Configurations Total Lost time (s) -. F.d:AYG c_..t:„-: Frt Satd_ Flow (prot k ,n7•: Pl : tte Satd. Flow (perm Peak -hour factor, PHF VAI Wi iFy-z RTOR Reduction (vph) a `e�C`fo i � Flo 0 Turn Type �' ee ea, Permitted Phases Hctuateci vrec Effective Green, g F 4kg3.5yw$ �., Act�atedz Clearance Time (s) VetsEcleYEte`nslons)F Lane Grp Cap (vph) v/s Ratio Perm Uniform Delay, d1 Prc fesst of Faetor Incremental Delay, d2 HCM Average Control Delay /olurre to Capac►ty ratio Actuated Cycle Length (s) Intersection; CapacityUtiliz ation _.. Analysis Period (min) c 'Critical Lane Group 4.0 4.0 1.00 0.85 1.00 1.00 3466 1583 1770 3539 0.97 Perm Prot 4.0 1.00 3525 0.97 0.97 0.97 0.97 5.0 5.0 5.0 5.0 300xv `303:n 793 362 59 2414 Rio 12.8 HCM Level of Service 90.0 Sum of lost time (s) 41.0%:; ICtJ Level of Service 15 12.0 A 2131 0.97 G:1042958000-MUSP Altos Pointe\Calcs\Synchro\Future AM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/14/2006 Timings 6: SW 6th Street & SW 22nd Avenue Lane Configurations of krie (v Turn Type Praec Permitted Phases 'te�for� I Minimum Initial (s) int Total Split (s) Yellow Time (s) Lead/Lag Recall Mode Actuated 1 Perm Prot 1 4.0 4.0 4.0 4.0 4.0 4.0 28.0 28.0. 10.0 62.0 52.0 28.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead Lag None None None C-Max C-Max None g/C Ratio 0.23 0.23 0.07 0.68 0.64 Control Delay Total Delay Approach Delay Actuated Cycle Length: 90 Refdrenfe Natural Cycle: 90 40.3 6.0 43.6 7.2 10.1 6;e�t)0'.' 40.3 6.0 43.6 7.2 10.1 28.6 Conto f Type Acf[ atoll Cob dmated Maximum v/c Ratio: 0.79 Intersection'. Signaay f 2 9 a 4'i Intersection Capacity Utilization 41.0% Analysis Period (rr)n);15,. Splits and Phases: 8.2 10.1 ICU Level of Service A 6: SW 6th Street & SW 22nd Avenue 2009 AM Peak Hour Future Traffic Conditions z t02 05 06 EaTiT { 03 4= 08 G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Future_AM_sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/14/2006 HCM Unsignalized Intersection Capacity Analysis 10: SW 5th Street & SW 21st Avenue 2009 AM Peak Hour Future Traffic Conditions � Nla tef 0:01 BL Lane Configurations 4\ lintittr Sign Control Stop Stop Grade 0% 0% Volume (veh/h) 14 60 39 0 0 0 0 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Hourly flow rate (vph) 17 73 48 0 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 73 84 39 157 73 22 39 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 73 84 39 157 73 22 39 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS None 3.5 4.0 3.3 3.5 4.0 3.3 2.2 98 91 95 100 100 100 100 915 803 1033 716 814 1055 1571 140; 0* `_«Igg V., tli,‘„tee.. _ _ �.. fitat 138 33 45 17 0 6 48 22 0 884 1700 1579 0.16 0.02 0.00 14 0 0 9.8 0.0 1.0 A A 9.8 0.0 1.0 A MIENUMMIIVIEPoa Average Delay Intersection Capacity Utilization Analysis Period (min) . 6.5 18.9% 15 I p �► 4' I Free Free 0% 0% 9 18 5 32 0 0.82 0.82 0.82 0.82 0.82 11 22 6 39 . 0 ICU Level of Service A 33 33 4.1 2.2 100 1579 G:1042958000-MUSP Altos Pointe\Calcs\Synchro\Future_AM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 9: SW 6th Street & SW 21 st Avenue 2009 AM Peak Hour Future Traffic Conditions IPllovkmert Lane Configurations Sign Control Grade Volume (veh/h) 0 Peak Hour Factor 0.97 Hourly flow rate (vph) 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 320 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 320 tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) OrkanntgiM _p I- 4- k- 4\ t P ._._..� ,: � �k . ,n. r V I,.. nlftass``: ��? 41+ 4' I Free Free Stop Stop 0% 0% 0% 0% 0 0 23 288 22 21 16 0 0 52 26 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0 0 24 297 23 22 16 0 0 54 27 555 None None 0 249 367 0 364 356 160 0 249 367 0 364 356 160 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 100 99 96 97 100 100 90 97 1237 1622 607 552 1084 548 560 857 Volume Total 172 171 38 Volume Left 24 0 • 22 Volume Right 0 23 0 cSH 1622 1700 582 Volume to Capacity 0.01 0.10 0.07 Queue Length 95th (ft) 1 0 5 Control Delay (s) 1.1 0.0 11.6 Lane LOS A B Approach Delay (s) 0.6 11.6 Approach LOS B Tow Average Delay 3.4 Intersection Capacity Utilization 24.7% Analysis Period (min) 15 80 0 27 633 0.13 11 11.5 B 11.5 B ICU Level of Service A G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Future AM_sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM[]Ds' n@liz8d|nte[GeCtiOnCGp@Ch«AD8lysiS 2009AM Peak HOU[ 17: SW 5th Street &P0|ect Driveway Future Traffic Conditions �_ .� �� .� /^� � Lane Configurations if Sign Control Free Free Stop Volume (veh/h) 95 26 O O 8 17 Peak Hour Factor 0.92 0.92 0.92 8.92 0.92 0.92 Pedestrians Lane Width (ft) Walking Speed 0ft/o Percent Blockage Right turn flare (veh) Median type Median abonaAeveh) Upstream signal (0) p)<.platoon unblocked vC.conflicting volume 132 vC1.stage 1 oonfvo| vC2.stage 2oonfvol vCu.unblocked vol 132 tC. sing|e(n) 4.1 tC' 2stage (o) tF(o) 2.2 p0queue free % 100 oK8capacity (vah/h) 1454 Volume Total Volume Left Volume Right oSH Volume to Capacity Queue Length 05th(h) Control Do|ay(o) LaneL{)3 Approach Dm|ay(u) ApproaohLOS 1%2 18 0 8 28 18 1700 935 0.08 0.02 O 2 0.0 8.8 A 0.0 8.0 A 117 117 117 117 6.4 6.2 3.5 3.3 100 08 879 835 *A'.' Average Delay 1.1 Intersection Capacity Utilization 16.6% ICU Level ofService Analysis Period (min) 15 A 09 N" G:USPAkonPuinhe\Ceics\SynohndFuture_/\K8.sy7 Synohm8Report Kirn|ey-Hornand Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 15: SW 6th Street & East Project Driveway Lane Configurations Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 0 0 317 13 0 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 345 14 0 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 151 pX, platoon unblocked vC, conflicting volume 359 352 122 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol- 359 tC, single (s) 4.1 tC, 2 stage (s) tF (s) 2.2 p0 queue free % 100 cM capacity (veh/h) 1197 cosimmmintimagstr Volume Total 138 138 83 Volume Left 0 0 0 Volume Right 0 0 14 cSH 1700 1700 1700 Volume to Capacity 0.08 0.08 0.05 Queue Length 95th (ft) 0 0 0 Control Delay (s) 0.0 0.0 0.0 Lane LOS Approach Delay (s) 0.0 Approach LOS trd Average Delay 0.2 Intersection Capacity Utilization 16.4% Analysis Period (min) 15 352 122 6.8 6.9 3.5 3.3 100 99 620 906 7 0 7 906 0.01 1 9.0 A 9.0 A 2009 AM Peak Hour Future Traffic Conditions ICU Level of Service A G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Future AM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 13: SW 6th Street & West Project Driveway } ---► Lane Configurations T6 Miff Grade Peak Hour Factor Pedestrians Walking Speed (ft/s) �i3locka Right turn flare (veh) pX, platoon unblocked vC1, stage 1 conf vol Z stagy 2 con>volzk u, unblocked vol 351 p0 queue free % otor4p,apacity (yeti Volume Left aci• Queue Length 95th (ft) Control belay (s Lane LOS Approach Delay (s Approach LOS Average Delay Capacity Utilization Analysis Period (min) 27* 0% 0% 0% 350 117 100 96 2009 AM Peak Hour Future Traffic Conditions �S krS tb�t .Fa 1 i _ G:\042958000-MUSP Altos Pointe\Gales\Synchro\Future AM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/14/2006 P.M. Peak Hour HCM Unsignalized 3: SW 5th Street & Intersection Capacity Analysis SW 22nd Avenue 2009 PM Peak Hour Future Traffic Conditions Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS f Average Delay 3_2 Intersection Capacity Utilization 57.9% Analysis Period (min) 15 N. �'R-X ^..Ci3v. Stop 0% 2 26 18 0 0.98 0.98 0.98 0.98 2 27 18 0 Raised 1 Stop Free 0% 0% 0 0 3 26 1225 72 21 130 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0 0 0 27 1250 73 0 133 076 Raised 1 314 0.77 0.77 0.77 0.77 0.77 0.00 1928 2627 497 2124 2599 662 0 994 1250 1250 1340 1340 678 1377 785 1259 1907 2813 497 2161 2777 264 0 994 7.5 6.5 6.9 7.5 6.5 6.9 0.0 4.1 6.5 5.5 6.5 5.5 3.5 4.0 3.3 3.5 4.0 3.3 0.0 2.2 98 39 96 100 100 100 0 96 98 44 519 81 82 566 0 692 47 2 18 71 0.66 74 125.1 F 125.1 F 27 833 490 133 650 344 27 0 0 133 0 0 0 0 73 0 0 18 692 1700 1700 476 1700 1700 0.04 0.49 0.29 0.28 0.38 0.20 3 0 0 28 0 0 10.4 0.0 0.0 15.4 0.0 0.0 B C 0.2 1.8 0.00 0.77 0 1323 0 1123 0.0 4.1 0.0 2.2 0 72 0 476 ICU Level of Service G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Future_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc_ 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 2009 PM Peak Hour 3: SW 5th Street & SW 22nd Avenue Future Traffic Conditions ar.. ,tip,; LanMConfigurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) u Free 0% 956 18 0.98 0.98 976 18 G:1042958000-MUSP Altos Pointe\Calcs\Synchro\Future_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Signalized Intersection Capacity Analysis 6: SW 6th Street & SW 22nd Avenue 2009 PM Peak Hour Future Traffic Conditions 14ir0met Lane Configurations Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS 0 0 0 143 0.92 0.92 0.92 0.92 0 0 0 155 0 0 0 0 0 0 0 0 Prot 3 HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 0.0 A 27.2 0.60 120.0 53.9% 15 itt 1900 1900 1900 1900 4.0 0.95 1.00 0.99 3505 0.99 3505 584 0.92 635 0 790 8 54.9 55.9 0.47 5.0 3.0 1633 0.23 0.48 22.1 1.00 0.2 22.3 C 21.8 C 1900 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 201 1 0.92 0.92 218 1 23 0 195 0 Perm Prot 5 8 54.9 55.9 0.47 5.0 3.0 737 0.12 0.26 19.5 1.00 0.2 19.7 B 4\ t /; \* 1 ++ +t 1900 1900 1900 1900 1900 4.0 4.0 4.0 1.00 0.95 0.95 1.00 1.00 0.99 0.95 1.00 1.00 1770 3539 3511 0.95 1.00 1.00 1770 3539 3511 21 975 0 0 863 0.92 0.92 0.92 0.92 0.92 23 1060 0 0 938 0 0 0 0 3 24 1060 0 0 988 Prot 5 2 6 3.0 4.0 0.03 5.0 3.0 59 0.01 0.41 56.8 1.00 4.5 61.4 E 55.1 56.1 0.47 5.0 3.0 1654 c0.30 0.64 24.3 1.00 1.9 26.2 C 27.0 C 47.1 48.1 0.40 5.0 3.0 1407 c0.28 0.70 30.0 1.00 3.0 32.9 C 32.9 C HCM Level of Service Sum of lost time (s) ICU Level of Service 12.0 A G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Future_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Signalized Intersection Capacity Analysis 6: SW 6th Street & SW 22nd Avenue titS rYltt a' tit} s a r Lat+},Configurations Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util_ Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) 49 Peak -hour factor, PHF 0.92 Adj. Flow (vph) 53 RTOR Reduction (vph) 0 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS 2009 PM Peak Hour Future Traffic Conditions G:1042958000-MUSP Altos Pointe\Calcs\Synchro\Future PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 Timings 6: SW 6th Street & SW 22nd Avenue .4-- 4,, . r' Lane Configurations 41 ++ +T Volume (vph) 584 201 21 975 863 Turn Type Perm Prot Protected Phases 8 5 2 6 3 Permitted Phases 8 Detector Phases 8 8 5 2 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 63.0 63.0 10.0 23.0 47.0 28.0 Total Split (s) 63.0 63.0 10.0: 57.0 47.0 63.0 Total Split (%) 52.5% 52.5% 8.3%' 47.5% 39.2% 53% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lead/Lag Lead Lag Lead -Lag Optimize? Recall Mode None None None C-Max C-Max None Act Effct Green (s) 55.9 55.9 6.3 Actuated g/C Ratio 0.47 0.47 0.05 v/c Ratio 0.99 0.29 0.26 Control Delay 51.9 15.9 62.0 Queue Delay 0.0 0.0 0.0 Total Delay 51.9 15.9 62.0 LOS D B E Approach Delay 44.1 ApproachLOSD y;�O Cycle Length: 120 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 120 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 34.8 Intersection Capacity Utilization 53.9% Analysis Period (min) 15 56.1 0.47 0.64 27.3 0.0 27.3 C 28.0 C sw 1 50.1 0.42 0.67 32.8 0.0 32.8 C 32.8 C Intersection LOS: C ICU Level of Service A Splits and Phases: 6: SW 6th Street & SW 22nd Avenue -4 . yt ''szFr: 2009 PM Peak Hour Future Traffic Conditions GT2 G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Future PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 10: SW 5th Street & SW 21 st Avenue 2009 PM Peak Hour Future Traffic Conditions 107e171ept „ az C 3 .Lya r4 x �a Lane Configurations , tt iiN, . 8 .,,.CBI- F� Tt Cal B F.tre Sign Control Stop Stop Grade 0% 0% Volume (veh/h) 36 82 69 0 0 Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 Hourly flow rate (vph) 51 115 97 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 127 137 52 282 127 33 52 42 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 127 137 52 282 127 tC, single (s) 7.1 6.5 6.2 7.1 tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) 6.5 Free Free 0% 0% 0 0 17 13 15 37 0 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0 0 24 18 21 52 0 33 6.2 52 4.1 3.5 4.0 3.3 3.5 4.0 3.3 2.2 94 84 90 100 100 100 100 837 744 1016 528 753 1040 1554 Maltitta Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 263 51 97 846 0.31 33 11.2 B 11.2 B 42 0 18 1700 0.02 0 0.0 0.0 Afirl 73 21 0 1567 0.01 1 2.2 A 2.2 42 4.1 2.2 99 1567 Average Delay Intersection Capacity Utilization Analysis Period (min) 8.2 26.6% 15 ICU Level of Service A G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Future_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 2009 PM Peak Hour 9: SW 6th Street & SW 21 st Avenue Future Traffic Conditions k t r� �► 1 4' I ,IMnent 4" 1g MEVIRE 'FYI FE3j tBl 'feltil Lane Configurations 4 4 t Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 0 0 0 21 697 17 22 32 0 0 53 37 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Hourly flow rate (vph) 0 0 0 24 783 19 25 36 0 0 60 42 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 555 pX, platoon unblocked vC, conflicting volume 802 0 510 849 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 802 0 tC, single (s) 4.1 4.1 tC, 2 stage (s) tF (s) 2.2 2.2 p0 queue free % 100 99 cM capacity (veh/h) 817 1622 jakeagra Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 415 411 61 101 24 0 25 0 0 19 0 42 1622 1700 312 373 0.01 0.24 0.19 0.27 1 0 18 27 0.5 0.0 19.3 18.2 A C C 0.3 19.3 18.2 C C Average Delay 3.3 Intersection Capacity Utilization 36.7% Analysis Period (min) 15 510 849 7.5 6.5 0 858 840 401 0 858 840 401 6.9 7.5 6.5 6.9 3.5 4.0 3.3 93 88 100 347 292 1084 ICU Level of Service A 3.5 100 224 4.0 80 296 3.3 93 599 G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Future_PM_sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 17: SW 5th Street & Project Driveway 11�.ve Lane Configurations '. Sign Control Free Grade 0% Volume (veh/h) 187 Peak Hour Factor 0.92 Hourly flow rate (vph) 203 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked Free Stop 0% 0% 41 0 0 0 30 0.92 0.92 0.92 0.92 0.92 45 0 0 0 33 None vC, conflicting volume 248 226 226 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) 248 4.1 2.2 100 1318 net Volume Total 248 33 Volume Left 0 0 Volume Right • 45 33 cSH 1700 814 Volume to Capacity 0.15 0.04 Queue Length 95th (ft) 0 3 Control Delay (s) 0.0 9.6 Lane LOS A Approach Delay (s) 0.0 9.6 Approach LOS A 226 226 6.4 6.2 3.5 100 763 s:. 4141:- 2009 PM Peak Hour Future Traffic Conditions Average Delay Intersection Capacity Utilization Analysis Period (min) 1.1 22.3% 15 ICU Level of Service A G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Future_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 15: SW 6th Street & East Project Driveway Cat 4g1- 2009 PM Peak Hour Future Traffic Conditions Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 828 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) Mar Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) 0.0 Approach LOS IMMINSAMOTM7 +oft Free Free Stop 0% 0% 0% 0 0 744 18 0 10 0.92 0.92 0.92 0.92 0.92 0.92 0 0 809 20 0 11 191 828 4.1 2.2 100 799 ,9uaN�� E 323 323 181 0 0 0 0 0 20 1700 1700 1700 0.19 0.19 0.11 0 0 0 0.0 0.0 0.0 None 818 279 818 279 6.8 6.9 3.5 3.3 100 98 314 718 174f- 11 0 11 718 0.02 1 10.1 B 10.1 B f� Yg Average Delay Intersection Capacity Utilization Analysis Period (min) 0.1 24.8% 15 ICU Level of Service A G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Future PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006 HCM Unsignalized Intersection Capacity Analysis 13: SW 6th Street & West Project Driveway Lane Configurations ff') Sign. Control Free Free Grade 0% 0% Volume (veh/h) 0 0 751 Peak Hour Factor 0.92 0.92 0.92 Hourly flow rate (vph) 0 0 816 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) 101 pX, platoon unblocked vC, conflicting volume 820 818 274 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 820 tC, single (s) 4.1 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 90 cM capacity (veh/h) 805 314 724 2009 PM Peak Hour Future Traffic Conditions Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Martt 327 327 167 0 0 0 0 0 3 1700 1700 1700 0.19 0.19 0.10 0 0 0 0.0 0.0 0.0 0.0 Average Delay Intersection Capacity Utilization Analysis Period (min) 0.8 25.3% 15 Stop 0% 3 0 65 0.92 0.92 0.92 3 0 71 71 0 71 724 0.10 8 10.5 B 10.5 B None 818 274 6.8 6.9 M ICU Level of Service A G:\042958000-MUSP Altos Pointe\Calcs\Synchro\Future_PM.sy7 Synchro 6 Report Kimley-Horn and Associates, Inc. 12/13/2006