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Traffic Impact Analysis - Part I
08/04/04 WED 14:19 FAX 19547392247 KIML • vas July 28th, 2004 Ms. Lilia I. Medina Assistant Transportation Coordinator Office of Transportation, City Manager's Office City of Miarni 444 SW 2n`' Avenue Miami, Florida 33130 Re: Paramount at Edgewater Square Traffic Impact Analysis Sufficient Letter — W.O. # 63 Dear Ms. Medina: Subsequent to our June 25th, 2004 review comments for the subject project, Na have received a revised traffic impact report (dated July 2004) along with formal response to our comments (dated July 28th 2004) from Kirnfey-Hom and Associates, Inc. (KHAW. A cc pi of the response letter is attached herewith, We have reviewed the revised study. We conclude that all the six issues rai,€€>e,t in the original review comments have been adequately addressed and the traffic impact t e[Dort was found to be sufficient. Should you have any questions, please call me or Quazi Masood at 954,739.1 381_ Sincerely, ion Southern Raj Shanm Se or Traffic Engineer Attachment cc: Kev • afford, Planner 1, Department of Planning & Zoning, City of Miarni F - ddie Vargas, PE, (KHA) URS Corporation Lalteehore Complex 5100 NW 33rd Avenue, Suite 150 Fort Lauderdale, FL 33309.5375 Tel: 954.739.1881 Fax: 954.739.1789 • • • Traffic Impact Analysis Paramount at Edgewater Square Miami Florida Prepared for: Royal Palm Communities, Inc. Boca Raton, Florida Prepared by: Kimley-Horn and Associates, Inc. Fort Lauderdale, Florida Kimley-Horn and Associates, Inc, ©2004 .Kimley-Horn and Associates, Inc. July 2004 042304000 • • • Traffic Impact Analysis Paramount at Edgewater Square Miami, Florida Prepared for: Royal Palm Communities, Inc. Boca Raton, Florida Prepared by: Kimley-Horn and Associates, Inc. Fort Lauderdale, Florida 02004 Kimley-Hom and Associates, Inc. July 2004 042304000 /1 'Galley -Horn and Associates, Inc. Traffic Impact Analysis — Paramount at Edgewater Square 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 9 EXISTING CONDITIONS (2004) CAPACITY ANALYSIS 10 Transportation Corridors 10 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 24 TOTAL (2006 WITH PROJECT) TRAFFIC 26 FUTURE CONDITIONS (2006) CAPACITY ANALYSIS 28 PROJECT DRIVEWAY QUEUEING ANALYSIS 32 CONCLUSIONS 33 LIST OF APPENDICES Appendix A: Methodology Correspondence Appendix B: Traffic Count Data Appendix C: Growth Trend Analyses Appendix D: Miami -Dade Transit Data Appendix E: Appendix F: Existing Conditions (2004) SYNCHRO Appendix F: Volume Development Worksheets Appendix G: Internal Capture Calculations Appendix H: Future Conditions (2006 With Project) SYNCHRO 6. 6.0 Outputs 0 Outputs G:1042304000-Edgewater\Reports\TIA.doc Page - i July 2004 • • a—� Kiimley-Horn and Associates, inc. Traffic Impact Analysis _ Paramount at Edgewater Square LIST OF FIGURES Figure 1: Project Location Map 2 Figure 2: Lane Configurations at Intersections 4 Figure 3: 2004 Peak Season Traffic Volumes 6 Figure 4: Project Trip Distribution & Assignment 25 Figure 5: 2006 P.M. Peak Hour Total Traffic 27 LIST OF TABLES Table 1: Transportation Corridor Level of Service Thresholds (Biscayne Boulevard) 8 Table 2: Transportation Corridor Level of Service Thresholds (NE 20th Street) 8 Table 3: Transportation Corridor Level of Service Thresholds (NE 2nd Avenue) 8 Table 4: Transportation Corridor Level of Service Thresholds (Miami Avenue) 9 Table 5: 2004 P.M. Peak Hour Roadway Volumes 11 Table 6: 2004 P.M. Peak Hour Miami -Dade Transit Conditions — Biscayne Boulevard 14 Table 7: 2004 P.M. Peak Hour Miami -Dade Transit Conditions — Other Principal Roadways 15 Table 8: 2004 P.M. Peak Hour Transportation Corridor Segment Conditions 16 Table 9: 2004 P.M. Peak Hour Intersection Conditions 17 Table 10: Existing Trip Generation 21 Table 11: Proposed Trip Generation 22 Table 12: Trip Generation Comparison 23 Table 13: Cardinal Trip Distribution 24 Table 14: Future (2006) P.M. Peak Hour Transportation Corridor Segment Conditions 30 Table 15: Future (2006) P.M. Peak Hour Intersection Conditions 31 G:1042304000-Edgewater\Reports\TIA.doc Page - ti July 2004 • • • Kimley--Ham and Associates, Inc. Traffic Impact Analysis -- Paramount at Edgewater Square INTRODUCTION Royal Palm Communities, Inc. is proposing to construct a mixed -use development (Paramount at Edgewater Square) located between NE 20tn Terrace and NE 21 St Street east of Biscayne Boulevard in Miami, Florida. The project includes 359 high-rise residential units, 10 residential townhouse units, 13,200 square feet of commercial retail space, 14,700 square feet of quality restaurant retail space, 2,300 square feet of high -turnover restaurant space, and 15,600 square feet of office space. The project site is currently occupied by residential rental units and commercial retail space. Figure 1 depicts the location of the project. Kimley-Horn 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. G:1042304000-Edgewater\Reports\TIA.doc Page -1 July 2004 FIGURE 1 PROJECT LOCATION MAP imley-Horn and Assodates, inc. _....1 1111111Kinky-Horn and Associates, Inc. Traffic Impart Analysis — Paramount at Edgewater Square 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 consists of principal roadways within the Biscayne Boulevard and Coral Way Corridors. The following principal roadways were included: • Biscayne Boulevard ■ NE 2nd Avenue • Miami Avenue • NE 20th Street Biscayne Boulevard is a 4-lane, divided, urban principal arterial. NE 2nd Avenue and Miami Avenue are 4-lane, undivided, urban minor arterials. NE 20th Street is a 2-lane, undivided, urban minor arterial. Additionally, several intersections were examined within the study area including the following: ■ NE 15th Street and Biscayne Boulevard ■ NE 19th Street and Biscayne Boulevard ■ NE 20th Street and NE 2nd Avenue • NE 20th Street and Miami Avenue ■ NE 20th Terrace and Biscayne Boulevard • NE 20th Terrace and Bayshore Drive NE 21st Street and Biscayne Boulevard • NE 21st Street and Bayshore Drive ■ NE 29th Street and Biscayne Boulevard Lane configurations for each of the examined intersections within the study area are provided in Figure 2. 6:1042304000-Edgewater\Reports\TIA.doc Page - 3 July 2004 NE 20th Street 411-11Fir 4111, A • North Niami Avenue NE 15th Street LEGEND NE 2nd Avenue f t� NE 29th Street 444 L* NE 21 st Street 4 TV Biscayne Boulevard ♦ ♦� NE 20th Terrace II r" NE 19th Street Bayshore Drive FIGURE 2 0 z LANE CONFIGURATIONS AT INTERSECTIONS LANE CONFIGURATION Kimley-Hom ❑ and Associates, Inc.... ©I• —V IGmley Flom and Associates, Inc. Traffic Impact Analysis --Paramount at Edgewater Square A methodology letter outlining the study area for this site was submitted to City of Miami Staff on May 7, 2004, and review comments were received on May 11, 2004. Methodology correspondence is included as Appendix A. 2002 Average Annual Daily Traffic (AADT) information was obtained from the Florida Department of Transportation's count station (Count Station #87-5056) located on Biscayne Boulevard north of NE 19th Street. These volumes were adjusted to peak hour, peak directional volumes using the K and D factors published by FDOT for this portion of Miami -Dade County. P.M. peak period (4:00 PM to 6:00 P.M.) turning movement counts were collected in the study area on May 13, 2004 (Thursday). The study area peak hour was determined to be from 5:00 P.M. to 6:00 P.M. All traffic count data is included in Appendix B. The FDOT seasonal adjustment factor was applied to the traffic counts to adjust the traffic to peak season volumes. The appropriate peak season conversion factor for the week in May when the traffic counts were collected is 1.01. The conversion factor table is provided in Appendix B. In order to evaluate existing (2004) conditions along the Biscayne Boulevard corridor, an annual growth rate was applied to the 2002 FDOT count data. The most recent five (5) years of historical count information was obtained for three (3) FDOT count stations along Biscayne Boulevard. AADT information at the three count stations indicate that traffic volumes have decreased. However, in order to provide for conservative analyses, a compound growth rate of one (1) percent was applied annually to the traffic counts to attain existing (2004) conditions. Historical traffic count data and growth trend calculations are included in Appendix C. Figure 3 presents the 2004 peak season transportation corridor volumes (person -trips including transit riders) and peak season turning movement volumes at the study intersections. G:1042304000-Edgewater\Reports\TIA.doe Page - 5 July 2004 DETAIL. NE 21st Street T 0rp r [ 1 NE 20th Terrace 9 2� 0 N y 4 89 — 796 NE 20th Street 0 NE 29th Street • 74 I 55 —► 1 6 N r` 0 N 0 ¢ �38 ♦— 12 36 NE 21st Street 14 5 —AI. 25 cn [F N o c N N Q, n3 0 6 (SEE DETAIL) 192 256 65 o Ij 509 —OP 150 - 161 NE 15th Stre 1' EN 0 _n0N n 11� 44 26—OP 7a--Nip. n rp u NE 20th Terrace NE 19th Street 19 120 21� -0 0 47 m as 0 L r' CO M. u n n N LEGEND XX P.M. PEAK HOUR VOLUMES {VEHICLES) t IX,XXXI P.M. PEAK HOUR VOLUMES (PERSON —TRIPS) ❑ t3 E3oyshore Dri FIGURE 3 2004 P.M. PEAK HOUR —PEAK SEASON TRAFFIC VKimley-Horn and Associates, Inc. —1 ICirni r 1 and mates, Traffic Impact Analysis - Paramount at Edgewater Square 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. Tables 1 though 4 illustrate 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 2002 version of FDOT's Quality/Level of Service Handbook. G:1042304000-Edgewater\Repor€s1TIA.doc Page - 7 July 2004 • • • in As MLA and Associates. Inc. Traffic Impact Analysis — Paramount at Edgewater Square Table 1: Transportation Corridor Level of Service Thresholds (Biscayne Boulevard) V/C Ratio LOS A * 0.01 — 0.38 0.39 — 0.88 0.89-1.00 1.01+ * Cannot be achieved per "Table 4-7" from FDOT's 2002 Quality/Level of Service Handbook. Table 2: Transportation Corridor Level of Service Thresholds (NE 20`h Street) V/C Ratio LOS A 0.01 — 0.59 0.60 — 0.94 D 0.95-1.00 1.01+ * Cannot be achieved per "Table 4-7" from FDOT's 2002 Quality/Level of Service Handbook. Table 3: Transportation Corridor Level of Service Thresholds (NE 2nd Avenue) V/C Ratio LOS A 0.01 — 0.39 0.40 — 0.95 0.96 — 1.00 1.01+ * Cannot be achieved per "Table 4-7" from FDOT's 2002 Quality/Level of Service Handbook. G:1042304000-Edgewater\lteports\TIA.doc Page-8 July 2004 • • • E• and Associates, Inc. Traffic Impact Analysis — Paramount at Edgewater Square Table 4: Transportation Corridor Level of Service Thresholds (Miami Avenue) V/C Ratio LOS * A * B 0.01 - 0.39 C 0.40 - 0.95 D 096 - 1.00 E 1.01+ F * Cannot be achieved per "Table 4-7" from FDOT's 2002 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:\042304000-Edgewater\Reports\TIA.doc Page - 9 July 2004 • • • PTV Kimley-Hom and Associates, Inc. Traffic Impact Analysis — Paramount at Edgewater Square EXISTING CONDITIONS (2004) 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 5 presents the unadjusted 2004 P.M. peak hour directional traffic volumes, seasonal adjustment factors, and the 2004 peak season P.M. peak hour directional traffic volumes for the study corridors. Existing transit conditions were examined considering the ridership on and capacity of the Miami -Dade Transit (MDT) bus service operating in the corridors. . MDT staff was contacted to obtain the P.M. peak hour ridership and capacities for the bus routes. However, the only information readily available was the ridership by route on a typical weekday. Therefore, additional research was conducted to determine the transit ridership and capacities in the study corridors. Eleven (11) Miami -Dade Metrobus Routes presently serve the Biscayne Boulevard, NE 2nd Avenue, and Miami Avenue corridors adjacent to the project site during the P.M. peak hour. • Route 3 operates on Biscayne Boulevard in both directions with 20 minute headways. • Route 6 operates on Miami Avenue in both directions with 30 minute headways. • Route 9 operates on NE 2nd Avenue in both directions with variable headways. ■ Route 10 operates on NE 2nd Avenue in both directions with 40 minute headways. • Route 16 operates on Biscayne Boulevard in both directions with 20 minute headways. ■ Route 32 operates on NE 20tStreet in both directions with 20 minute headways. • Route 36 operates on Biscayne Boulevard in both directions with variable headways. G:1042304000-Edgewater1Reports\TIA.doc Page - 10 July 2004 • • • K imley-Hom 1 and Associates, Inc. Table 5: 2004 F.M. Peak Hour Roadway Volumes Traffic Impact Analysis --Paramount at Edgewater Square Roadway Segments Direction 2004 P.M. Peak . Hour Volumes FDOT Seasonal Adjustment Factor 2004 Peak Season P.M. Peak Hour Volume Biscayne Boulevard NE 15th Street to NE 29'h Street NB 1,875 1.01 1,894 SB 1,797 1.01 1,815 NE 2"d Avenue NE 20`h Street to NE 21' Street NB 867 1.01 876 SB 558 1.01 564 Miami Avenue NE 20`h Street to NE 21 Sr Street NB 792 1.Oi 800 SB 369 1.01 -� NE 20th Street NE 2'1 Avenue to Miami Avenue EB 337 1.01 340 WB 275 1.01 278 G:1042304000-EdgewaterlReports \TlA.doc Page - 11 July 2004 • • • /II Kinley-Flom ( 1 and Associates, Inc. Traffic Impact Analysts — Paramount at Edgewater Square Route 62 operates on Biscayne Boulevard in both directions with 10 minute headways. Route 95x operates on Biscayne Boulevard in the northbound direction with variable headways. Route Biscayne Max operates on Biscayne Boulevard in both directions with 15 minute headways. Route T operates on Biscayne Boulevard in both directions with 20 minute headways. MDT staff indicated that the bus routes on each corridor use three different bus types. One bus type has seating capacity for 43 riders and additional standing room for 20 riders, for a total of 63 riders. The second bus type has seating capacity for 38 riders and additional standing room for 15 riders, for a total of 53 riders. The third bus type has seating capacity for 26 riders and additional standing room for 10 riders, for a total of 36 riders. 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 P.M. peak hour using the appropriate headways and capacities. Ridership capacities for routes with variable peak hour headways were determined by calculating the average number of buses passing the site during one (1) hour of the peak period (4:00 P.M. to 6:00 P.M.) Metrobus route schedules and headway calculations are included in Appendix D. Tables 6 and 7 summarize the transit capacity provided by the routes. Data were obtained to determine the existing P.M. peak hour ridership for the identified Metrobus Routes. The data reflects typical ridership on the routes over the most recent three years. Ridership data was not available for Route 95x. Therefore, Route 95x was not included in the transportation corridor analysis. Tables 6 and 7 also present the existing P.M. peak hour ridership on the routes, and the ridership data is also included in Appendix D. 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 (vlc) ratios were compared to the person -trip vie G:1042304000-Edgewater\Reports\TJA.doc Page -12 July 2004 • • • ©..© Malley -Horn IIIIIIand Associates, Inc. Traffic Impact Analysis — Paramount at Edgewater Square level of service designations outlined in Tables lthough 4. Table 8 presents the existing transportation corridor level of service. The transportation corridor vehicular capacities presented in Table 8 were derived from FDOT's 2002 Quality/Level of Service Handbook and the Miami -Downtown DR[ . As indicated in Table 8, the transportation corridors have excess person -trip capacity during the P.M. peak hour and operate at acceptable levels of service. G:l042304000-Edgewater\Reports\TIA.doc Page -13 July 2004 KimfeyHom and Associates, Inc. • • Traffic Impact Analysis — Paramount at Edgewater Square Table 6: 2004 P.M. Peak Hour Miami -Dade Transit Conditions — Biscayne Boulevard Transit Route Information Direction of Travel 2004 P.M. Peak Hour Headways Average Bus Buses per Hour Capacity (riders) 2004 P.M. Peak Hour Directional Person -Trip Capacity 2004 P.M. Peak Hour Average Directional Route Ridership Route 3 Route 16 Northbound 20 minutes 3 53 159 78 (26 riders per bus) Southbound Northbound 20 minutes 20 minutes 3 55 3 59 165 177 84 (28 riders per bus) 87 (29 riders per bus) Southbound 20 minutes 3 60 180 30 (10 riders per bus) Route 36 Northbound Variable 4(') 58 232 28 (7 riders per bus) Southbound Variable 4(`) 58 232 36 (9 riders per bus) Route 62 Northbound 10 minutes 6 60 360 30 (5 riders per bus) Southbound 10 minutes 6 60 360 48 (8 riders per bus) Route Biscayne Max Northbound 15 minutes 4 63 252 84 (21 riders per bus) Southbound 15 minutes 4 61 244 76 (19 riders per bus) Route T Northbound 20 minutes 3 55 165 60 (20 riders per bus) Southbound 20 minutes 3 55 165 63 (21 riders per bus) Total Northbound 23 1,345 367 (16 riders per bus) Southbound 23 1,346 337 (15 riders per bus) (1) Buses per hour for routes with variable headways were determined by calculating the average bus frequency during the peak period (4:00 P.M. to 6:00 PM.) G:1042304000-Edgewater\Reports\TJA.doc Page - 14 July 2004 Kimley-Ham and Associates, Inc. • • Traffic Impact Analysis -- Paramount at Edgewater Square Table 7: 2004 P.M. Peak Hour Miami -Dade Transit Conditions — Other Principal Roadways Transit Route Information Direction of Travel 2004 P.M. Peak Hour Headways Buses per Hour Average Bus Capacity (riders) 2004 P.M. Peak Hour Directional Person -Trip Capacity 2004 P.M. Peak Hour Average Directional Route Ridership NE 2°d Avenue Miami Avenue NE 20th Street (1) Route 9 Route 10 Total Route 6 Route 32 Northbound Variable 4 (1) 60 240 88 (22 riders per bus) Southbound 15 minutes 4 60 240 48 (12 riders per bus) Northbound 40 minutes 1 58 58 39 (39 riders per bus) Southbound 40 minutes 1 57 57 20 (20 riders per bus) Northbound Southbound Northbound 5 298 127 (25 riders per bus) Variable 5 2(t) 36 297 72 68 (14 riders per bus) 6 (3 riders per bus) Southbound 30 minutes 2 36 72 6 (3 riders per bus) Northbound Southbound 20 minutes 3 55 165 33 (11 riders per bus) 20 minutes 3 56 168 21 (7 riders per bus) Buses per hour for routes with variable headways were determined by calculating the average hourly bus frequency during the peak period (4:00 P.M. to 6:00 P.M.) G:1042304000-Edgewater\RepouslTIA.doc Page - 15 July 2004 �� Kimley-Hom - and Associates, Inc. • • Traffic Impact Analysis -- Paramount at Edgewater. Square Table 8: 2004 P.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadways 2004 Peak Season P.M. Peak Hour Roadway Volumes 2004 P.M. Peak Hour Transit . RidershipVolumeCapacity 2004 P.M. Peak Hour Total (V) Directional Peak Hour Vehicular 2004 P.M. Peak Hour Transit : Capacity 2004 P.M. : Peak Hour Total Capacity (C) . 2004 P.M. Peak Hour Excess Capacity 2004 P.M. Peak Hour Level of Service Vehicles Person- Trips p) Person- Trips Person- Trips Vehicles Person- c3) Trips Person- Trips Person- . Trips Person- Trips V/C Ratio LOS Biscayne Boulevard NB 1,894 2,652 367 3,019 2,720 4,352 1,345 5,697 2,678 0.53 D SB 1,815 2,541 337 2,878 2,720 4,352 1,346 5,698 2,820 0.51 D NE 2nd Avenue NB 876 1,226 127 1,353 2,720 4,352 298 4,650 3,297 0.29 C SB 564 790 68 858 2,720 4,352 297 4,649 3,791 0.18 C •. ar i a g NB 800 1,120 6 1,126 2,720 4 3S2 72 4,424 3,298 0.25 C SB 373 522 6 528 2,720 4,352 4,424 3,896 0.12 C NE 20th Street EB 340 476 33 509 2,720 4,352 165 4,517 4,008 0.11 C WB 278 389 21 410 2,720 4,352 168 4,520 4,110 0.10 C (1) 2004 Peak Season P.M. Peak Hour Roadway 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 DRt. (3) Volumes (vehicles) were converted to person -trips using 1.6 person/vehicle occupancy. G:1042304000-F,ctgewater\Reports\TIA.doc Page - /6 July 2004 • • • © in !coley Horn and Associates, Inc. Traffic Impact Analysis — Paramount at Edgewater Square Intersections P.M. peak hour capacity analyses were also performed for the study intersections. Table 9 presents the results of the analyses. As indicated, all signalized and unsignalized intersections operate at acceptable levels of service with exception of the unsignalized intersection of Biscayne Boulevard and NE 20th Terrace. The capacity analysis performed at the unsignalized intersection of Biscayne Boulevard and NE 20th Terrace indicated that the westbound approach operates at LOS F. This result is common where a stop -controlled sidestreet intersects with a high volume major street It should be noted that vehicles performing a left -turn movement on NE 20th Terrace at Biscayne Boulevard can access the signalized intersection at NE 21st Street via Bayshore Drive. Detailed SYNCHRO 6.0 outputs are included in Appendix E along with existing intersection traffic signal timing plans. Table 9: 2004 P.M. Peak Hour Intersection Conditions Intersection 2004 P.M. Peak Hour Overall Level of Service (Existing Timings) LOS Delay (s) NE 15th Street and Biscayne Boulevard C 23.5 NE 19th Street and Biscayne Boulevard A 7.1 NE 20th Street and NE 2" d Avenue A 9.8 NE 20th Street and Miami Avenue A 7.5 NE 20th Terrace and Bayshore Drive A"i 8.5 NE 20th Terrace and Biscayne Boulevard F") 146.3 NE 21st Street and Biscayne Boulevard A 7.0 NE 21st Street and Bayshore Drive A") 6.8 NE 29th Street and Biscayne Boulevard A 9.2 (1) Overall LOS not provided for two-way unsignalized intersections. The worst sidestreet movement is indicated. G:1042 304000-Edgewater\Reports\TJA.doc Page - 17 July 2004 • • • k mleyHom and Associates, Inc. Traffic Impact Analysis — Paramount at Edgewater Square BACKGROUND TRAFFIC Background traffic conditions are defined as the expected traffic conditions on the prevailing roadway network in the Year 2006 (corresponding to the total buildout of Paramount at Edgewater Square) 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 As previously addressed in the data collection section of the report, the most recent five (5) years of historical count information was obtained for three (3) FDOT count stations along Biscayne Boulevard. AADT information at all three count stations indicate that traffic volumes have decreased. In order to provide for conservative analyses, a compound growth rate of one (1) percent was applied annually to all traffic counts to attain future (2006) background conditions. Historical traffic count data and growth trend calculations are included in Appendix C. Committed Developments 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. Traffic studies were provided by the City for the following eleven developments: • 1800 Club • Bay Parc Plaza (Miramar Centre Phase II/III) ■ Blue Condominium (Biscayne Bay Tower) • Onyx (Biscayne Bay Lofts) • Platinum • Quantum on the Bay (Metropolis at Bayshore) ■ Rosabella Lofts (Edgewater Tower) G:l042304000-Edgewater\R.eports\TIA.doc Page -18 July 2004 • • • nniey-Hom and Associates, Inc. Traffic Impact Analysis -- Paramount at Edgewater Square ■ Sky Residence (34th Street Tower) • The Village on Bayshore Drive (Biscayne Village) • The Shops at Midtown Miami ■ Midtown Class II ICE Traffic attributed to these developments impacting the study area was included in the analysis. These traffic volumes are presented in the volume development sheets in Appendix F. G:1042304000-EdgewaterlReports\TIA.doc Page - l9 July 2004 ©-n I rniey of ili• and Associates, Inc. Traffic Impact Analysis -- Paramount at Edgewater Square PROJECT TRAFFIC Project traffic is defined as the vehicle trips expected to be generated by the project (Paramount at Edgewater Square), and the distribution and assignment of this traffic over the roadway network. Existing and Proposed Land Uses The project site is currently occupied by 1 single-family home, 34 multi -family residential rental units, and 7,500 square feet of commercial space. This project (Paramount at Edgewater Square) proposes to redevelop the site with 359 high-rise residential condominium units, 10 townhouse condominium units, 37,200 square feet of commercial space, and 26,000 square feet of office space. The buildout of the project is expected to occur in 2006. Project Access The site will access NE 21st Street, Bayshore Drive, and NE 20th Terrace via four (4) full access driveways. Also, the site will access NE 21 st Street via one gated service driveway along NE 21 st Street. The gated entrance proposed for service vehicles only. Trip Generation Existing and 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 existing land use trip generation was determined using ITE Land Use 210 (Single - Family Housing), ITE Land Use 220 (Apartments), and ITE Land Use 814 (Specialty Retail Center). As Table 10 shows, the existing land uses generate approximately 48 net new external trips during the P.M. peak hour. Trips were also calculated for the proposed land use to determine the project's vehicular trip impact. The trip equations applied to the proposed land use were for ITE Land Use 232 (High -Rise Condominium/Townhouse), ITE Land Use 230 (Condominium/Townhouse), ITE Land Use 814 (Specialty Retail Center), ITE Land Use 931 G:1042304000-Edgewaterllteports\TIA.doc Page - 20 July 2004 • 12�© Kimiey-Horn and Associates, lnc. Traffic Impact Analysis — Paramount at Edgewater Square (Quality Restaurant), ITE Land Use 932 (High -Turnover Restaurant), and ITE Land Use 710 (General Office Building). Project trips were estimated for the P.M. peak hour. As Table 11 shows, the existing land uses generate approximately 305 net new external trips during the F.M. peak hour. Table 10: Existing Trip Generation Existing Land Use :; (ITE Code) : .Scale P.M. Peak our Driveway Volumes Gross Total : Trips . internal Capture.. Reduction Net External Trips Pass -By Capture Reduction Net New External Trips Entering Exiting % Trips % Trips Single-Pan>ily Housing (210) 1 d.u. 1 23% 0 0 63% 37% 0 Apartments (220) 34 d.u. 21 23% 17 65% 1111 5% III Specialty Retail Center (814) 7.5 k.s.f. 39 13% 34 10%** 31 44% 11 56% 111Total 61 51 48 32 29 ** Pass -by rate for ITE 814 not provided in Trip Generation Handbook. A ten (10) percent pass -by rate was conservatively assumed for the Specialty Retail Center land use and applied to external trip generation (less internal capture volumes). G:1042304000-EdgewaterlReports\TIA.doc Page - 21 July 2004 • • • Kimley-Hom and Associates, Inc. Traffic Impact Analysis --- Paramount at Edgewater Square Table 11: Proposed Trip Generation Future Land Use (ITE Code) Seale 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) d5u 138 15% 117 117 62% 86 38% 52 Condominium! Townhouse (230) 10 d.u. 7 15% 6 - 6 66% 5 34% 2 Specialty Retail Center (814) 13.2 k.s.f 53 34% 35 10%** 32 44% 23 56% 30 Quality Restaurant Retail A (931) 6.12 k.s.f 46 21% 36 44% 20 67% 31 33% 15 High -Turnover Restaurant (932) 2.30 k.s.f. 25 21% 20 43% 11 61% 15 39% 10 Quality Restaurant Retail B (931) ' 8.5$ k.s.f. 64 21% 51 44% 29 67% 43 33% 21 General Office Building (710) 15.6 k.s.f. 96 6% 90 - 90 17% 16 83% 80 Total 429 355 305 147 158 * * Pass -by rate for ITE 814 not provided in Trip Generation Handbook. A ten (10) percent pass -by rate was conservative assumed for the Specialty Retail Center land use and applied to external trip generation (less internal capture volumes). y It should be noted that internal capture was assumed for the both the existing and proposed mixed -used developments. Internal capture calculations were performed in accordance with ITE Trip Generation Handbook. Detailed internal capture calculations are included in Appendix G. A pass -by capture trip reduction was also applied to the commercial retail land uses in both the existing and proposed trip generation calculations. A ten (10) percent pass -by reduction was conservatively assumed for these land uses. G:i042304000-Edgewater\Reports\TIA.doc Page - 22 July 2004 • • ��� Kimley-Hom and Associates, Inc. Traffic Impact Analysis — Paramount at Edgewater Square In order to determine the net increase in P.M. peak hour trip generation at the project site, the existing and proposed trip generation results were compared. As Table 12 shows, the proposed development (Paramount at Edgewater Square) will generate 257 additional net new external trips during the P.M. peak hour. 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 14 percent to adjust for these vehicle occupancy assumptions. The vehicular trip generation calculations for the project are presented in Table 12. Table 12: Trip Generation Comparison Development Scenario P.M. Peak Hour' Driveway Volumes Entering Trips Exiting Trips Total Trips Existing Land Uses 26 22 48 Proposed Land Uses 147 158 305 Net New Trip Increase 121 136 257 ITE/Miarni vehicular occupancy adjustment (14% reduction) 104 vph 117 vph 221 vph Person -Trip Conversion (1.4 persons per vehicle) 146 person- trips 164 person- trips 310 person- trips G:1042304000-Edgewater'Reports\TTA.doc Page - 23 July 2004 • • • ©—wil !Coley -Horn 1• and A,sscciates, Inc. Traffic Impact Analysis — Paramount at Edgewater Square 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 Miami - Dade County for the project site's traffic analysis zone (TAZ 505). The cardinal trip distribution for TAZ 602 is provided below in Table 13. Table 13: Cardinal Trip Distribution Cardinal Di ection Percentage of Trips North -Northeast 10% North -Northwest 16% South -Southeast 4% South -Southwest 21 % East -Northeast 4% East -Southeast 5% West -Northwest 17% West -Southwest 23% Total 100% Figure 4 shows the project trip distribution and assignment for both vehicular trips and person - trips. Minor adjustments were made to the trip distribution to account for the location of the project's driveway connections to the roadway network and local circulation patterns. Project trips (vehicular and person -trips) were then distributed and assigned to the roadway network. In order to provide for a conservative analysis, a minimum of one vehicular trip was assigned to each affected movement at the study intersections. As part of the directional person -trip distribution, the maximum possible directional project traffic assignment was determined for the entire transportation corridor segment. G:1042304000-Edgewater\Reports\TIA.doc Page - 24 July 2004 • CJ kAPP L 10%/12 �— 15%/18 ----16%/19 NE 29th Street \ 13 N. — 0 15%/?S 5%/6 76%/17 9%/9� a Lo 0/16 —� mi Avenu NE 20th Street r' 20S/21 4-20% DUB/33i 20% IN/29—* 5%/6 5%/5 NE 15th v a1 c w Z m Ifi D0 ij Street co co 7%/8 8%/21 4%/4 - ... ..� 3%/3� 30%/31 —� 5%/6 NE 19th Street 0al N 0 0 N N A `-36%/42 ♦-25%/29 4---20%/24 NE 21st Street (SEE DETAIL) NE 20th Terrace -r3? I* E < r N \ N o y 41- --5%/6 5%/5 0 5%/5 —► xx%/xx x% IN/XX 5%/5 —� 5%/5 —► 0. dr to 4 5 co LCD LEGEND P.M. PEAK HOUR DISTRIBUTION/ASSIGNMENT (VEHICLES) P.M. PEAK HOUR/DISTRIBUTION/ASSsGNMENT (PERSON --TRIPS) (1) Bayshore Dr DETAIL t---- 76%/89 8%/8-► 4 5%/6 1 al 5%/5 75%/78 82%/85 —r 7%/7 —► NE 21st Street 8%/8 —� n CO N 7%/7 errece — 7%/8 FIGURE 4 PROJECT TRIP DISTRIBUTION AND ASSIGNMENT Kimley-Horn and Associates, Inc. • • • reMI Li m IGmley-Ho and Associates, Inc. Traffic Impact Analysis — Paramount at Edgewater Square TOTAL (2006 WITH PROJECT) TRAFFIC Total traffic volumes (vehicular and person -trips) considered in the future year (2006) analysis for this project are the sum of 2006 background traffic volumes and the expected project traffic volumes. Figure 5 presents the 2006 total traffic for the study area. Total turning movement volume development worksheets for the study intersections are included in Appendix F. G:l042304000-Edgewaterllteports\TIA.doc Page - 26 July 2004 -117 61—. .� 6— hE 21st Street s :D ♦ 24 89--II 8 1' r a co p o r NE 20tr Terrsce ♦ 5 78 —5 85 ----► 7 --...-- ► 16 1 • 2 • 196 ----/ c 911 4----- 218 „ NE 20`h street ♦ �-- 49 1— 71 67 NE 29th Street 4-1 i 03 0 CT) v � I MMMI 75 62 —Al" 33� r O E 21 st Street 26� 17 (SEE DETAIL) cn 277 —OP. 6n—.4„. rri Avenue 0 Z 174 —5 oo L 548—fit 164 11— 451 NE 15th Stree NE 2nd Avenue 11 31 24� V N N NE 20th Terrace NE 19th Street 50--5 58 80 ---\* 0 In N 4-1 71 �— 114 185 24 122 —► 21� Biscayne Boulevard LEGEND P,M PEAK HOUR VOLUMES (VEHICLES) P.M. PEAK HOUR VOLUMES {PERSON --TRIPS) 0 Q1 0 s 0) a 0 m FIGURE 5 2006 P.M. PEAK HOUR TOTAL TRAFFIC Kimley-Horn and Associates, nc.....J • ©�❑ Kimiey-Hom and Associates, Inc. Traffic Impact Analysis — Paramount at Edgewater Square FUTURE CONDITIONS (2006) 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 perfoiitled at the two study area intersections. The future conditions analysis were based on the 2006 total traffic, which included the 2006 background traffic and the new trips expected to be generated by the project. Table 14 presents the results of the transportation corridor capacity analysis for the 2006 P.M. peak hour traffic conditions. As indicated in Table 14, the corridors have sufficient capacity and are expected to operate at acceptable levels of service (LOS E or better). Table 15 presents the results of the intersection capacity analysis for 2006 P.M. peak hour with project conditions. As with the existing (2004) conditions analysis, the westbound approach at the unsignalized intersection of Biscayne Boulevard and NE 20th Terrace operates at LOS F. Again, this result is common where a stop -controlled sidestreet intersect with a high -volume major street. As stated previously, vehicles performing a left -turn movement on NE 20th Terrace at Biscayne Boulevard can access the signalized intersection on Biscayne Boulevard at NE 21st Street via Bayshore Drive. The signalized intersection of NE 19th Street and Biscayne Boulevard is expected to operate at LOS F for 2006 P.M. peak hour with project conditions without signal timing modifications. The southbound left -turn movement and the westbound right -turn movement are expected to operate at LOS F, which is impeding the overall level of service for the intersection. It is recommended to change the phasing of the traffic signal to provide a protected phase for the northbound and southbound left -turn movements, and to allow the westbound right -turn movement to overlap with the protected southbound left -turn movement. With this G:1042304000-Edgewater\Reports\TIA.doc Page - 28 July 2004 • ��Kimkey-Horn and Associates, Inc. Traffic Impact Analysis — Paramount at Edgewater Square improvement, the intersection is expected to operate at LOS C with a delay of 32.9 seconds. This improvement will require modifying the traffic signal heads. Detailed SYNCHRO 60 outputs are included in Appendix G. G:1042304000-Edgewater\Reports\TIA.doc Page - 29 July 2004 • • • 111171111111,1 Kimley-Hom and Associates, Inc. Traffic Impact Analysis -Paramount at Edgewater Square Table 14: Future (2006) P.M. Peak Hour Transportation Corridor Segment Conditions Principe[ Roadway 2006 P.M. Peak Hour Background t Committed Peak Hour Volume t2' 2006 P.M. Peak Hour Volume Total t3' project P.M. Peak Hour Distribution (Maximum) Project P.M. Peak Hour Assignment 2006 P.M. Peak Hour Total Volume (V) (4) 2006 P.M. Peak Hour Total Capacity (C) ts' 2006 P.M. Peak Hour Capacityxessof 2006 P.M. Peak Hour Total Level Service Person- Trips Person- Trips Person- Trips Person- Trips Person- Trips Person- Trips Person- Trips V/C Ratio LOS m co u' op NB 3,080 714 3,794 25% OUT 41 3,835 5,697 1,862 0.67 D SB 2,936 785 3,721 38% IN 55 3,776 5,698 1,922 0.66 D NE 2nd Avenue NB 1,380 148 1528 ' 18%/ 2% OUT 29 1,557 ' 4,650 3,093 0.33 C SB 875 1,012 18% OUT 30 1,042 4,649 3,607 0.22 C Miami Avenue NB 1,149 148 1,297 10% OUT 16 1,313 4,424 3,111 0.30 C SB 539 676 10% IN 15 691 4,424 3,733 0.16 C o N F.. z rn EB 519 0 519 20% IN 29 548 4,517 3,969 0.12 C WB 418 0 418 20% OUT 33 451 4,520 4,069 0.10 C A 1.0 percent annual Linear growth rate was applied to the 2004 P.M. peak hour total volume to determine the 2006 background volume. Total traffic generated along the corridors by developments within the study area. The summation of 2006 peak hour background volumes and committed trips. 2006 P.M. peak hour total volume (V) is defined as the sum of the project P.M. peak hour assignment and the background volume. Total capacity determined in Table 4. G:1042304000-i dgewater\Reports\TIA.doc Page - 30 Juty 2004 • • • © !Gurley -Hour 1 and Associates, Inc. Traffic Impact Analysis —Paramount at Edgewater Square Table 15: Future (2006) P.M. Peak Hour Intersection Conditions Intersection 2006 P.M. Peak Hour Overall Level of Service (Existing Timings) LOS Delay (s) NE 15th Street and Biscayne Boulevard C 25.9 NE 19th Street and Biscayne Boulevard Ctzl 32.9 NE 20th Street and NE 2na Avenue A 10.0 NE 20th Street and Miami Avenue A 7.8 NE 20th Terrace and Bayshore Drive A") 8.6 NE 20th Terrace and Biscayne Boulevard Fi't 100+ NE 215t Street and Biscayne Boulevard B 11.0 NE 21sf Street and Bayshore Drive At17 7.9 NE 29th Street and Biscayne Boulevard A 9.9 (1) Overall LOS not provided for two-way unsignalized intersections. The worst sidestreet movement is indicated. (2) Considers the recommended change of phasing to provide a protected phase for the northbound and southbound left -turn movements, and to allow the overlap of westbound right -turn movements with the protected southbound left -turn movement. G:1042304000-Edgewater\Reports\TIA.doc Page - 31 July 2004 • • • pria•rii !Colley-Horn-I� and Associates, Inc. Traffic Impact Analysis —Paramount at Edgewater Square PROJECT DRIVEWAY QUEUING ANALYSIS As previously indicated, five (5) driveways are proposed to provide access to the project site. The eastern project driveway along NE 21st Street will provide access for service vehicles only and will be restricted to normal traffic by a gate. Nominal traffic volumes are expected at this driveway during the P.M. peak hour. The remaining four (4) project driveways will provide unrestricted, ungated access to the proposed development. Therefore, vehicles entering these driveways are not expected to experience any delay entering the proposed parking garage. It was noted that valet parking will be provided at the project's drop-off area. However, the proposed site plan provides for adequate storage in the valet area if queuing were to occur during drop-off operations. As a result, no additional analyses were performed for the valet operations within the project area. G:1042304000-Edgewater\Reports\TIA.doc Page - 32 July 2004 • • • o—rn �ey.� ifs and Associates, Inc. Traffic Impact Analysis —Paramount at Edgewater Square CONCLUSIONS This traffic impact study assessed the impacts of the Paramount at Edgewater Square 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 2004 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 257 additional vehicular trips and 309 additional person -trips during the P.M. peak hour. These trips were assigned to the roadway network based on a cardinal trip distribution provided by Miami -Dade County. Capacity analyses were also performed for the future (Year 2006) with project conditions. Results of these analyses demonstrate that the transportation corridors will continue to have sufficient capacity and operate at acceptable levels of service. The signalized intersection of NE 19eh Street and Biscayne Boulevard is expected to operate at LOS F. The movements that are expected to impede the performance of the intersection include the westbound right -turn movement and southbound left -turn movement_ It is recommended to provide a protected northbound and southbound left -turn phase along with a westbound right -turn overlap at this intersection. With this improvement, the intersection is expected to operate at an acceptable level of service (LOS C) for the 2006 P.M. peak hour with project conditions. G:10423O400O-Edgewater\R.eports\TIA.doc Page - 33 July 2004 • • APPENDIX A: Methodology Correspondence • • • Kimley-Horn and Associates, Inc. May 7, 2004 Mr. Rajendran Shanmugazn, P.E. URS Southern Corporation 5100 NW 33rd Avenue, Suite 150 Fort Lauderdale, FL 33309 Re: Paramount Mixed -Use Development MUSP Traffic Impact Analysis Methodology Dear Raj: We respectfully submit our proposed methodology for the Paramount Mixed - Use Development bounded by NE 215t Street to the north, NE 20`h Terrace to the south, Biscayne Boulevard to the west, and Bayshore Drive to the east. A location map is attached. The project will consist of commercial, office, and multi -family residential land uses. Trip Generation In order to determine the level of analysis appropriate for this project, a trip generation analysis was conducted using the Institute of Transportation Engineer's Trip Generation, 7th Edition. Existing Land Uses Nine (9) of the eleven (11) parcels within the entire city block will be redeveloped as part of this project. The parcels consist of commercial retail (ITE Land Use Code 814), multi -family residential (ITE Land Use Code 220) and single-family residential (ITE Land Use Code 210) land uses. Land use and intensity information was obtained from the Miami -Dade County Property Appraiser's office. A trip generation analysis was conducted on the site's existing land uses. The attached table presents the results of this analysis. Internal capture was assumed for the existing mixed -use development. Internal capture trips were determined based upon values contained in the Institute of Transportation Engineers' (ITE), Trip Generation Handbook, October 1998. The internal capture rate calculations are attached. ■ TEL 954 739 2233 FAX 954 739 2247 ■ Suite 157 5100 N.W. 33rd Avenue Fi. LauderdaFe, Honda 33309 • F1Kimley-Horn and Associates, Inc. Mr. Rajendran Shanmugam., P.E., May 7, 2004, Page 2 Pass -by capture was also assumed for the commercial retail portion of the existing site. The Institute of Transportation Engineers' (1TE), Trip Generation Handbook, 1998, does not document a pass -by percentage for land use 814: Specialty Retail Center. Pass -by capture rates of similar land uses were examined to determine an accurate pass -by rate. Average pass -by rates for commercial land uses range from 172 to 44 percent. To provide for a conservative analysis, a pass -by rate of 10 percent was applied to the external commercial retail trip generation. The existing land uses generate approximately 48 net new external trips during the P.M. peak hour. Proposed Land Uses The proposed development plan includes 359 high-rise condominium units (1TE Land Use Code 232), 12 townhouse units (ITE Land Use Code 230), 26,000 square feet of office space (ITE Land Use Code 710), and 37,200 square feet of retail space (ITE Land Use Code 814). A trip generation analysis similar to the existing conditions was performed. The attached table presents the results of that analysis. As with the existing land uses analysis, internal capture was assumed for this mixed -use development. . The internal capture rate calculations are attached. Consistent with the existing land use analysis, a conservative pass -by rate of 10 percent was applied to the commercial retail land use's external trip generation. The proposed land uses generate approximately 316 net new external trips during the P.M. peak hour, which represents a 268 trip increase during the P.M. peak hour when compared to the existing land uses. Study Methodology The Major Use Special Permit (MUSP) traffic impact analysis for this project will conform to the standards and practices set forth in the document entitled Transportation Corridors: Meeting the Challenge of Growth Management in Miami revised in September 1990. However, the proposed development represents a moderate increase in P.M. peak hour traffic when compared to the existing land use. Taking this into consideration, the following corridor and intersections are proposed to be included as the study area in the traffic impact analysis: ■ Corridor Biscayne Boulevard Corridor — Biscayne Boulevard Biscayne Boulevard Corridor — NE 2nd Avenue Biscayne Boulevard Corridor Miami Avenue Coral Way Corridor —NE 20* Street 4AP11Ir. • • • Kimley-Horn and Associates, Inc, Mr. Rajendran Shanmugam., P.E., May 7, 2004, Page 3 Intersections NE 2' h Street an Esc Proul aid NE 21St Street and Biscayne Boulevard NE 20th Terrace and Biscayne Boulevard NE 29th Street and Biscayne Boulevard NE 15th Street and Biscayne Boulevard NE 20th Street and NE 2nd Avenue NE 20th Street and Miami Avenue `be Z-10, 13 In conclusion, please respond indicating your concurrence to the proposed study area for this analysis. Thank you for your assistance. Should you have any questions, please feel free to contact me. Very truly yours, KIMLEY-HORN AND ASSOCIATES, INC. Greg Kyle, AICP Associate cc: Lilia Medina, City of Miami Attachments PKinfey-Horn and Associates, Inc. • PROJECT LOCATION MAP • • TABLE 1 PARAMOUNT M.11.S.P. STUDY TRIP GENERATION ANALYSIS Land Use Intensity PM Peak Hour Total In I. Out Existing Single -Family Housing 1 d.u. 1 1 - Apartments 34 d.u. 21 14 7 Commercial Retail 7,500 s.f. 39 17 22 Subtotal 61 32 29 Internal Capture Single -Family Housing 1 d.u. 0.00% - - Apartments 34 d.u. 23.81% 5 3 2 Commercial Retail 7,500 s.f. 12.82% 5 2 3 Subtotal 10 5 5 Net External Trips 51 27 24 Pass -by Commercial Retail 7,500 s.f. 10%** 3 1 2 Subtotal 3 I 2 Net New External Trips 48 26 22 Proposed High -Rise Condominiums 359 d.u. 138 86 52 Condominiums/Townhouses 12 d.u. 8 5 3 Commercial Retail 37,200 s.f. 111 49 62 Office 26,000 s.f. 108 18 90 Subtotal 365 158 207 Internal Capture High -Rise Condominiums 359 d.u_ 9,42% 13 8 5 Condominiums/Townhouses 12 d.u. 50.00% 4 3 1 Commercial Retail 37,200 s.f. 16.22% 18 8 10 Office 26,000 s.f. 4.63% 5 1 4 Subtotal 40 20 20 Net External Trips 325 138 187 Pass -by Commercial Retail 37,200 s.f. 10%** 9 4 5 Subtotal 9 4 5 Net New External Trips 316 134 182 Net Trip Generation Increase 268 108 160 Note: Trip generation was calculated using the following data: PM Peak Hour Traffic Single -Family Housing [ITE 210] - T-1.01(X) (63% in, 37% out) * Apartments [ITE 220] - T).62(X) (65% in, 35% out)* High -Rise Condominium [ITE 232] — T=0.34(X) +15.47 (62% in, 38% out) Condominium/Townhouse [ITE 230] — Ln(T) = 0.81 Ln(X)+0.03 (66%in, 34% out) Commercial Retail [ITE 814] — T=2.40(X)+21.48 (44% in, 56% out) Office (ITE 710] — T — 1.12*(X)+78.81 (17% in, 83% out) *Average trip generate rate applied rather than equation for more conservative analysis ** Pass By Rate for 1TE 814 not provided in Trip Generation Handbook. A 10 percent pass by rate was conservatively assumed for the commercial retail land use. Pass -by rate applied to external trip generation (less internal capture volumes) volumes for 1TE 814. g: �0423041100-edgewatericalcs!I1rip genemtion.xlslmpgen Copyright 0 2004, Kimley-Horn and Associates, Inc. • • • Enter from External: 0 Exit to External: ITE MULTI -USE PROJECT INTERNAL CAPTURE WORKSHEET OTE, Chapter 7, Trip Generation Handbook, October 1998) Analysis Period: PM X , Daily _ AM Project Number: t34236460o. Task Number: 1100 Analyst: KHA Date: 5/6/2004 Land Use A: :S ngle-Family: Housin ITE LUC, 210 _ Size: 1 . d.u. Total Intemat External Enter 1 0 1 Exit 0 0 0 Total 1 0 1 % 100% 0% 100% 53.0%1 0 Demand 0 1 Balanced 9.0%1 21 Demand Enter from External: 15 19 Exit to External -a 31.0% 0 Demand 1 Project Name: -Paramount MUSP Study , Scenario: Eilsting Land Use Conditions • Demand Balanced Demand 0.o.A1 oB o1f. 6.0%1 01 --1 6.0%j 011 0II.: o.o%I 0 Demand Balanced Demand Demand Balanced Balanced 1 12.0%1 3j Demand Land Use C: Commercial Retaii:. ITE LUC: 814 Size: 7,500 s.f. 0 12,0% 3 3 Total Internal External Enter 17 2 15 Exit 22 3 19 Total 39 5 34 % 100% 13% 87% Version = 1.3; 114100 File Name = G:t042304004EdgewetertCalcs1[Trip Generation.xlslTrtpGen Print Date = 05/06/64 Print Time = 4:28 PM Demand Balanced Demand 1 9.04E Demand 31;0%L 41 Balanced Demand Land Use B: Apartments ITE Size: 220 34. d,u. Tota Enter Exit Internal 3 2 External 11 5 Total 21 5 16 53.0°,E 4 % 100% 24 % 76% 2 Demand Balanced Demand Balanced Demand Demand Balanced 0 op a 1 0l Demand 1 o ji o Y 1 0 Demand Balanced Demand Land Use 0:: -• 1 0 Demand Enter from External' 11 Exit to External. L. ITE LUC: -:: Size: • External — Total Internal Enter 0 0 0 Exit 0 0 0 Total 0 0 0 NET EXTERNAL TRIPS FOR MULTI -USE DEVELOPMENT Land Use Category A 8 C 0 Total 210 220 814 0 Enter 1 11 15 0 27 Exit 0 5 19 0 24 Total 1 16 34 0 51 Single Use Trip Gen Estimate 1 21 39 0 81 0.00% 23.81% 12.82% #DIVI01 15.39% fraternal Captive sr, •16.3856 Demand Balanced Demand 01 Enter from Extema: 0 0 Exit to External: • • • Enter from External', 77 48 Exit to External', ITE MULTI -USE PROJECT INTERNAL CAPTURE WORKSHEET (ITE, Chapter 7, Trip Generation Handbook, October 1998) Analysts Period: PM X , Daily AM Analyst: KHA Date: 516f2004 Land Use A: High -Rise Condominiums ITE LUC: 232 Size: 359. d.u. Total Internal External Enter 86 9 77 Exit -. -•52 4 48 Total 138 13 125 % 100% 9% 91 % 1 53.0%I 28 Demand 41 Balanced 9.0%1 41 Demand Enter from External: 42 51 Exit to External: I 31.0% 27 Demand 7 Balanced Demand 0.0% Project Number: 042304000 Task Number: 1100 Project Name: Paramount,MUSP Study. Stenarlo: 'Future Land t3se:Cohdtiorts Demand Balanced Demand I 0,0%1 0 g 01(. o.D%I 01 0.0%] 0 ]1 011 0.0%] 0 Demand Balanced Demand 0 L Demand Land Use C: Commercial Ratan ITE LUC: 814 Size: 37.200 s.t. Balanced 0 Demand Balanced Demands 9.0% 0.0% Demand 12.0°A 01 Demand 31.0%6] 2 Balanced Demand 7 Ente Total 49 Internal 7 External 42 Exit 62 11 51 Total 111 18 93 100% 16% 84% Version = 1.3', 1/4/00 File Name = G: 042304000•EdgewatertCafcs\lTrip Generation.xls)TripGen Print Date = 05/06/04 Print Time = 4:28 PM 2j Demand Balanced Demand 53.0% 2.0%I 1 11 1 I 23.0%I 211 3.0%1 21 2g 31.0%I 6 Demand Balanced Demand Land Use 8: Corsdointaiums/Towhbouses 2 2,0% 1TE LUC: 233 Sue: "'; 12 d,u, Total Internet External Enter 5 2 3 Exit 3. 2 1 Total Demand Land Us 2 D: 8 100% 4 50% 0.0% 0 Demand 0-j Balanced 0,0%1 of Demand Office 4 50% Enter from External. 3 Exit to External: 2.0%I 01 Demand ( a Balanced 2.0%r 21 ITE LUC: ....710 Size: . 28,000. s.t. Tote Internal External Enter .. •18 2 16 Exit 90 3 87 Total 108 5 103 % 100% 5% 95% NET EXTERNAL TRIPS FOR MULTI -USE DEVELOPMENT Category Land Use Total A I B C D 232 230 814 710 Enter 77 3 42 16 138 Exit 48 1 51 87 187 Total 125 4 93 - 103 325 Single Use Trip Gen Estimate 138 8 111 108 365 9.42 % 50.00% 16.22% 4.63% 10,96 % Internal Capture = 10.96% Demand Enter from External: 16 87 Exit to External, • • • May 11 2004 Gregory S. Kyle, AICP Kimley-Horn and Associates 5100 NW 33rd Avenue Suite 157 Ft. Lauderdale, FL - 33309 Re: Paramount Mixed -Use Development MUSP Traffic Impact Analysis Methodology Dear Mr. Kyle, We have reviewed the proposed methodology for the Paramount Mixed -Use Development Project. We conclude that the methodology needs to be revised based on the following comments prior to conducting the traffic impact analysis on the project. 1. Trip Generation Methodology: The internal capture rate calculated for both existing and future conditions is incorrect. Based on the assumptions stated in ITE Trip Generation Handbook, March 2001, the trip generation for multiple residential components in a single site location, such as, single-family housing, apartment complexes should be computed separately but they will have to be recorded as a single land use component while calculating the internal trips. Therefore, for existing conditions, single-family housing and apartments should be considered as "a single land use". The same principle will be applicable for the future condition analysis as well. 2, Study Methodology: In the proposed list intersections, it is noted that NE 20th Street/Biscayne Boulevard does not exist physically. Besides, we recommend adding three more intersections in the analysis. They are (a) NE 20th Terrace/Bayshore Drive, (b) NE 21st Street/Bayshore Drive and (c) NE 19th Terrace/Biscayne Boulevard. Should you have any questions, please call me or Quazi Masood at 954.739.1881. Sincerely, URS Corporation Southern - -Raj Shanmugam, P.E. Senior Traffic Engineer URS Corporation Southern 5100 NW 33rd Avenue Suite 150 Fort Lauderdale, FL 33309 Tel: 954.739.1881 Fax: 954.739.1789 • • • p Kimley-Horn and Associates, Inc. May 18, 2004 Mr. Rajendran Shanmugam, P.E. URS Southern Corporation 5100 NW 33rd Avenue, Suite 150 Fort Lauderdale, FL 33309 Re: Paramount Mixed -Use Development MUSP Traffic Impact Analysis Methodology Response to Comments Dear Raj: We received your comments regarding our original methodology letter dated May 7th, 2004, for the above referenced project. Thank you for your prompt response. We concur with both comments provided. Residential land uses will be combined within the internal capture worksheets. Additionally, the intersection of NE 206 Street/Biscayne Boulevard will be removed from the study area and the intersections of NE 20th Terrace/Bayshore Drive, NE 2151 StreetfBayshore Drive, and NE 19th Street/Biscayne Boulevard will be added to the study area. Thank you for your assistance. Should you have any questions, please feel free to contact me. Very truly yours, KIMLEY-HORN AND ASSOCIATES, INC. Greg Kyle, AICP Associate cc: Lilia Medina, City of Miami ■ TEL 954 739 2233 FAX 954 739 2247 ■ Suite 157 5130 N.W. 33rd Avenue Ft Lauderdale, Fonda 33309 • APPENDIX B: Traffic Count Data • • s FDOT AADT Traffic Count • • Print Date: May/20/2004 Florida Depai iient of Transportation Transportation Statistics Office 2002 Peak Season Factor Category Report MIAMI-DADE NORTH MOCF = 0.97 Category: 8700 Week Dates SF PSCF 1 01/01/2002 - 01/05/2002 1.01 1.04 2 01/06/2002 - 01/12/2002 1.01 1.04 3 01/13/2002 - 01/19/2002 1.00 1.03 4 01/20/2002 - 01/26/2002 0.99 1.02 5 01/27/2002 - 02/02/2002 0.99 1.02 6 02/03/2002 - 02/09/2002 0.98 1.01 * 7 02/10/2002 - 02/16/2002 0.97 1.00 * 8 02/17/2002 - 02/23/2002 0.97 1.00 * 9 02/24/2002 - 03/02/2002 0.97 1.00 * 10 03/03/2002 - 03/09/2002 0.96 0.99 * 11 03/10/2002 - 03/16/2002 0.96 0.99 * 12 03/17/2002 - 03/23/2002 0.97 1.00 * 13 03/24/2002 - 03/30/2002 0.97 1.00 * 14 03/31/2002 - 04/06/2002 0.97 1.00 * 15 04/07/2002 - 04/13/2002 0.97 1.00 * 16 04/14/2002 - 04/20/2002 0.98 1.01 * 17 04/21/2002 - 04/27/2002 0.98 1.01 * 18 04/28/2002 - 05/04/2002 0.98 1.01 * 19 05/05/2002 - 05/11/2002 0.98 1.01 20 05/12/2002 - 05/18/2002 0.98 1.01 21 05/19/2002 - 05/25/2002 0.99 1.02 22 05/26/2002 - 06/01/2002 1.00 1.03 23 06/02/2002 - 06/08/2002 1.01 1.04 24 06/09/2002 - 06/15/2002 1.01 1.04 25 06/16/2002 - 06/22/2002 1.02 1.05 26 06/23/2002 - 06/29/2002 1.02 1.05 27 06/30/2002 - 07/06/2002 1.02 1.05 28 07/07/2002 - 07/13/2002 1.02 1.05 29 07/14/2002 - 07/20/2002 1.03 1.06 30 07/21/2002 - 07/27/2002 1.02 1.05 31 07/28/2002 - 08/03/2002 1.02 1.05 32 08/04/2002 - 08/10/2002 1.02 1.05 33 08/11/2002 - 08/17/2002 1.01 1.04 34 08/18/2002 - 08/24/2002 1.01 1.04 35 08/25/2002 - 08/31/2002 1.01 1.04 36 09/01/2002 - 09/07/2002 1.02 1.05 37 09/08/2002 - 09/14/2002 1.02 1.05 38 09/15/2002 - 09/21/2002 1.02 1.05 39 09/22/2002 - 09/28/2002 1.01 1.04 40 09/29/2002 - 10/05/2002 1.01 1.04 41 10/06/2002 - 10/12/2002 1.00 1.03 42 10/13/2002 - 10/19/2002 1.00 1.03 43 10/20/2002 - 10/26/2002 1.00 1.03 44 10/27/2002 - 11/02/2002 1.01 1.04 45 11/03/2002 - 11/09/2002 1.01 1.04 46 11/10/2002 - 11/16/2002 1.02 1.05 47 11/17/2002 - 11/23/2002 1.02 1.05 48 11/24/2002 - 11/30/2002 1.01 1.04 49 12/01/2002 - 12/07/2002 1.01 1.04 50 12/08/2002 - 12/14/2002 1.01 1.04 51 12/15/2002 - 12/21/2002 1.01 1.04 52 12/22/2002 - 12/28/2002 1.01 1.04 53 12/29/2002 - 12/31/2002 1.00 1.03 Note: "*" indicates peak season week Page 1 Print Date: Mayo04 Florida tment of Transportation Tran • ion Statistics Office 2002 Annual A ge Daily Traffic Report • County 87 -- DARE Site AADT "K" "D" „T„ SITE Type Description Direction 1 Direction 2 Two -Way Factor Factor Factor 5056 P SR 5/US-1, 200' N NE 19 ST 18,500 N 17,500.00 S 36,000.00 C 9.75 F 52.35 F 3.36 F )-7P1,..►Ot it6T,) (I'/ Ag) PC2S50 rre tP OorJYtteSk�t C i .4 Po 1= s ra /u E 14) PIG- 'bill. Pe_ DR-. Pe. 7)/t Pr- I Dig. Dt� I.immK D10- fi• Site type: T Telemetered; P = Portable AADT Flags: C = Computed; E —Manual Estimate; F = First Year Est; S = Second Year Est; T = Third Year Est; X = Unknown "K/D" Flags: A = Actual; F = Volume For Catg; D—Dist/Functional Class; S= State-wide Default; W = One -Way Road ""l" Flags: A —Actual; F— Axle Fetr Catg; D = Dist/Functional Class; S -= State-wide Default; X - Cross -Reference 3co,o6O * .075 iS3.g .J) 360oC:3 x O`77S jt (1 -.SZ3S..J\ 17C-'Z Vr% 1g3g I.oz _ 11S-75- vet, (NB) 11 2 t.oz_ vek (srs') x Icersd(I' rf('S 613) Page 1 • • • 24-Hour Counts CLIENT : KIMLEY-HORN CROSSROADS ENGINEER:NG DATA, INC JOB NO : 2004-40 13501 SW 128TH ST, STE 101 MIA12I, FL Site Code : 87014011110C PROJECT; BISCAYNE. BLVD CORRIDOR TEL: 305-233-3997 FAX : 305-233-7720 Start Date: 05/13/2004 COUNTY : MIAMI-DA.DE File I.D. : 8701140-1 Street name :NE 2ND AVE 8/W Cross street:NE 20TH STREET AND 115 21TH STREET NORTHBOUND Page IIIII1Begin < Quarter Hour > Hoar Time 1st 2nd 3rd 4th Total Each * Equals 25 Vehicles 12:00 05/13 29 26 16 14 35 *"" 01:00 13 12 11 14 50 ** 02:00 4 4 12 6 26 * 03:03 10 5 5 9 29 * 04:00 8 6 6 9 29 * O5:00 11 12 12 21 56 ** 06:00 23 38 45 54 160 ****** 07:OG 52 76 74 75 277 .......*... 08:00 102 124 107 105 418 .............+... 09:00 83 98 96 103 380 .,...*********' 10:00 114 134 108 120 446 ......***'******** 11:00 110 137 121 137 505 ..................... 12:00 173 191 164 128 656 +++.++..*.**,,..***.******. 01:00 132 158 144 152 586 ++*+*“......**+**+***, 02:00 135 138 143 132 548 +**+*.*,*...***+*+**** 03:00 163 198 214 198 773 ******************************* 216:00 203 240 21187 *::********,++*+...*****++*.+*;�*.+s 0 29C 227 206 194 67+..+•++++**.++.....+*.*...*.**w.+p. 06.- 203 163 627 +*******+* *++++.*.....*.. 07:00 118 114 104 88 424 ***.*+***:..*..** 08:00 83 70 76 83 309 ***..****'*** 09:00 70 77 62 47 256 ****'***-i• 10:00 48 42 43 29 162 ***,.' 11:00 37 25 43 26 131 .+..+ Total 8670 AM Peak The AM peak hour began 11:45. The peak volume was 665. The largest interval began 12:15, and contained 191 vehicles. The peak hour factor was .87 The PM peak hour began 04:30. The peak volume was 918. The largest interval began 04:30, and contained 240 vehicles. The peak hour factor was .96 ' [R-SCA.l'" -Tut P / b vsrtms-4" ij.Acr f1 PM Peak • S67 vp* I01 \221, eQts 4-t (' (2 o ) CtiENT : K"_MLEY-HORN CROSSROADS ENGINEERING DATA, INC JOB NO : 20C4--40 13501 SW 128T6 ST, STE 101 MIAMI, F1. PROJECT: BSSCAYNE BLVD CORRIDOR TEL: 305-233-3997 FAX : 305-233-7720 COUNTY : M1AMI-DADE Street name :NE 2ND AVE B/W Cross street.:NE 20TE STREET ANL NE 2155 STREET SOUTHBPUND IDBegin < Quarter Hour --------> :our Time 1st 2nd 3rd 4th Total Each * Equals 25 Vehicles 12:00 05/13 14 10 16 8 48 ** 01:00 9 9 7 5 30 * 02:00 5 7 7 3 22 * 03:00 6 3 2 7 18 * 04:00 4 7 9 10 30 * 05:00 14 14 19 41 68 ***. 06:00 67 100 111 117 395 ******.......... 07,00 159 220 252 264 895-..***..***..***.**.*.*..*********.* 08:00 245 237 211 219 912.***x*.**,**„*************.*.***.*.: 09:00 20G 184 156 135 675 **" ****`**"'************'* 10:00 117 126 135 121 499 **•***_-***********, 11:00 143 138 114 147 542 ****...*************** 12:G0 121 141 122 134 518 *****,**.*******,**** 01:00 136 134 142 137 549 '**'*,***'*'********'"'* 02:30 117 137 132 130 516 *****'****........... 03:00 134 137 142 130 543 *****************,.*** 04:00 126 120 141 167 554 ***************.****** 05:00 146 146._. _135.... 137. Ca58) ****"****************** 06:00 136 108 119 82 445 *********.<**.***. 07:00 89 79 69 77 314 ************* 08:00 58 54 47 47 206 ******** 09:00 51 44 36 37 168 ***'*** 10:00 37 29 25 31 122 ****. _.:00 23 27 29 20 99 **** Total 8746 AK Peak The AM peak hour began 07:3G. The peak volume was 998. The largest interval began 07:45, and contained 264 vehicles. The peak hour factor was _95 PM Peak The PM peak hour began 04:3D. The peak volume was 600. The largest interval began 04:4',5, and contained 167 vehicles. The oeak hour factor was .9G 204 �y Sc�ssxJ RTf,r 55g iph (.O f • Site Code : 673140511109 Start Data: 05713/2004 Pile I.D. : 870140-2 Pace 1 T 4 - -79v �,5a.e ( 00-) CLIENT : K_MLEY-HORN CROSSROADS ENGINEERING DATA, INC JOB NO : 2004-40 13501 SW 128TH ST, STE 101 M0AT1I, FL PROJECT: BISCA_YNE BLVD CORRIDOR TEL: 305-233-3997 FAX 305-233-7720 COUNTY : MIAMI-DARE Street name :MIAMI AVE B/W Cross street:NE 20TH STREET 0.60 NE 2/ST STREET NORTHBOUND Benin < Quarter Hour ----------> Hour Total Each * Ennals 25 Vehicles 37 19 Time 1st 2nd 3rd 4th 12:00 05/13 20 5 8 4 O1:00 6 2 4 7 02:00 4 4 3 4 03:00 6 3 1 2 04:00 3 4 1 1 05:00 0 3 6 8 06:00 20 18 25 34 07:00 34 37 52 46 08:00 44 49 44 57 09:00 51 56 55 50 10:00 53 53 61 54 11:00 69 74 64 62 12:00 82 70 76 80 01:00 67 75 85 85 02:00 66 83 98 78 03:00 99 141 167 157 04:00 190 179 279 212 05:00 225 239 155 172 09100 145 109 05 77 07:00 49 73 60 41 08:00 29 41 43 45 09:00 33 32 29 17 10:00 23 21 22 22 11:00 20 10 10 12 Total AM Peak PM Peak • • 15 12 9 17 97 169 194 222 231 269 308 312 325 564 860 19 223 158 111 88 52 5503 The AM peak hour began 11:45. The peak volume was 290. The largest interval began 12:00, and contained 82 vehicles. The peak hour factor was .88 The PM peak hour began 04:30. The peak volume was 955. The largest interval began 04:30, and contained 279 vehicles_ The peak hour factor was .86 NB T 7g2.(i,oi) , Boa tie kill(' Zook Site Code : 870240111100 Start Date: 05/13/2004 File I.D. : 870240-2 Page 1 S 00C (.4): 12 0 ersb,- - t,'t'5 CLIENT : KIMLEY-HORN CROSSROADS ENGINEERING DATA, INC JOB NO : 2004-40 13501 SW 128TH ST, STE 101 MIAMI, FL PROJECT: BISCAYNE SLVD CORRIDOR TEL: 305-233-3997 FAX : 305-233-7720 COUNTY : MIAMI-DADE Street nave :MIAMI AVE 9/ri Cross street:NE 20TH STREET AND NE 21ST STREET S00THBOUND Begin < Quarter Hour > oar 7 22 Time 1st 2nd 3rd 9tTotal Each * Eauals 25 Vehicles 12:00 05/13 5 5 9 7 01:00 3 3 10 02:00 2 3 9 10 03:00 5 3 4 6 18 04:00 4 3 7 15 05:00 7 4 17 19 47 ** 06:00 22 39 100 127 288 ************ 07:00 110 170 210 309 799******...****.**x.......,.***.** 08:00 312 241 288 188 1029............................................ 09:00 203 169 147 112 631 *+..._...<_..,,...+.x***** 10:00 83 90 69 74 336 ............* 11:00 113 117 91 69 390 .,,.+............ 12:00 87 74 92 87 340 .............. 01:00 86 92 74 84 336 ***•*" ****** 02:00 89 101 88 98 376 .....****-***** 03:00 90 82 82 95 349 ................ 04:00 92 92 91 88 ••-+++..++++. O5;�q 97 91 96 85 -69*-_*_..***+**** 05:00 71 63 81 62 ........... 07:00 46 46 43 39 174 ******* 08:00 35 37 31 24 127 ****= 1034t 09:00 29 19 9 15 72 *** 10:00 11 20 16 21 70 .** c iltsp A L. 11:00 18 11 13 11 53 ** Total 6502 R13} T AM Peak PM Peak • • The AM peak hour began 07:45. The peak volume was 1150. The largest interval began 08:00, and contained 312 vehicles. The peak hour factor was .92 The PM peak hour began 02:15. The peak volume was 377. The largest interval began 02:15, and contained 101 vehicles. The peak hour factor was .93 Site Code : 870240511100 Start Date: D5/13/2004 File T,D._ 870240-1 Page 1.01 = l3\ip'-‘ S2Z�505 potjoN re►'P CLIENT : KIMLEY-HORN JCE N0 : 2004-40 PROJECT: 815CAYNE BLVD CORRIDOR COUNTY : MIAMI-DAME CROSSROADS ENGINEERING DATA, INC 135ST T" i 7 65 Oz Si^i t28'iM 5 c 1D> ""_ A.- FL TEL: 305-233-3997 FAX : 305-233-7720 Street name :NE 20T8 STREET WEST OF Cross stteet:NE 2ND AVE 66 >< 0umbi :ed > Thursday f3egi❑ < Time A.M. 12:00 05/13 12:15 9 12:30 7 12:45 7 01:00 10 011:15 8 01:30 01:45 7 02:00 8 02:15 5 02:30 5 02:45 5 03:00 8 03:15 6 03:30 4 03:45 5 04:00 5 04:15 4 04:30 6 04:45 6 05:00 5 05:15 4 05:30 7 05:45 14 06:00 24 06:15 28 06:30 46 06:45 46 07:00 43 07:15 61 07:30 65 07:45 71 08:00 76 08:15 100 08:30 110 08:45 63 09:00 93 09:15 57 09:30 71 09:45 60 10:00 79 1O:15 64 10:30 75 '0:45 82 _1:00 77 11:15 86 _1:3C 97 11:45 89 Totals 1824 Gay Totals Split % 59.5% leak Hour 09:15 Volume 366 R.H.E. .83 D • EB P.M. >< 101 118 101 34 67 387 69 87 89 30 91 335 79 57 91 23 83 66 80 80 23 75 301 92 98 76 21 84 350 101 79 88 30 69 82 51 83 144 58 274 48 52 61 240 32 193 57 39 45 349 46 187 43 3C 40 281 21 134 22 34 23 300 22 101 16 21 20 349 15 72 3012 4836 59.95 340 M. A.M. 63 1 19 164 3249 40.4% 40.05 A.M. 8 7 53 1 16 171 5 59 12 160 6 26 50 225 i 13 60 117 612 1D 54 20 123 3 61 11 148 5 59 10 148 6 24 57 231 ! 13 54 148 567 1 42 9 121 5 42 10 129 5 50 1 1D 141 3 14 57 191 1 8 37 140 531 4 47 1 12 113 5 62 12 142 6 59 10 139 3 19 71 239 i 8 42 146 540 0 59 5 151 4 67 8 165 4 53 10 129 5 13 62 241 11 34 146 591 1 72 i 6 173 6 67 10 146 2 87 I 9 175 12 21 49 6275 26 5' 118 22 60 -- 1 46 142 13 56 41 107 23 44 I 69 127 43 101 49 209 89 245 107 453 39 39 82 87 51 29 112 81 51 26 116 89 62 203 29 125 133 443 61 318 68 21 144 84 59 27 159 66 55 24 f 165 69 55 237 19 97 118 586 65 284 44 17 137 60 37 14 1 94 44 45 23 1 116 63 38 164 17 71 1 98 445 38 205 47 23 126 45 46 24 110 58 51 9 126 32 72 216 11 57+ 154 516 33 168 58 11 135 27 49 9 135 30 49 12 146 32 43 199 9 41 132 548 24 113 1237 2012 3061 5024 $085 12:00 07:45 04:45 07:45 04:45 3B7 244 288 601. 640 .81 .89 .82 .91 .91 SCASor.Val- pcgs0,-reIP �fn, f?'1rLfr. AD Jva1+9•"r4 - 12 - = 47( )4- 1,4 r 349 1..315 = Z75 vph S.01 = 2.-1Z vP�^ Site Code : 8703403211O0 Start Date: 05/13/2004 File I.D. : 87034O-1 Rage 1 pcf 5dl -4-1 q pelCov--- •PS • • Intersection Turning Movement Counts • CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 CLIENT : KIMLEY-HORN & ASSOCIATES MIAMI. FLORIDA 33186 JOB NO : 2004-40 305-233-3997 PROJECT: BISCAYNE BLVD CORRIDOR n / COUNTY : MIAMI-DADE � jjvf i� L S 1> Groups Printed- AUTO - HEAVY VEHICLES __ _._..---BISCAYNE BLVD NE 15TH STREET ---- ' BISCAYNE BLVD NE 15TH STREET From North From East From South From West Start Time Ri ht Thru Left - Peds Right Thra T. Left Peds Right i Thru Left _ Peds Right Thru Left Peds Int Total: Factor'. 1.0'. 1.0 t.0 1.0 1.0 1.01.0 1.0 1.0; 1.0r 1.01A; 1.0 10 t.0 1.0: 6 193 33 2 11 37 46 0 45 280 8 7 ' 9 20 2 0 699 6 177 41 4 20 29 55 0 ' 54 270 7 4 5 17 4 0 ' 693 10 176 34 0 25 32 57 0 59 289 4 1 12 33 5 0 737 7 181 26 0 17 27 40 0 48 250 8 0 5 28 4 2 643 Total 29 727 134 6 ; 73 125 198 0 206 1089 27 12 31 98 15 2 2772 04:00 PM 04:15 PM 04:30 PM 04:45 PM 05:00 PNh i 05:15 PM ` 4 05:30 PM 05:45 P File Name : 00123424 Site Code : 00123424 Start Date : 05/1312004 Page No : 1 4 238 39 0 : 19 33 46 0: 43 315 6 6 10 29 4 0 792 210 36 0 I 16 28 46 0 51 306 22 0 5 24 2 0' 750 212 40 0 ' 14 25 52 0 E 83 295 3 7 3 30 8 1 777 0 • 2 25.., 45 0 ; 57 261 9 3r-36--.-..`.5 0 '_ 698 849 0 i 69 114 1 0� 1177 38 ; 22 j22 j I 119 19 1 3017 Grand Total 47 1576 294 6 142 236 377 0 440 2266 65 34 I 52 217 34 3 5789 Apprch % 2.4 82.0 15.3 0.3 : 18.8 31.3 49.9 0.0 15.7 80.8 2.3 1.2 17.0 70.9 11.1 1.0 Total % 0.8 27.2 5.1 0.1 2.5 4.1 6.5 0.0 ; 7.6 39.1 1.1 0.6 '' 0.9 3.7 0.6 0.1 • • 18 CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 CLIENT : KIMLEY-HORN & ASSOCIATES MIAMI, FLORIDA 33186 JOB NO : 2004-40 305-233-3997 PROJECT: BISCAYNE BLVD CORRIDOR COUNTY : MIAMI-DADE File Name 19011967 Site Code : 00001901 Start Date : 05/1312004 Page No : 1 Groups Printed- AUTO - HEAVY VEHICLES BISCAYNE BLVD NE 19TH STREET BISCAYNE BLVD NE 19TH STREET From North From East From South From West Start Time Right Thru Left ! Peds Right Thru Left . Peds r Right Thru Lett Peds Right Thru Leis Peds Int Total Factor 1.0 1.0 1__0 1.0 .._-- 1.0 1.0 1.0 1.0 1.0 - 1.0 . 1.0 1.0 1.0 1.0 1.0 r 1.0 04:00 PM 10 235 7 _._. 0 ..... 40_;...... .7..,..... �r ....55 ....0 298 21 5 14 2 7 0 ' 656 04:15 PM 8 209 6 0 1 43 11 1 3 2 288 12 7 13 6 18 0 627 04:30 PM 8 211 5 0 1 28 10 1 2. 1 310 9 0: 13 3 15 0 616 04:45 PM 1 220 5 2 I 46 8 1 0! 1 294 9 6 10 6 6 0 615 Total 27 875 23 2 : 157 36 8 10I 4 1190 51 18 50 17 46 0 ', 2514 05:00 PM 7 271 7 0 ' 48 14 05:15 PM 4 251 6 0 42 3 05:30 PM 8 268 15 0 45 6 05:45 PM 9 252 11 1 46 5 Total 28 1042 39 1 181 28 t 5 2 350 17 6 22 2 17 0 769 2 2 1 350 13 5 17 7 9 0 712 0 5 1 306 9 2 15 6 7 0 693 1 8 2 312 11 2 23 11 11 0 I 705 4 20 6 1318 50 15 77 26 44 0 2879 Grand Total 55 1917 62 3 ! 338 64 12 30 10 2508 101 33 127 43 90 0 5393 Apprch % 2.7 94.1 3.0 0.1 76.1 14.4 2.7 6.8 0.4 94.6 3.8 1.2 48.8 16.5 34.6 0.0 Total % 1.0 35.5 1.1 0.1 'i 6.3 1.2 0.2 0,6 0.2 46.5 1.9 0.6 2.4 0.8 1.7 0.0 • • 5 CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 MIAMI, FLORIDA 33186 305-233-3997 t/ A 6 BISCAYNE BLVD NE 19TH STREET From South From West App. Righ Thru LeR Fed App.' Righ Thru Left Ped App. Int_ Total t s Total i s Total Total BISCAYNE BLVD NE 19TH STREET From North From East Righ Ped App F Righ Ped Start Ttme t Thru Left s Total t Thna Left • s m Peak Hour Fro04:00 PM to 0 05:45 PM -PPe ak 1 of 1 Intersection 05:00 PM Volume Percent 05:00 Volume Peak Factor High Int. Volume Peak Factor • 28 1fl� 39 1 1110 181 28 4 20 233 2.5 93.9 3.5 0.1 77.7 12.0 1.7 8.6 7 271 7 0 285', 48 14 1 5 68 05:30 PM 8 268 15 0 291 0.954 5:00 PM 48 14 1 5 68 0.857 6 138 50 15 1389 1 77 0.4 94.9 3.6 1.1 i 52.4 2 350 17 6 375' 22 05:00 PM 2 350 17 6 375 0.926 File Name : 19011967 Site Code : 00001901 Start Date : 05/13/2004 Page No : 2 26 44 0 147'', 2879 17.7 29.9 0.0 2 17 0 41 I 769 0.936 05:45 PM 23 11 11 0 45 0.817 e '...4)P 0 N> w rv12 H Ir- C 0 l ll 'pE w BISCAYNE BLVD Out In Total 15431110: 2653: 28 1042 39 Right Thru Left Peds 4- Notch 5/13404 5:00:00 PM 6113104 5:45:00 PM AUTO HEAVY VEHICLES 4. Leif Thru Right Peds 50i 1318, 6 15 1123 1389 2512" Out In Total BISCAYNE BLVD CLIENT : KIMLEY-HORN & ASSOCIATES JOB NO : 2004-40 PROJECT: BISCAYNE BLVD CORRIDOR COUNTY : MIAMI-DADE BISCAYNE BLVD From North CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 M1AMI, FLORIDA 33186 Fite Name : 05180442 305-233-3997 Site Code ; 05180442 Start Date : 05/13/2004 Page No : 1 Groups Printed- AUTO - HEAVY VEHICLES NE 20TH TERR BISCAYNE BLVD From East From South Start Time Right ". That : Left Peds Right Thru I Left Peds Right Thru ' Left Peds Right Thru . Left Peds . Int. Total: Factor'' 1.0- 1.0'. 1.0I 1.0': 1.0 1.0_ 1.0 1.0, 1,0 1.0! 10____ 1.0: 1.0; 1.0; 1.0 16I 04:00 PM 6 249 1 1 ...... 0 2 0 5 330_-... 7 5 4 0 1 _..._. 6 622 04:15 PM 2 217 0 3 7 1 2 2' 5 335 11 1 10 0 4 7 607 04:30 PM 0 245 0 3 2 0 2 1 2 345 9 1 5 0 1 10 i 626 04:45 PM 2 224 1 1! 0 0 4 0 I 4 315 8 26 0 3 11 j 581 Total 10 935 2 6 14 1 10 3 16 1325 35 9_ 25 0 9 34 2436 05:00 PM 8 275 0 0 3 0 1 05:15 PM 5 264 1 0 1 0 3 05:30 PM 3 284 2 1 5 0 1 05:45 PM 3 277 1 0 0 0 1 Total 19 1100 4 1 9 3: 5 1' Grand Total 29 2035 6 9 23 1 16 14 Apprch % 1.4 97.9 0.3 0.4 42.5 1.9 29.6 25.9 Tatat % 0.6 39.3 0.1 0.2 0.4 0.0 0,3 0.3 • • 2 398 8 6 379 10 1 342 9 3 346 8 12 1465 35 NE 20TH TERR From West 5 0 3 9: 719 10 0 4 9 698 4 0 1 5 : 661 5 0 3 11 : 661 24 0 11 35' 2739 28 2790 70 16 49 0 20 69'. 5175 1.0 96.1 2.4 0.6 35.5 0.0 14.5 50.0'. 0.5 53.9 1.4 0 3 0.9 0.0 0.4 1.3 CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 MIAMI, FLORIDA 33186 305-233-3997 1/47 AJ BISCAYNE BLVD NE 20TH TERR From North From East Righ ; Ped App. Righ Ped App. k Righ Start Time t Thru Left s Total t Thru Lett s Total { Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 05:00 PM Volume 19 11Q 4 1 1124 Percent 1.7 97.9 0.4 0.1 05:00 8 275 0 0 283 Volume Peak Factor High Int. 05:30 PM Volume 3 284 2 1 290 Peak Factor • • 0.969 9 0 6 11 26 34.6 0.0 23.1 42.3 3 0 1 3 7 05:15 PM 1 0 3 5 9 0.722 BISCAYNE BLVD From South Thru Left Ped APP. Righ Thru Left Ped App. Int. s Total t s Total Total File Name : 05180442 Site Code : 05180442 Start Date : 05113/2004 Page No : 2 12 145 35 7 1519 24 0 11 35 70' 2739 0.8 96.4 2.3 0.5 34.3 0.0 15.7 50.0 2 398 8 4 412' 5 0 3 9 17 719 0.952 NE 20TH TERR From West 05:00 PM 05:15 PM 2 398 8 4 412 10 0 4 0.922 BISCAYNE BLVD Out In Total 1485'. 1124: 26091. 191 1100`- 4- 1 Right Thru Left Peds 4 ► North 5/13/94 5:00:00 PM Bf13104 5:45:00 PM AUTO HEAVY VEHICLES Left _Thatf2ight Pods 35 1465 12 7 1130i 1519 . 2649. Out to Total BISCAYNE BLVD 20 Z m 0 r i rn -a m m col ZI 0 '0 9 23 0.761 CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 CLIENT : KIMLEY-HORN & ASSOCIATES MIAMI, FLORIDA 33186 File Name : 21012167 JOB NO : 2004-40 305-233-3997 Site Code : 00002101 PROJECT: BISCAYNE BLVD CORRIDOR Start Date : 05/13/2004 COUNTY : MIAMI-DADE Page No : 1 Groups Panted- AUTO - HEAVY VEHICLES BISCAYNE BLVD NE 21ST STREET BISCAYNE BLVD NE 21ST STREET From North From East From South From West Start Time Right Thru l Left Peds Right : Thru Left Peds Right Thru Left Peds Right Thru Left Peds Int. Total Factor 1,0 # 1.0 I 1.0 1.0 1.0 ; 1.0 : 1.0 I 1.0 1.4 i 1.0 1.0 1.0 1.0 1.0 • 1.0 1.0 04:00 PM 3 253 5 1 4 1 1 6 6 334 11 0 4 3 3 0 635 04:15PM 1 197 2 0 6 2 5 7 4 331 10 3 2 6 5 0 581 04:30 PM 8 230 1 3 7 0 3 3 6 332 4 21 1 1 6 0 807 04:45 PM 7 221 6 0 E 4 0 3 16 313 5 0 6 2 9 0 583 Total 19 901 14 4 21 3 12 17 22 1310 30 5 13 12 23 0', 2406 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total 11 255 4 2 10 9 17 8 6 368 5 2' S 4 4 1 241 3 2 14 1 8 81 4 372 6 2 1 0 12 2 233 2 0 i 6 1 8 4 1 4 349 10 0 4 0 4 2 244 3 0 8 1 3 3 8 370 5 0 3 1 5 16 973 12 41 38 12 36 21 22 1479 26 4 14 5 25 0' 0' 731 673 627 656 2687 Grand Total 35 1874 26 8 59 15 48 38 44 2789 56 9 I 27 17 48 0 5093 Apprch % 1.8 96.4 1.3 0.4 36.9 9.4 30.0 23.8 1.5 96.2 1.9 0.3 29.3 18.5 52.2 0.0 Total % 0.7 38.8 0 5 0.2 1.2 0.3 0-9 0.7 0.9 54.8 1.1 0.2 0.5 0.3 0.9 0.0 • • • 5 CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 MIAMI, FLORIDA 33186 305-233-3997 BISCAYNE BLVD From North Start Time '' Righ Thru : Left Ped APp. Righ t ' s Total t Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 05:00 PM File Name : 21012167 Site Code : 00002101 Start Date : 05/13/2004 Page No : 2 NE 21ST STREET BISCAYNE BLVD NE 21ST STREET From East From South From West Thru Left Pd ApPTotp. Right Thru Left PedAPP Righ Thru • Left Ped App Int. e s s Total t s Total ; Total Volume 16 973 12 4 1005' 36 12 36 21 107 22 1479 26 4 1531 ' 14 5 25 0 44 2687 Percent 1.6 96.8 1.2 0.4 35.5 11.2 33.6 19.6 1.4 96.6 1.7 0.3 31.8 114 56.8 0.0 05:00 11 255 4 2 272 10 9 17 8 44 6 386 5 2 401 6 4 4 0 14 731 Volume Peak Factor '0.919 High Int. 05:00 PM 05:00 PM 05:00 PM 05:00 PM Votume 11 255 4 2 272 ; 10 9 17 8 44 6 388 5 2 401 6 4 4 0 14 Peak Factor 0-924 0.608 0.954 0.786 co .c o _ -, w ., v Cr �'. . '',a Im BISCAYNE BLVD Out In Total _ 15421005: 2547i 18' 973 12: 4 Right Thru Left Peds 4— 1 North 5/13/04 5:00:00 PM 5/13/04 5:45:00 PM AUTO HEAVY VEHICLES Left Thru Right Peds 26 1479 22 4 1023 1531 r2554 Out in J Total BISCAYNE BLVD • • • CLIENT : KIMLEY-HORN & ASSOCIATES JOB NO : 2004-40 PROJECT: BISCAYNE BLVD CORRIDOR V� COUNTY : MIAMI-DADE �� �,� Groups Printed- AUTO - HEAVY VEHICLES File Name : 00002001 Site Code : 00002001 � Start Date : 05/1312044 l.> Page No : 1 BAYSHORE DR NE 20TH TERR BAYSHORE DR NE 20TH TERR From West Start Ttme Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left .. Factor 1.0 :, 1.0 1.0 1.0 1.0 '1.0 1.0 � 1.0 1.0 • 1.0 '.. 1.0 --- 1.0 1.0 1.0 1.0 From North CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 141 MIAMI. FLORIDA 33186 305-233-3997 Li 1) 04:00 PM 1 0 04:15 PM 0 0 04:30 PM 3 0 04:45 PM 3 0 Total 7 0 0 0 0 0' 0I 0 From East From South 0 0 0 0 0 0 2 0' O 0 0 0' 0 0 1 0 O 0 0 0 0 0 0 0 0 0 0 0' 0 0 0 0 O 0 0 0! 0 0 3 0' 05:00 PM 2 0 0 0 0 0 0 00 0 05:15PM 2 0 0 0 0 0 0 0. 0 1 05:30PM 2 0 0 0' 0 0 0 0' 0 0 05:45 PM 2_ 0 fl 0 0 0 __ 0 0 i --0- Total 8 0 0? �0 0 0 fl! 0 1 Grand Total 15 0 0 0 0 0 0 0 0 1 3 Apprch % 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 25.0 75.0 Total % 33.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2-2 6.7 0 0 0 0 0' 0' 0- 0 0 4 0 8 1 0 3 0 5 O 0 3 0 6 O 1 2 0 6 2 1 12 0 25 0 2 0 0 0 0 1 0 3 3 0 8 2 0 4 3 0 5 0I 20 0 ! 4 1 21 0 45 0.0 15.4 3.8 80.8 0.0 0.0 8.9 2.2 46.7 0.0 CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 MIAMI, FLORIDA 33186 305-233-3997 File Name : 00002001 Site Code : 00002001 Start Date : 05/13/2004 Page No : 2 BAYSHORE From North E 20TH TERR From East BAYSHORE DR From South NE 20TH TERR From West Righ Ped App. Righ Ped App_ I Righ Stan Time t Thru Left s : Total t Thru Left s Total Peak Hour From 04:00 PM 10 05:45 PM - Peak 1 of 1 intersection 04:00 PM Volume 7 0 0 0 Percent 50 0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 04:00 1 Volume Peak Factor High tot. 04:30 PM Volume 3 Peak Factor • • 0 0 0 0 3 0.583 0 0 0 0 Thru Left Ped 0 0 3 0.0 0.0 1011 0 ApTotal Righ i Thru Left Ped Int. Total 0 3 2 1 12 0 15 I 25 0,0 13-3 6.7 80.0 0.0 0 0 0 0 0 i 0 0 2 0 2 1 0 4 0 5 8 i 0.781 3:45:00 PM 04:00 PM 04:00 PM 0 0 0 0 0i 0 0 2 0 21 0 4 0 5' 0.375 0.750 BAYSHORE Out In Total 12' 71 18 0 0 Right Thru Left Peds North 5/13104 4:00:00 PM 5/13104 4:45:00 PM AUTO HEAVY VEHICLES eftTrim- RightPeds Left 3 0' 0 0 3' 5. Out In Total BAYSHORE OR •CLIENT : KIMLEY-HORN & ASSOCIATES JOB NO : 2004-40 PROJECT: BISCAYNE BLVD CORRIDOR COUNTY : MIAMI-DADE CROSSROADS ENGINEERING DATA, INC, 13501 SW 128TH ST, SUITE 101 MIAMI, FLORIDA 33186 305-233-3997 File Name : 00002111 Site Code : 00002111 Start Date : 05/13/2004 Page No : 1 Groups Printed- AUTO - HEAVY VEHICLES BAYSHORE DR BAYSHORE DR NE21STSTREET From North From South From West Start Time ; Right Thru Peds Thru Left Peds Right Left Peds : int. Total Factor . 1.0 1.0 '.. 1.0 1.0 '.. 1.0 1 0 1.0 1.0 . 1.0 04:00PM_-._..........10 0 0 3 0= 3 7 1. 25 04:15 PM 5 0 0 1 2 1' 1 7 1 18 04:30PM 4 0 0 0 2 0 1 4 5 16 04:45 PM 5 0 0 2 2 0' 0 11 1 21 Total 24 1 0 3 9 1 5 29 8 80 05:00 PM 5 0 05:15 PM 4 0 \05:30 PM 7 1 05:45PM.' 4 1 Total 20 2 01 21 1 2 1 3 3 2 1 2 47 8 Grand Total 44 3 4 Apprch % 86.3 5.9 7.8 Total % 23.4 1 6 2.1 • • 0 0 1 0 3 5 17 2 9 1 15 8 44 2 12 10 17 4 ; 13 73 20 1 32.3 54.8 12,9 I 12.3 68.9 18.9 5.3 9.0 2.1 6.9 38.8 1 0.6 15 38 23 32 108 188 CROSSROADS ENGINEERING DATA, INC. 13501 SVV 128TH ST, SUITE 101 MIAMI, FLORIDA 33186 Pile Name : 00002111 305-233-3997 Site Code : 00002111 Start Date : 05/13/2004 Page No :2 BAYSHORE DR BAYSHORE DR NE 21ST STREET • From North From South From West • Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Lett Peds App. Total ' Int. Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 05:00 PM Volume 20 2 4 26 7 8 3 18 8 44 12 64 . 108 Percent 76.9 7.7 15.4 38.9 44.4 16.7 12.5 68.8 18.8 05:15 Volume 4 0 2 6 2 2 0 4 5 17 6 28 ! 38 Peak Factor 0.711 HiAgh Int. 05:30 PM 05:45 PM 055 PM Volume 7 1 0 8 3 2 2 7 5 17 6 28 Peak Factor 0.813 0_643 0.571 • BAYSHORE DR Out In Total 51 26 77! 20 2 4' Right Thru Peds North 5/13/04 5:00:Ci0 PM 5113/04 5:45:00 PM !AUTO :HEAVY VEHICLES 4 Left Thru Peds 8! 7! 3 10 18: 28! Out In Total BAYSHORE DR • CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 CLIENT : KIMLEY-HORN & ASSOCIATES MIAMI, FLORIDA 33186 File Name : 00333333 JOB NO : 2004-40 305-233-3997 Site Code : 00333333 PROJECT: BISCAYNE BLVD CORRIDOR Start Date : 05/13/2004 COUNTY : MIAMI-DADE C ��1 0:,,, Page No 1 1 Groups Printed- AUTO - HEAVY VEHICLES MIAMI AVE NE 20TH STREET MIAMI AVE NE 20TH STREET From North From East From South From West Start Time Right % Thru 4 Left Peds 4 Right Thru Left Peds Right Thru Left Peds Right Thru I Left Peds Int. Total Factor 1 0 1 :0...:.- 1.0 1.0 1.0 1.0 1.0 1.0 1 0 1.0 ' _..... 1.0 - 1.0 1.0 1.0 ._-10 10 04:00 PM 24 48 17 2 18 48 0 0 . 0 112 1 2 44 61 35 6 416 04:15 PM 28 41 17 0 '.. 26 39 0 0 1 131 2 3 19 60 36 0 '', 403 04:30 PM 26 37 20 5 15 38 1 0 2 201 2 3 25 57 42 0 474 04:45 PM 20 50 19 3 18 39 0 0 2 141 7 0 ; 17 57 50 0 423 Total 98 176 73 10 77 162 1 0 5 585 12 8 105 235 163_,....._.....1716 05:00 PM 15 60 19 3 ! 29 48 1 0 0 139 2 5 20 60 54 0 455 05:15 PM 17 45 15 5 I 25 53 0 0 I 1 145 3 1 15 61 51 0 437 05:30 PM 22 45 16 7 18 52 4 0 , 1 113 1 1 15 85 43 0 403 05:45 PM 18 2 1 1 ' 0 106 4 14 87 42 0 373 Total 76 189 68i 17 J (88194 0 , 3 503 7 11 t 64 253 190 0 1668 Grand Total Apprch % Total % • • 174 365 141 27 165 356 6 0' 8 1088 19 19 169 488 353 63384 24.6 51.6 19.9 3.8 31.3 67.6 1.1 0.0 0.7 95.9 1.7 1.7 16.6 48.0 34.7 0.6 '.. 5.1 10.8 4.2 0.8 4.9 10.5 0.2 0.0 0.2 32.2 0.6 0.6 . 5.0 14-4 10.4 0.2 '.. CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 MIAMI, FLORIDA 33186 305-233-3997 File Name : 00333333 Site Code : 00333333 Start Date : 05/13/2004 Page No : 2 MIAMI AVE From North Start Time Righ Thru Left Red APP d Ta at :. Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 04:30 PM NE 20TH STREET From East Thru ' Left . Ped Total t s Total Volume 78 192 73 16 359 87 178 2 0 267 5 626 14 9 Percent 21.7 53.5 20.3 4.5 32.6 66.7 0.7 0.0 0.8 95.7 2.1 1.4 04:30 26 37 20 5 88 15 38 1 0 Volume Peak Factor High Int. 05:00 PM 05:00 PM 04:30 PM 05:00 PM Volume 15 60 19 3 97 29 48 1 0 78 2 201 2 3 208 ''.. 20 60 Peak Factor 0.925 0.856 0.786 AI. MIAMI AVE Out to Total 910: 359', 11269''.. 78 192 73''. 16!. Right Thru Left Peas North 5/13/04 4:30:00 PM 5/13/04 5:15.00 PM AUTO HEAVY VEHICLES r-- —1 Left Thru Right Peds 141 626: 5'. 91. 271654 925 Out In Total MIAMI AVE 4-- 2m • MIAMI AVE NE 20TH STREET From South From West ApP- Righ Ped App. Righ Ped App. Int. Thru Left Thru Left t s Total Total 654 77 235 197 0 509 1789 15.1 46.2 38.7 0.0 2 201 2 3 208 25 57 42 0 124 0 134 0.950 474 0.944 CLIENT : KIMLEY-HORN & ASSOCIATES JOB NO : 2004-40 PROJECT: BISCAYNE BLVD CORRIDOR COUNTY : MIAMI-DADE ('t? Start Time Right Factor 1.0 1.0 04:00 PM 22 110 04:15 PM 27 94 04:30 PM 25 105 04:45 PM 34 121 Total 106 430 05:00 PM 51 114 05:15PM\ 27 104 65:30 PM ! 41 105 0545 PM- ivF 151 422 Grand Total 259 852 2 Apprch % 23.2 76.3 0.2 Total % 7.5 24.6 0.1 CROSSROADS ENGINEERING DATA, INC. 13501 SW 126TH ST, SUITE 101 MIAMI, FLORIDA 33186 305-233-3997 t" i Groups Printed- AUTO - HEAVY VEHICLES NE 2ND AV NE 20TH STREET NE 2ND AV From North From East From South Thru Left ; Peds : Right i Thru Left ; Peds Right Thru Left Peds • 1.0: 1.0' L01 1.0; 1.0 1.0 1.0 1D 10 1.0' O 0 - -'---- -�.. _....._ 1 .........�..._ 3 167 O 0 0 2! 1 165 1 0 0 3 0 222 O 0 0 2' D 158 1....__ 0 0 8 I �........ . 4 712 • • 2 0'. 0 0 0 D 0 0 0 0 0 0 0 2 0 0 0 0 3 0.3 0.1 1 0 0 l 2 0 0 11.1 0.0 0.0 0.1 0.0 0.0 2 2 8 16 88.9 0.5 38-.._.._2, 37 3 26 0 ; 53 24 2 39 125 7' 170 O 193 38 O 188 26 0 161 35 0 703 121 4 0.2 0.1 1415 84,5 40.9 246 14.7 7.1 Di 0'. 0' 43 34 44 File Name : 05180424 Site Code : 05180424 Start Date : 015/1312004 ,) Page No : 1 NE 20TH STREET From West Right Thru Left i Peds Int. Total 1.0 1.0, ,m.. 1.0 1.0 .. 37 2 46 3 431 41 1 35 4 '. 411 1 23 1 461 1 43 2 426 5 147 10 1729 0 0 10 329 0.6 l 50.7 0.3 9.5 7 1.1 0.2 43 41 30 296 45.6 8.6 3 489 O 421 O 420 4 399 7_�__... 1729 17 3458 2.6 0.5 CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 CLIENT : KIMLEY-HORN & ASSOCIATES MIAMI, FLORIDA 33186 JOB NO : 2004-40 305-233-3997 PROJECT: BISCAYNE BLVD CORRIDOR COUNTY : MIAMI-DADE File Name : 05180424 Site Code : 05180424 Start Date : 05/13/2004 Page No : Groups Printed- HEAVY VEHICLES NE 2ND AV NE 20TH STREET NE 2ND AV NE 20TH STREET From North From East From South From West Start Time i, Right Thru ; Left Peds - Right - Thru Left Peds Right Thru Left : Peds Right Thru Left Peds - Int. Total Factor 1,0 ._..... 1.0 1.0 1.0 .• 1.0 1.0 1.0 1„0 1.0, 1.0 1.0 1.0 : 1 0 1.0 1.0 1_0 04:00 PM 1 7 0 0_ 0 0 0 0 0 5 3 0 0 0 3 0: 19 04:15 PM 1 2 0 0 0 0 0 0 0 2 3 0. 0 0 0 0 8 04:30PM 1 3 0 0 0 0 0 0 0 2 0 0 1 0 0 0 7 ��_�_........._._. - ........._ 0 0 10 �'4Total 4..._.. 16 0 0 0 0 0 0' 0 12 6 0I 3 0 3 0 44 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total 0 0 0 2 0 3 3 8 O 0 i 0 0 O 0 1 0 0 O 0 1 0 0 fl 0 1 0 0 0 0 0 0 0 0 0 0 0' 0 o a o 0 O 2 2 0 O 4 2 0 0 0 1 0 O 9 5 0 4 0 0 0 9 2 0 0 0' 6 2 0 1 0 12 1 0 0 0 5 9 0 1 0 32 Grand Total 4 24 0 0 0 0 0 0 0 21 11 0 12 0 4 0 76 Apprch % 14.3 85.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 65.6 34.4 0.0 I 75.0 0.0 25.0 0.0 Total % 5.3 31.6 0.0 0.0 ! 0.0 0.0 0.0 0.0 0.0 27-6 14.5 0.0 15.8 0.0 5.3 0.0 • • NE2NDAV From North Start Time Righ Thru Left Ped App. Righ Thru Left Ped APP Righ Thru Left Ped t s Total t s. Total t s Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 tntersection 04:30 PM Volume 137 444 1 0 582 1 0 0 9 10 0 761 114 2 877 169 3 150 6 328 1797 Percent 23_5 76.3 0.2 0.0 10.0 0.0 0.0 90.0 0.0 86.8 13.0 0.2 51.5 0.9 45.7 1.8 05.00 51 114 0 0 165 0 0 0 3 Volume Peak Factor High Int. 05:00 PM 04:30 PM 04:30 PM 05:00 PM Volume 51 114 0 0 165 1 0 0 3 4 0 222 26 0 248 '', 43 1 43 3 90 Peak Factor 0.882 0.625 0.884L, CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 MIAMI. FLORIDA 33186 305-233-3997 File Name : 05180424 Site Code : 05180424 Start Date : 05/13/2004 Page No : 2 NE 20TH STREET From East NE 2ND AV From South NE 20TH STREET From West App. ' Righ Thru... Left Ped App. Int. Total t s Total Total NE 2ND AV Out In Total 912'. 582 1494'. 137' 444' 0 Right Thru Left Peds 4-- North 5/13/04 4.30:00 PM 5/13/04 5:15:00 PM AUTO HEAVY VEHICLES 4_; Left Thru Right Peds 114: 761! 0 2 613877' 1490'. Out In..... Total NE 2ND AV 7 co • r'• —m CO a • 0.911 0 193 38 0 231 43 1 43 3 90' 489 0.919 CLIENT : KIMLEY-HORN JOB NO : 2004 40 PROJECT: BISCAYNE BLVD CORRIDOR COUNTY : MIAMI-DADE CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 MIAMI, FLORIDA 33186 File Name : BISC&29TH 305-233-3997 Site Code : 00002901 Start Date : 05113/2004 Page No : 1 Groups Panted- AUTO - HEAVY VEHICLES BISCAYNE BLVD NE 29TH STREET • BISCAYNE BLVD NE 29TH STREET From North From East From South From West Stara Time Right Thru Left Peds ! Right Thru Left Peds Right Thru Lest Peds Right I Thru Left Peds ; Int. Total Factor 1.0 1.0 1.0 1.0 ! 1.0 1.0 1-0 1.0 1.0 1.0 1.0 1.0 . 1.0 . 1.0 i 1.0 I 1.0 04:00 PM 8 251 12 3 ' 10 14 19 13 23 265 7 9 . 4 5 28 0 671 0415 PM 7 312 10 5' 9 5 11 7 22 298 2 0' 2 4 14 0 708 04:30 PM 9 289 17 5 10 5 18 8 19 271 4 6 ' 1 16 12 0 690 04:45 PM 18 266 26 0 ' 6 14 24 5 37 272 7 7 i 7 12 16 0 697 Total 42 1118 65 13: 35 38 72 33 81 1106 20 22 :. 14 37 70 0 2766 05:00 PM 9 309 8 4 14 10 15 2 22 305 7 2 3 8 21 0 ; 739 05:15 PM 9 377 24 6 ', 15 12 18 2 15 257 7 1 3 15 13 2 i 776 05:30 PM 11 365 35 9 13 17 10 2 22 263 8 0 j 6 10 14 0 i 785 05:45 PM 7 375 21 5 6 13 16 2 '.. 20 241 5 0 I 4 21 25 0 1 761 Total 36 1426 88 24 48 52 59 8 79 1066 27 3 I 16 54 73 2 3061 Grand Total 78 2544 153 37 83 90 131 41 160 2172 47 25 30 91 143 2 5827 Apprch % 2.8 90.5 5.4 1.3 1 24.1 26.1 38.0 11.9 6.7 90.3 2.0 1.0 11.3 34.2 53.6 0.8 Total % 1.3 43.7 2.6 0.6 1.4 1.5 2.2 0.7 2.7 37.3 0.8 0.4 0.5 1.6 2.5 0.0 • • CROSSROADS ENGINEERING DATA, INC. 13501 SW 128TH ST, SUITE 101 MIAMI, FLORIDA 33186 File Name : BISC&29TH 305-233-3997 Site Code : 00002901 Start Date : 05/13/2004 Page No :2 BISCAYNE BLVD i NE 29TH STREET BtSCAYNE BLVD NE 29TH STREET From North From East From South From West , ' Ped • h Aisp. Righ l ' . g. I Start Time Righ Thru , Left : Thru Left . Ped AppTotat Righ 1 . Thru Left Ped App Righ ThPed Appnt ru Left . t , s ' Total t s : s Total t s Total Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 95:00 PM • 142 Volume 36 88 24 1574 ! 48 52 59 8 167 79 27 3 1175 16 54 73 2 145 ' 3061 6•106 6 Percent 2.3 90.6 5.6 1.5 28.7 31.1 35,3 4.8 6.7 90.7 2.3 0.3 11.0 37.2 50.3 1.4 05130 11 365 35 9 420 13 17 10 2 42 22 263 8 0 293 6 10 14 0 Volume 30 785 Peak Factor ' 0.975 High Int, 05:30 PM 05:15 PM l 05:00 PM 05:45 PM Volume 11 365 35 9 420 I 15 12 18 2 47 1 22 305 7 2 336 1 4 21 25 0 0.7255° 0.888 Peak Factor 0.937 0.874 • • BISCAYNE BLVD Out In Total 11871 ; 1574: I 2761: • 36' 1426: 88 24 Right Thru Left Peds 1 -- North 5/13/04 5:00:00 PM 5/13/04 5:45:00 PM AUTO HEAVY VEHICLES !-0 Left Thru Right Pads 271 1066 79, 3! 1501 1175 ' 2676 Out In Total BI$CAYNE BLVD Cja :01 Z 2 12 (4) FP'1 CD ' !co • • • FDOT Historical Count Information Print Date: April 19, 2004 Florida Depai tinent of Transportation Transportation Statistics Office Historical AADT Report County: 87 - DADE �te 5058 SR 5/US-1, 200' N NE 29 ST • • Year AADT Direction 1 Direction 2 2002 C 38,500 N 19,000 S 19,500 2001 C 39,000 N 19,000 S 20,000 2000 C 42,500 N 23,000 S 19,500 1999 C 38,000 N 18,500 S 19,500 1998 C 41,000 N 21,500 S 19,500 1997 C 35,000 N 17,500 S 17,500 1996 C 39,500 N 23,500 S 16,000 1995 C 30,500 N 14,500 S 16,000 1994 C 35,500 N 17,000 S 18,500 1993 C 39,000 N 20,000 S 19,000 1992 C 35,500 N 0 S 0 1991 33,470 N 0 S 0 1990 31,754 N 0 S 0 1989 32,594 N 0 S 0 1988 31,272 N 0 S 0 1987 32,181 N 0 S 0 1986 36,425 N 0 S 0 1985 36,854 N 0 S 0 1976 29,670 N 0 S 0 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T =Third Year Est; X = Unknown Page 1 Print Date: April 19, 2004 Florida Depat twent of Transportation Transportation Statistics Office Historical AADT Report County: 87 - DADE Site 0143 SR 5/US-1, 200' S NE 36 ST Year AADT Direction 1 Direction 2 2002 C 46,500 N 22,500 S 24,000 2001 C 39,500 N 19,500 S 20,000 2000 C 47,000 N 24,000 S 23,000 1999 C 40,000 N 22,500 S 17,500 1998 C 47,000 N 24,000 S 23,000 1997 C 38,500 N 19,000 S 19,500 1996 C 35,000 N 16,000 S 19,000 1995 C 34,500 N 16,500 S 18,000 1994 C 40,500 N 20,000 S 20,500 1993 C 41,000 N 21,500 S 19,500 1992 C 38,000 N 0 S 0 1991 36,330 N 0 S 0 1990 34,615 N 0 S 0 1989 39,580 N 0 S 0 1988 35,420 N 0 S 0 1987 36,371 N 0 S 0 1986 36,604 N 0 S 0 1985 34,067 N 0 S 0 1984 30,047 N 0 S 0 1983 31,810 N 0 S 0 1982 35,630 N 0 S 0 1981 37,135 N 0 S 0 1980 35,927 N 0 S 0 1979 35,203 N 0 S 0 • 1978 35,121 N 0 S 0 1977 27,090 N 0 S 0 1976 28,598 N 0 S 0 1974 27,190 N 0 S 0 1973 29,291 N 0 S 0 1972 27,691 N 0 S 0 1971 30,967 N 0 S 0 1970 24,942 N 0 S 0 • AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T =Third Year Est; X = Unknown Page Print Date: April 19, 2004 Florida Depai invent of Transportation Transportation Statistics Office Historical AADT Report County: 87 - DADE jig to 5056 SR 5/US-1, 200' N NE 19 ST MP Year AADT Direction 1 Direction 2 2002 C 36,000 N 18,500 S 17,500 2001 C 37,500 N 19,000 S 18,500 2000 C 37,500 N 19,000 S 18,500 1999 C 35,500 N 18,000 S 17,500 1998 C 41,000 N 23,000 S 18,000 1997 C 34,000 N 17,500 S 16,500 1996 C 38,500 N 15,000 S 23,500 1995 C 29,500 N 14,500 S 15,000 1994 C 31,000 N 16,000 S 15,000 1993 C 37,000 N 19,000 S 18,000 1992 C 34,000 N 0 S 0 1991 33,484 N 0 S 0 1990 31,877 N 0 S 0 1989 38,882 N 0 S 0 1988 34,807 N 0 S 0 1987 33,938 N 0 S 0 1986 34,330 N 0 S 0 1985 34,286 N 0 S 0 1976 28,461 N 0 S 0 • • AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T =Third Year Est; X = Unknown Page 1 • • • APPENDIX C: Growth Trend Analyses • • TRAFFIC TRENDS Biscayne Boulevard (SR 5) -- SR 51US 1, 200' N of NE 29th Street County: Station #: Highway: 45000 40000 n 35000 GT C' 30000 Z 25000 - e 1- 20000 15000 cy 10000 5000 0 Observed Count Fitted Curve 1 1 1 1 1 1 1 1 1 1 1 1 1998 2003 2008 2013 2018 2023 Year **Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2002 to Design Year): Printed: -400 11.2% -0.99% -1.03% 19-Apr-04 Straight Line Growth Option Dade 87-5058 Biscayne Boulevard (SR 5) Year Traffic (ADT/AADT) Count* Trend*# 1998 41000 40600 1999 38000 40200 2000 42500 39800 2001 39000 39400 2002 38500 39000 2006 Opening Year Trend 2006 N/A 37400 2007 Mid -Year 'Trend 2007 N/A 37000 2008 Design Year Trend 2008 N/A 36600 TRANPLAN ForecastsfTrends 11 ;Axle -Adjusted • • • TRAFFIC TRENDS Biscayne Boulevard (SR 5) -- SR 5/US 1, 200' S of NE 36th Street 50000 45000 40000 a, 35000 - 7 30000 g 25000 20000 CI co 15000 - ea ar 10000 5000 0 Observed Count q"•"'Fitted Curve 1998 2003 County: Station #: Highway: Dade 87-0143 Biscayne Boulevard (SR 5) I I I I+ I 4 1 1 4 1 1 1 1 ? 4! I 1 i 2008 2013 2018 2023 Year "Annual Trend increase: -150 Trend R-squared: 0.4% Trend Annual Historic Growth Rate: -0.34% Trend Growth Rate (2002 to Design Year): -0.34% Printed: 19-Apr-04 Straight Line Growth Option Year Traffic (ADTJAADT) Count" Trend** 1998 47000 44300 1999 40000 44200 2000 47000 44000 2001 39500 43900 2002 46500 43700 2006 Opening Year Trend 2006 N/A 43100 2007 Mid -Year Trend 2007 N/A 43000 2008 Design Yea' Trend 2008 N/A 42800 TRANPLAN Forecasts/Trends "Axle -Adjusted • • • TRAFFIC TRENDS Biscayne Boulevard (SR 5) -- SR 5/US 1, 200' N of NE 19th Street 45000 40000 co 35000 - d S 30000 -c as cg 25000 '- 20000 15000 cn 10000 5000 0 1998 2003 2008 2013 2018 Year **Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2002 to Design Year): Printed: -800 34.6% -2.05% -2.23% 19-Apr-04 Straight Line Growth Option 2023 County: Station #: Highway: Dade 87-5056 Biscayne Boulevard (SR 5) Year Traffic (ADT/AADT) Count* Trend** 1998 41000 39100 1999 35500 38300 2000 37500 37500 2001 37500 36700 2002 36000 35900 2006 Opening Year Trend 2006 N/A 32700 2007 Mid -Year Trend 2007 N/A 31900 2008 Design Year Trend 2008 N/A 31100 TRANPLAN Forecasts/Trends *Axle -Adjusted • APPENDIX D: Miami -Dade Transit Data •