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HomeMy WebLinkAboutIII.2 Traffic Impact Analysis6/27/2007 1700 Biscayne Blvd MUSP Traffic Impact Study KARICHARD GARCIA & ASSOCIATES, INC. ENGINEER'S CERTIFICATION I, Richard Garcia, P.E. # 54886, certify that I currently hold an active Professional Engineers License in the State of Florida and am competent through education and experience to provide engineering services in the civil- and traffic engineering disciplines contained in this report. In addition, .the firm Richard Garcia & Associates, Inc. holds a Certificate of Authorization # 9592 in the State of Florida. I further certify that this report was prepared by me or under my responsible charge as defined in Chapter 61G15-18.001 F.A.C. and that all statements, conclusions and recommendations made herein are true and correct to the best of my knowledge and ability. PROJECT DESCRIPTION: 1700 Biscayne Blvd MUSP- Traffic Impact Study PROJECT LOCATION: 17th Street & Biscayne Blvd Miami, Florida Florida Registration No, 54886 170o Biscayne Blvd MUSP Date 1+ 1700 Biscayne Blvd MUSP Table of Contents Executive Summary............................................................................................... 4 Introduction ........................................................................................................... 6 Project Description / Location.....................................................................................................7 Existing Condition.................................................................................................. 9 DataCollection............................................................................................................................ 9 TrafficCounts.................................................................:......................................................... 9 Geometry.........................:.......................................................................................................11 Signalization............................................................................................................................13 LOS(Level of Service)................................................................................................................14 Intersection Analysis...............................................................................................................14 ArterialAnalysis......................................................................................................................14 Project Traffic.......................................................................................................15 TripGeneration.........................................................................................................................15 TripDistribution........................................................................................................................16 TrafficAssignment.....................................................................................................................16 SiteTraffic..................................................................................................................................17 Proposed Conditions(2010)................................................................................. 18 BackgroundGrowth...................................................................................................................18 Planned Roadway Improvements.......:......................................................................................19 Intersection Level of Service Analysis.......................................................................................19 Transportation Control Measures Plan (TCMP).......................................................................21 Corridor Level of Service Analysis.............................................................................................21 Conclusion........................................................................................................... 22 2• 170o Biscayne Blvd MUSP List of Figures Figure1: Location Map..................................................................................................................................7 Figure2: Site Plan.........................................................................................................................................8 Figure 3: Existing PM Peak Hour TMC's (2007)......................................................................................... 10 Figure 4: Existing Lane Geometry ............................................................................................................... 12 Figure 5: PM Peak Site Traffic....................................................................................................................17 Figure6: Growth Trend Chart .....................................................................................................................18 Figure 7: Proposed PM Peak Hour (2010).................................................................................................. 19 Figure8: Driveway Volume.........................................................................................................................20 Table 1: Intersection Level of Service Summary ...........................................................................................4 Table 2: PM Person Trip Corridor Analysis Summary ..................................................................................5 Table 3: PM Peak Hour Volume..................................................................................................................10 Table 4: PM Existing Level of Service..........................................................................................................14 Table 5: PM Existing Level of Service.........................................................................................................14 Table 6. PM Trip Generation Summary .......................................................................................................15 Table 7: Cardinal Distribution...................................................................................................................... 16 Table 8: PM Peak Hour Traffic Distribution................................................................................................. 16 Table 9: PM Proposed Level of Service......................................................................................................20 Table 10: PM Person Trip Corridor Analysis Summary ........................................................:...................21 Q3�qndices Appendix A: Trip Generation Appendix B: Trip Distribution Appendix C: Signal Timing, Factors, Growth Trends & Programmed Improvements Appendix D: Traffic Counts (TMC's) & ATR Appendix E: Committed Developments Appendix F: Transit Appendix G: Corridor Analysis (Person Trip) Appendix H: Intersection & Driveway Analysis 3° 170o Biscayne Blvd MUSP Executive Summary The subject project is located at 17th Street and Biscayne Blvd (US 1/SR 5) in the City of Miami, Florida. The subject redevelopment is comprised of 62o Dwelling Units of High -Rise Residential Condo/Townhouse, Soo rooms of Hotel and 200,000 square feet of Retail (Shopping Center) development. The site is currently occupied with 1o,663 square feet of General Office and 3,879 square feet of Specialty Retail. The Trip Generation calculations of this project revealed there will be 32o net vehicles per hour (vph) entering and 298 vph exiting during the PM peak hour. The subject project is located in TAZ 5o6 and has had the traffic assigned to the surrounding roadway using the MUATS Cardinal Distribution. Intersection traffic counts were collected, averaged and adjusted for peak seasonal conditions and used in the existing intersection analysis. This analysis was performed using the Synchro/SimTraffic traffic model to determine the existing and proposed Level of Service conditions. The intersection analysis revealed the following results: Table 1: Intersection Level of Service Summary R i Intersection Existing (2007) Proposed (2010) Delay LOS Delay LOS Biscayne Blvd (US 11SR 5) & NE 17th Street 6.0 A 9.2 A Biscayne Blvd (US 11SR 5) & NE 17th Terrace 21.4 C ** 33.8 C NE 2nd Avenue & NE 17th Street 1.0 A 7.3 A NE 2nd Avenue & NE 17th Terrace 0.5 A 16.0 C NE 17th Street Driveway (1) 1.5 A NE 17th Terrace Driveway (2) 2.9 A NE 17th Terrace Driveway (3) 2.9 A. Note: `" The intersection was optimized. M 17oo Biscayne Blvd MUSP The results of the analysis contained in this report find that the levels of service thresholds are maintained within the LOS standard of E with the Person -Trip methodology. A corridor analysis was performed that follows the City of Miami's Person Trip Methodology The results of the corridor analysis reveal that all levels of service thresholds will be above a LOS D for the PM peak hour. Therefore, since sufficient roadway capacity exists within this project, the person -trip transit mode analysis was not determined. Tables 2 summarizes the results while the Person Trip tab contains the spreadsheet utilized to compute the seasonally adjusted existing condition, the future year (i.e. 2oio) background condition, the background and committed condition and finally, the proposed condition containing the cumulative effects. As such, sufficient Transportation Corridor capacity exists to support this development. Table 2: PM Person Trip Corridor Analysis Summary 50 170o Biscayne Blvd MUSP ROADWAY MODE ROADWAY FROM :EXISTING CONDITION (i"s6nal,iy Biscayne Blvd (U-5-1) TO DIR MIAMI ADOPTED LOS CORRIDOR TYPE ROADWAY VEHICULAR CAPACITY PERSON- PERSON- EXCESS TRIP ROADWAY TRIP PERSON CAPACITY VEHICULAR VOLUME TRIP CED 1.6 PPV VOLUME 0 1A PPV CAPACITY ROADWAY PERSON TRIP V/C LOS NE 23rd St NE 11th St SB E 2LD-STATE 1800 2880 1 808 1132 1748 0.39 C NE 11th St NE 23rd St NB E 21 -D -STATE 1800 2880 1 1116 1561 1319 0.54 C NE 2nd Ave NE 23rd St NE 11th St SB E 2LU-COUNTY 1634 2614.4 662 814 1800 0.31 C NE 11th St BACKGROUND TRAFFIC 2009i Biscayne Blvd US 1 NE 23rd8t NB E 2LU-COUNTY 1634 2614.4 628 739 1876 0.28 C NE 23rd St NE 11th St SB E 2LD-STATE 1800 2880 863 1 1195 1 1685 1 0.41 I C NE 11th St NE 23rd St NB E 2LD-STATE 1800 2880 1177 1 1647 1 1233 1 0.57 C NE 2nd Ave NE 23rd St NE 11th St SB E 2LU-COUNTY 1634 1 2614 614 1 859 1 1755 1 0.33 C NE 11th St Biscayne Blvd US 1 NE 23rd St NB E 2LU-COUNTY 1634 1 2614 1 567 1 779 1 1835 1 0.30 1 C NE 23rd Sl NE 11th Sl SB E 2LD-STATE 1800 2880 1154 1616 1264 0.56 C NE 11th St NE 23rd St NB E 2LD-STATE 1800 2880 1713 2398 482 0.83 D NE 2nd Ave NE 23rd St NE 11th St SB E 2LU-COUNTY 1634 2614 668 921 1694 0.35 C NE 11th St Biscayne Blvd US 1 NE 23rd St NB E 2LU-COUNTY 1634 2514 696 - 974 1641 0.37 C NE 23rd St NE lith StSI3 E 2LD-STATE 1800 2880 1338 1874 1006 0.65 C NE 11th St NE 23rd St NB E 2LD-STATE 1800 2880 1842 2578 302 1 0.90 D NE 2nd Ave NE 23rd St NE 11th St SB E 2LU-COUNTY 1 1634 1 2614 1 718 1 1005 1 1610 1 0.38 C NE 11 th St NE 23rd St NB E 2LU-COUNTY 1 1634 1 2614 1 941 1 1317 1 1296 1 0.50 C 50 170o Biscayne Blvd MUSP Introduction The purpose of this study is to evaluate the associated traffic impacts with the proposed redevelopment of the site located between NE 2nd Avenue and Biscayne Blvd (US 1/SR 5) on the north side of NE 17th Street in the City of Miami, Florida. This report follows the methodology for a Major Use Special Permits (MUSP) utilized in the City of Miami. The traffic impacts to the adjacent roadways were evaluated as well as the intersections at Biscayne Blvd (US i)/NE 17th Street, Biscayne Blvd (US 1)/NE 17th Terrace, NE 2nd Avenue/NE 17th Street, NE 2nd Avenue/NE 17th Terrace, and Site Driveways. These intersections were the most affected by this project and were discussed with the City of Miami's Traffic Consultant during the project's scoping phase. This analysis was performed for the existing and proposed conditions during the PM Peak Hour. This report follows the methodologies adopted by the City of Miami's Person -Trip Analysis and conforms to the Institute of Transportation Engineer's (ITE) Trip Generation, and Traffic Impact Studies Manual. Lastly, this report has evaluated the following: ® Trip Generation ♦ Traffic Distribution ♦ Traffic Assignment o Traffic Counts ® Existing Level of Service ® Proposed Level of Service Recommendations r9m 170o Biscayne Blvd MUSP Project Description / Location The subject project is between NE 2nd Avenue and Biscayne Blvd (US i/SR 5) on the north side of NE 17th Street in the City of Miami, Florida. The following land use, as identified by the Institute of Transportation Engineers (ITE), most closely resembles the proposed development. These land uses are as follows: ® Land Use 232: High -Rise Residential Condo/Townhouse with 620 DU (Dwelling Units) o Land Use 310: Hotel with 300 Rooms Land Use 820: Retail (Shopping Center) with 200,000 Square Feet (SF) Figure i depicts the site's location map, while Figure 2 is the proposed site plan. Figure 1: Location Map 70 170o Biscayne Blvd MUSP Figure 2: Site Plan 170o Biscayne Blvd MUSP Existing Condition The Existing conditions analysis identifies conditions and the current operational and geometric characteristics of the roadways within the study area. The purpose of this section is to provide a basis of comparison to future conditions. The proposed redevelopment site was visited and inventoried. At that time, information was collected regarding site conditions, adjacent land uses, existing traffic operations, and transportation facilities in the study area. Data Collection Manual Turning Movement Counts (TMC) were taken at the nearby intersections identified below. These counts were done during the PM peak hour of 4:00 PM to 6:0o PM. The Turning Moving Counts (TMC's) counts collected were adjusted for peak seasonal variations by utilizing the Florida Department of Transportation Peak Season Correctional Factor (PSCF). These calculations are included in Appendix D as Table: T-4. Moreover, these intersections would be the most impacted due to their close proximity to the subject location. Traffic Counts and operational characteristics were gathered at the following four intersections: s Biscayne Blvd (US 1/SR 5) rt NE 17th Street ® Biscayne Blvd (US 1/SR 5) rt NE 17th Terrace ® NE 2"d Avenue ft NE 17th Street ® NE 2nd Avenue Et NE 17th Terrace Traffic Counts For the purposes of the corridor analysis, 48-hour Automatic Traffic Recorders (ATR) were taken on Wednesday June 20th and Thursday June 21St, 2007. These counts were averaged, adjusted for peak seasonal conditions by utilizing the Florida Department of Transportation Peak Seasonal Correction Factor (PSCF) and Axle Correction Factors (ACF) of 1.02 and o.99, respectively. Tables 3 depict the result of the seasonally adjusted existing PM Peak hour traffic volume. These calculations are included in the tab labeled TMC's/ ATR in Appendix D. ZLI 1700. Biscayne Blvd MUSP Table 3: PM Peak Hour Volume ROADWAY DIR 8 PM Peak Hour Wednesda Thursday 9 10 AVERAGE 11 PM PEAK HOUR VOLUME 12 NAME AT OZEEM P ® o • ! M 1 2 Biscayne Blvd (US 1) North of NE 17 STNB SB 787 815 801 809 1048 1161 1105 1,115 LINK 1836 1976 1906 1,924 NE 2nd Ave North of NE 17 ST SB 584 568 576 582 NB 427 618 523 528 LINK 1011 1 1186 1099 1 1,109 Manual Turning Movement Counts (TMC) were taken at the nearby intersections surrounding the subject site. These intersections were discussed and developed during the scoping phase of the project with the City of Miami's Traffic Consultant. Figure 3 is a graphical representation of the existing PM TMC's that have been seasonally adjusted for peak annual conditions. Figure 3: Existing PM Peak Hour TMC's (2007) 10® 170o Biscayne Blvd MUSP Geometry ♦ Biscayne Boulevard (US i) Biscayne Boulevard is a four lane divided state road. It provides connectivity in the north - south direction and has an auxiliary left turn at NE 17th Street & NE 17th Terrace. On -street parking is not permitted. ♦ NE 17th Street NE 17th Street is a two lane divided non -state road. It provides connectivity in the east -west direction. On -street parking is permitted. ♦ NE i7th Terrace NE 171h Terrace is a two lane undivided non -state road. It provides connectivity in the east - west direction. On -street parking is permitted. ♦ NE 2nd Avenue NE 2nd Avenue is a two lane undivided non -state road. It provides connectivity in the north - south direction. On -street parking is not permitted. Existing Lane Geometry The existing approach lanes are depicted in Figure 4 below. This figure also depicts the Synchro Model used to perform the intersection analyses. This model was created using an aerial photograph of the subject site and surrounding area. As such, it is a geometrically accurate depiction of the existing conditions. 11® 170o Biscayne Blvd MUSP Figure 4: Existing Lane Geometry 120 170o Biscayne Blvd MUSP Signalization Biscayne Blvd (US 1) & NE 17th Terrace The existing signal timing was obtained from Miami -Dade County Signals and Signs Division. The existing PM Peak hour condition has a 115 second cycle length. The PM Peak hour Signal Operating Plan (SOP) consists of a three-phase operation. The first phase provides southbound through and left turn movements. This phase has 18 seconds of green indication followed by 4 seconds of yellow and i second of all red. The second phase is the north -south through movement. This phase has 64 seconds of green indication followed by 4 seconds of yellow and no all red. The third phase provides east -west through movement. This phase has 20 seconds of green indication followed by 4 seconds of yellow and no all red. This is further documented in the Timing/Factors tab as Asset ID 4136. Biscayne Blvd (US 1) & NE 17th Street The existing signal timing was obtained from Miami -Dade County Signals and Signs Division. The existing PM Peak hour condition has a 115 second cycle length. The PM Peak hour Signal Operating Plan (SOP) consists of a three-phase operation. The first phase provides westbound through movement. This phase has 16 seconds of green indication followed by 4 seconds of yellow and no all red. The second phase is the north -south through movement. This phase has 68 seconds of green indication followed by 4 seconds of yellow and 1 second of all red. The third phase provides eastbound through movement. This phase has 18 seconds of green indication followed by 4 seconds of yellow and no all red. This is further documented in the Timing/Factors tab as Asset ID 4288. 13 170o Biscayne Blvd MUSP LOS (Level of Service) Intersection Analysis Using the above TMC data an intersection Level of Service (LOS) analyses were performed for the peak seasonal existing condition and proposed with site traffic at the four intersections previously described using the Synchro/SimTraffic software. The analyses were performed using the 2000 Highway Capacity Manual methodology for the PM peak condition. Table 4 provides a summary of the results while Appendix E provides the program output. Utilizing the above data the following existing LOS (Level of Service) and delay was determined. Table 4: PM Existing Level of Service Arterial Analysis The existing condition arterial analysis was similarly performed for the PM peak hour. The results of the analysis are included in Appendix E and reveal the existing Person -Trip LOS of the adjacent roadway is at LOS C. Table 5: PM Existing Level of Service ROADWAY PERSON PERSON- PERSON- EXCESS TRIP MIAMI - ROADWAY TRIP ROADWAY TRIP PERSON ADOPTED CORRIDOR VEHICULAR CAPACITY VEHICULAR VOLUME TRIP TO DIR LOS TYPE CAPACITY 0 1.6 PPV VOLUME �(@ 1.4 PPV CAPACITY V) LOS 140 170o Biscayne Blvd MUSP Project Traffic The subject project is between NE 2nd Avenue and Biscayne Blvd (US 1) on the north side of NE 17th Street in the City of Miami, Florida. Trip Generation The trip generation characteristics for the subject project were obtained from ITE's Trip Generation Manual, 7th Ed. ITE's Land Use (LU) 232: High -Rise Residential Condo/Townhouse, LU 310: Hotel and LU 820: Retail (Shopping Center) were used to determine the trip generation rates for the proposed redevelopment. The Trip Generation calculations results of the proposed redevelopment are summarized below. The ITE rates and percentages for the PM Peak Hour Trips are included in corresponding tab. Table 6 below summarizes the greatest traffic impact associated with the subject development, which occurs during the PM peak hour. Lastly, the trip generation was converted to net vehicle trip by utilizing the City's Person Trip Methodology. This methodology uses 16% vehicle occupancy, an 14.9% transit reduction factor and a 10 pedestrian/ bicycle reduction. These factors are consistent with the values used in the City's DRi — Increment II for the OMIT Area. Table 6: PM Trip Generation Summary 150 i70o Biscayne Blvd MUSP Trip Distribution The Traffic Analysis Zone (TAZ) for the subject development is TAZ 5o6 as assigned by the Metropolitan Planning Organization's (MPO). The County's TAZ are included in the corresponding tab. The corresponding traffic distribution being assigned to the following directions are outlined in Table 7. The corresponding tab includes a TAZ Map and the corresponding Directional Distribution Summary for this zone utilizing the 2005 Cost Affordable Plan. Table 7: Cardinal Distribution DIRECTION DISTRIBUTION % I 13.26 5.02 4.60 7.86 13.02 23.61 16.17 16.46 100.00 Traffic Assignment The peak hour trips from Tables 6 has been distributed and assigned to the existing adjacent roads. As evident from trip generation calculations, the peak hour represents the worse case. Table 8 was developed to depict the PM Peak Hour Assignments. Table 8: PM Peak Hour Traffic Distribution .DIRECTION IN OUT Total 42 40 82 16 15 31 15 14 29 25 23 48 42 39 81 75 70 145 52 48 100 53 49 102 320 298 618 16* 170o Biscayne Blvd MUSP Site Traffic The peak hour trips from Table 8 have been assigned to the adjacent intersections. Figure 5 depict the ,Site traffic assignments to the surrounding intersections, respectively. Figure 5: PM Peak Site Traffic 1'7 170o Biscayne Blvd MUSP The proposed conditions were performed with site traffic. The existing traffic was grown with a background growth rate of 2.10 percent per year. This growth rate was obtained utilizing historical traffic counts data from the Florida Department of Transportation. Lastly, this growth rate was compounded over a three (3) year period having a build -out year of 2010. Background Growth Using the historical traffic. counts data from the Florida Department of Transportation's Count Station 5053 a regression analysis was performed for the last ten (10) years of available data. The results indicate a growth trend rate of 2.10 percent from 2007 to the design year of 2010. As such, this growth rate was applied to the existing traffic counts to address background growth in the area. Figure 6 depicts the data graphically with its corresponding trend line. The count station data and analyses are included in Appendix C. Figure 6: Growth Trend Chart 170o Biscayne Blvd MUSP FRE Planned Roadway Improvements The 2007 Transportation Improvement Program (TIP) was reviewed for possible roadway improvements near the subject project. The Capacity, Safety and Other Improvements Map in addition to the Reconstruction, Rehabilitation and Resurfacing (RRR) Improvements Map were evaluated for improvements within a three year horizon. The only project listed for the analyzed roadways was Financial Management (FM) Number 4146241 as a resurfacing project on Biscayne Blvd (US 1) slated for 2007-2008. Since this is a resurfacing project, the proposed conditions were based on the existing roadway geometry. The supporting documentation for this information is included in Appendix G that is labeled as Corridor Analysis tab. Intersection Level of Service Analysis The four (4) intersections were augmented with the background growth, and site traffic, from figure 5. , This forms the basis for the proposed future condition. The calculations for the specific movements for each intersection are contained in Appendix E as Table 4. Figure 7 contains PM peak hour proposed condition with project traffic, while table 9 provides the project output. Figure 7: Proposed PM Peak Hour (2010) 190 170o Biscayne Blvd MUSP Table 9: PM Proposed Level of Service Intersection - I -- - Delay LOS Biscayne Blvd (US 1/SR 5) & NE 17th Street 9.2 A Biscayne Blvd (US 1/SR 5) & NE 17th Terrace ** 33.8 C NE 2nd Avenue & NE 17th Street 7.3 A I NE 2nd Avenue & NE 17th Terrace 1 16.0 1 C I NE 17th Street Driveway (1) 1.5 A NE 17th Terrace Driveway (2) 2.9 A NE 17th Terrace Driveway (3) 2.9 A Note: ** The intersection was optimized. From the information included in Figure 7 above we performed a driveway capacity analysis for the site driveways. The driveways volumes were determined by the trip distribution analysis according to the ingress and egress calculations from the trip generation. Figure 8 depicts the driveway volumes. Lastly, the LOS analysis for the driveways resulted in a delay of 1.5 seconds on NE 17th Street/ Driveway 1 (LOS A) and 2.9 seconds on NE 17th Terrace/Driveways 2 & 3 (LOS A). Again, the intersection analysis tab in the appendix contains the results of this analysis. Figure 8: Driveway Volume X143 e---166 X23 31 14C 17th T'err 230-7 133 95 97 CqCo Q r b 0) T - 74 NE 17th St 192 170o Biscayne Blvd MUSP 20 Transportation Control Measures Plan (TCMP) The developer recognizes the need to minimize the single -occupant Auto -Trip Based mode of transportation. As such, every effort will be made to promote the use of various modes available to this site. Such strategies as carpooling, ridesharing, and bicycle racks will be considered in keeping with the City's effort to alleviate traffic congestion. Additionally, information will be provided to residents and patrons of the transit system. Lastly, amenities will be designed that encourage all modes of transportation and minimizes traffic congestion levels. Corridor Level of Service Analysis A corridor analysis was performed that follows the City of Miami's Person Trip Methodology. This methodology has been utilized in the City's Development of Regional Impact (DRI) — Increment II and has been accepted by both the FDOT and the South Florida Regional Planning Council. Lastly, this methodology is further detailed in the City's document: Transportation Corridors: Meeting the Challenge of Growth Management in Miami. The results of the corridor analysis reveal that all levels of service thresholds will be above an LOS D for the PM peak. Therefore, since sufficient roadway capacity exists within this project, the person -trip transit mode analysis was not determined. Table 10 summarizes the results while the Person Trip tab contains the spreadsheet utilized to compute the seasonally adjusted existing condition, the future year (i.e. 201o) background condition, the background and committed condition and finally, the proposed condition containing . the cumulative effects. Lastly, the Arterial LOS is provided in the Person Trip tab of the Appendix. Table 10: PM Person Trip Corridor Analysis Summary 210 170o Biscayne Blvd MUSP Conclusion The results of the analysis contained in this report finds that the levels of service thresholds are maintained within the LOS standard of E for the Person -Trip methodology for the roadway segment. Additionally, all the intersections analyzed have acceptable Level of Service. The results indicated the intersections analyzed will have an LOS C or better condition. As such, sufficient roadway person -trip capacity exists to support this development. 220 170o Biscayne Blvd MUSP Appendix A: Trip Generation �3 170o Biscayne Blvd MUSP Table: T-1 1700 Biscayne Blvd MUSP Project Trip Generation Analysis NOTES: Trip Generation from ITE 7th ED. Adjustment factors taken from Downtown Miami DRI Increment If for OMNI Area. ITE ITE TRIP IN OUT 7 LU GENERATION TOTAL % Trips % Trips TRIPS Land Use LU Units CODE RATE Existing General Office 5:276 T.G.S.F 710 1.49 17% 1 83% 7 8 General Office 5.387 T.G.S.F 710 1.49 17% 1 83% 7 8 Specialty Retail 3.879 T.G.S.F 814 2.71 44% 5 56% 6' 11 Proposed High -Rise Residential Condo/Townhouse 620 DU 232 0.38 63% 149 37% 87 236 Hotel 300 Rooms 310 0.59 53% 93 47% 84 177 Retail (Shopping Center 200.0 T.G.S.F 1 820 1 3.75 48% 360 52% 390 750 Site Trip Generation t__52% 602 48% 561 1163 Project Internalization @ 10.0% Of Site Trips 52% 60 48% 56 116 Gross Vehicle Trips 52% 542 48% 505 1046 Vehicle Occupancy Adjustment @ 16.0% Of Gross Tris 52% 87 48% 81 167 Transit Trip Reduction @ 14.9% Of Gross Tris 52% 81 48% 75 156 Pedestrian/Bicycle Trip Reduction 10.0% Of Gross Tris 52% 54 48% 50 105 Net Vehicle Trips 1 52% 320 48% 298 618 Net Person Trips in Vehicles @ 1.40 Persons/ Vehicle 52% 448 48% 418 866 Net Person Trips in Transit @ 1.40 Persons/ Vehicle 52% 113 48% 105 218 Net Person Tris Vehicle and Transit Modes) 52% 561 48% 523 1084 Net Person Trips (Walking/Bicycling) @ 1.40 Persons/ Vehicle 52% 76 48% 71 146 NOTES: Trip Generation from ITE 7th ED. Adjustment factors taken from Downtown Miami DRI Increment If for OMNI Area. TABLE: IA 1700 Biscayne Blvd MUSP Existing Use Locational Information Folio No Land Use Units ITE LU Code s s 1 01-3231-005-0100 Specialty Retail 3.879 T.G.S.F i .814 7,7 �. ..rl �: ,.,� �v nY :' fiyF � Y' I t'-0Y'`Fialr n I :I, L I {j��' ° rl �,'�ry.,( �'r 5!✓�nq ((kf �f��'+,aY la, fr�i,fJ{ t` n .'fi t y� S{'�� n1 ': y. .. �J� ,J 'rr PaK>n Lot fyrl o 3 01-3231-005-0120 Vacant (Parking Lot) C #F� a 1 3 l 5 01-3231-005-0140 General Office 5.276 T G S F 710 ' 01 7 01-3231-003-1060 Vacant z T�77 71 's w `tPt)L..s; ..n x 8 y 01 323,,.003.1.050.,'_ ant Parkin , •._ R :. "...._ .«. ! .."., 07-073 1700 Biscayne Blvd MUSP_Existing Summary of Trip Generation Calculation For 5.276 Th.Gr.Sq.Ft. of General Office Building June 20, 2007 TRIP GENERATION BY MICROTRANS. Average Rate Standard Deviation Adjustment Factor Driveway Volume Avg. Weekday 2 -Way Volume 11.01 6.13 1.00 58 7-9 AM Peak Hour Enter 1.36 0.00 1.00 7 7-9 AM Peak Hour Exit 0.19 0.00 1.00 1 7-9 AM Peak Hour Total 1.55 1.39 1.00 8 4-6 PM Peak Hour Enter 0.25 0.00 1.00 1 4-6 PM Peak Hour Exit 1.24 0.00 1.00 7> 4-6 PM Peak Hour Total 1.49 1.37 1.00 8 AM Pk Hr, Generator, Enter 1.36 0.00 1.00 7 AM Pk Hr, Generator, Exit 0.19 0.00 1.00 1 AM Pk Hr, Generator, Total 1.55 1.39 1.00 8 PM Pk Hr, Generator, Enter 0.25 0.00 1.00 1 PM Pk Hr, Generator, Exit 1.24 0.00 1.00 7 PM Pk Hr, Generator, Total 1.49 1.37 1.00 8 Saturday 2 -Way Volume 2.37 2.08 1.00 13 Saturday Peak Hour Enter 0.22 0.00 1.00 1 Saturday Peak Hour Exit 0.19 0.00 1.00 1 Saturday Peak Hour Total 0.41 0.68 1.00 .2 Sunday 2 -Way Volume 0.98 1.29 1.00 5 Sunday Peak Hour Enter 0.08 0.00 1.00 0• Sunday Peak Hour Exit 0.06 0.00 1.00 0 Sunday Peak Hour Total 0.14 0.38 1.00 1 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS. 07-073 1700 Biscayne Blvd MUSP_Existing Summary of Trip Generation Calculation For 5.387 Th.Gr.Sq.Ft. of General Office Building June 20, 2007 TRIP GENERATION BY MICROTRANS Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2 -Way Volume 11.01 6.13 1.00 59 7-9 AM Peak Hour Enter 1.36 0.00 1.00 7 7-9 AM Peak Hour Exit 0.19 0.00 1.00 1 7-9 AM Peak Hour Total 1.55 1.39 1.00 8 4-6 PM Peak Hour Enter 0.25 0.00 1.00 1 4-6 PM Peak Hour Exit 1.24 0.00 1.00 7 > 4-6 PM Peak Hour Total 1.49 1.37 1.00 8 AM Pk Hr, Generator, Enter 1.36 0.00 1.00 7 AM Pk Hr, Generator, Exit 0.19 0.00 1.00 1 AM Pk Hr, Generator, Total 1.55 1.39 1.00 8 PM Pk Hr, Generator, Enter 0.25 0.00 1.00 1 PM Pk Hr, Generator, Exit 1.24 0.00 1.00 7 PM Pk Hr, Generator, Total 1.49 1.37 1.00 8 Saturday 2 -Way Volume 2.37 2.08 1.00 13 Saturday Peak Hour Enter 0.22 0.00 1.00 1 Saturday Peak Hour Exit 0.19 0.00 1.00 1 Saturday Peak Hour Total 0.41 0.68 1.00 2 Sunday 2 -Way Volume 0.98 1.29 1.00 5 Sunday Peak Hour Enter 0.'08 0.00 1.00 0 Sunday Peak Hour Exit 0.06 0.00 1.00 0 Sunday Peak Hour Total 0.14 0.38 1.00 1 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS 07-073 1700 Biscayne Blvd MUSP_Existing Summary of Trip Generation Calculation For 3.879 T.G.L.A. of Specialty Retail Center June 20, 2007 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Average Rate Standard Deviation Adjustment Factor Driveway Volume Avg. Weekday 2 -Way Volume 44.32 15.52 1.00 172 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.19 0.00 1.00 5 4-6 PM Peak Hour Exit 1.52 0.00 1..00 6 4-6 PM Peak Hour Total 2.71 1.83 1.00 11/ AM Pk Hr, Generator, Enter 3.28 0.00 1.00 13 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 14 AM Pk Hr, Generator, Total 6.84 3.55 1.00 27 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 11 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 9 PM Pk Hr, Generator, Total 5.02 2.31 1.00 19 Saturday 2 -Way Volume 42.04 13.97 1.00 163 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Sunday 2 -Way Volume 20.43 10.27 1.00 79 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS 07-073 1700 Biscayne Blvd MUSP_Proposed Summary of Trip Generation Calculation For 620 Dwelling Units of High -Rise Residential Condo / Townhouse June 20, 2007 i Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2 -Way Volume 4.18 2.08 1.00 2592 7-9 AM Peak Hour Enter 0.06 0.00 1.00 37 7-9 AM Peak Hour Exit 0.28 0.00 1.00 174 7-9 AM Peak Hour Total 0.34 0.59 1.00 211 4-6 PM Peak Hour Enter 0.24 0.00 1.00 149,` 4-6 PM Peak Hour Exit 0.14 0.00 1.00 87 4-6 PM Peak Hour Total 0.38 0.62 1.00 236 AM Pk Hr, Generator, Enter 0.06 0.00 1.00 37 AM Pk Hr, Generator, Exit 0.28 0.00 1.00 174 AM Pk Hr, Generator, Total 0.34 0.59 1.00 211 PM Pk Hr, Generator, Enter 0.26 0.00 1.00 161 PM Pk Hr, Generator, Exit 0.12 0.00 1.00 74 PM Pk Hr, Generator, Total 0.38 0.62 1.00 236 Saturday 2 -Way Volume 4.31 2.11 1.00 2672 Saturday Peak Hour Enter 0.15 0.00 1.00 93 Saturday Peak Hour Exit 0.20 0.00 1.00 124 Saturday Peak Hour Total 0.35 0.59 1.00 217 Sunday 2 -Way Volume 3.43 1.88 1.00 2127 Sunday Peak Hour Enter 0.16 0.00 1.00 99 Sunday Peak Hour Exit 0.14 0.00' 1.00 87 Sunday Peak Hour Total 0.30 0.55 1.00 186 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS 07-073 1700 Biscayne Blvd Summary of Trip Generation For 300 Rooms of Hotel June 20, 2007 MUSP_Proposed Calculation Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2 -Way Volume 8.17 3.38• 1.00 2451 7-9 AM Peak Hour Enter 0.34 0.00 1.00 102 7-9 AM Peak Hour Exit 0.22 0.00 1.00 66 7-9 AM Peak Hour Total 0.56 0.78 1.00 168, 4-6 PM Peak Hour Enter 0.31 0.00 1.00 93 4-6 PM Peak Hour Exit 0.28 0.00 1.00 84� 4-6 PM Peak Hour Total 0.59 0.80 1.00 177/ AM Pk Hr, Generator, Enter 0.29 0.00 1.00 87 AM Pk Hr, Generator, Exit 0.23 0.00 1.00 69 AM Pk Hr, Generator, Total 0.52 0.75 1.00 156 PM Pk Hr, Generator, Enter 0.35 0.00 1.00 105 PM Pk Hr, Generator, Exit 0.26 0.00 1.00 78 PM Pk Hr, Generator, Total 0.61 0.81 1.00 183 Saturday 2 -Way Volume 8.19 3.13 1.00 2457 Saturday Peak Hour Enter 0.40 0.00 1.00 120 Saturday Peak Hour Exit 0.32 0.00 1.00 96 Saturday Peak Hour Total 0.72 0.87 1.00 216 Sunday 2 -Way Volume 5.95 2.89 1.00 1785 Sunday Peak Hour Enter 0.26 0.00 1.00 78 Sunday Peak Hour Exit 0.30 0.00 1.00 90 Sunday Peak Hour Total 0.56 0.75 1.00 168 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS 07-073 1700 Biscayne Blvd MUSP_Proposed Summary of Trip Generation Calculation For 200 T.G.Z.A. of Shopping Center June 20, 2007 TRIP GENERATION BY MICROTRANS Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2 -Way Volume 42.94 21.38 1.00 8588 7-9 AM Peak Hour Enter 0.63 0.00 1.00 126 7-9 AM Peak Hour Exit 0.40 0.00 1.00 80 7-9 AM Peak Hour Total 1.03 1.40 1.00 206 4-6 PM Peak Hour Enter 1.80 0.00 1.00 310> 4-6 PM Peak Hour Exit 1.95 0.00 1.00 390 4-6 PM Peak Hour Total 3.75 2.75 1.00 750 AM Pk Hr, Generator, Enter 0.00 0.00 1.00 0 AM Pk Hr, Generator, Exit 0.00 0.00 1.00 0 AM Pk Hr, Generator, Total 0.00 0.00 1.00 0 PM Pk Hr, Generator, Enter 0.00 0.00 1.00 0 PM Pk Hr, Generator, Exit 0.00 0.00 1.00 0 PM Pk Hr, Generator, Total 0.00 0.00 1.00 0 Saturday 2 -Way Volume 49.97 22.62 1.00 9994 Saturday Peak Hour Enter 2.58 0.00 1.00 516 Saturday Peak Hour Exit 2.39 0.00 1.00 478 Saturday Peak Hour Total 4.97 3.11 1.00 994 Sunday 2 -Way Volume 25.24 17.2.3 1.00 5048 Sunday Peak Hour Enter 1.53 0.00 1.00 306 Sunday Peak Hour Exit 1.59 0.00 1.00 318 Sunday Peak Hour Total 3.12 2.78 1.00 624 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS 07-073 1700 Biscayne Blvd MUSP_Proposed Summary of Pass -By Trips For 200 T.G.L.A. of Shopping Center June 20, 2007 Driveway Volume Average Weekday 7-9 AM Peak Hour Enter 126 7-9 AM Peak Hour Exit 80 7-9 AM Peak Hour Total 206 4-6 PM Peak Hour Enter 360 4-6 PM Peak Hour Exit 390 4'-6 PM Peak Hour Total 750 Saturday Saturday Peak Hour Enter 516 Saturday Peak Hour Exit 478 Saturday Peak Hour Total 994 Pass -By Volume Added to Trips Adjacent Streets 0 126 0 80 0 206 114 246 124 266 238 512 174 342 162 316 336 658 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation Handbook,' March, 2001 TRIP GENERATION BY MICROTRANS Appendix B: Trip Distribution 24 . 170o Biscayne Blvd MUSP Traffic Analysis Zones (TAZ) ` 97TH 5 6 ...... ...... .......... ............ .......... ---i .......... 17TH ............ ...... .............. ... ....... .. ..... ... . .... .. 513 'AIT . ..... . ....... ....... .......... Tn 512 9995 ME" Miami -Dade Interim 2005 Cost Feasible Plan DIRECTIONAL DISTRIBUTION SUMMARY ORIGIN ------------- CARDINAL DIRECTIONS -------------I TOTAL ZONE NNE ENE ESE SSE SSW WSW WNW NNW 496 TRIPS 129 41 46 111 144 155 117 89 832 5.02 PERCENT 15.50 4.93 5.53 13.34 17.31 18.63 14.06 10.70 497 TRIPS 161 64 55 123 193 198 146 136 1076 PERCENT 14.96 •5.95 5.11 11.43 17.94 18.40 13.57 12.64 498 TRIPS 638 658 345 853 1426 924 576 607 6027 PERCENT 10.59 10.92 5.72 14.15 23.66 15.33 9.56 10.07 499 TRIPS 225 93 79 191 331 303 202 247 1671 PERCENT 13.46 5.57 4.73 11.43 19.81 18.13 12.09 14.78 500 TRIPS 678 183 300 780 850 1284 624 649 5348 PERCENT 12.68 3.42 5.61 14.58 15.89 24.01 11.67 12.14 501 TRIPS 389 164 142 317 355 633 386 402 2788 PERCENT 13.95 5.88 5.09 11.37 12.73 22.70 13.85 14.42 502 TRIPS 344 150 116 244 291 613 325 386 2469 PERCENT 13.93 6.08 4.70 9.88 11.79 24.83 13.16 15.63 503 TRIPS 1343 521 570 957 1490 2194 1403 1706 10184 PERCENT 13.19 5.12 5.60 9.40 14.63 21.54 13.78 16.75 504 TRIPS 617 222 274 229 1153 1292 716 894 •5397 PERCENT 11.43 4.11 5.08 4.24 21.36 23.94 13.27 16.56 505 TRIPS 934 380 570 400 2148 2499 1567 1502 10000 PERCENT 9.34 3.80 5.70 4.00 21.48 24.99 15.67 15.02 506 TRIPS 732 277 254 434 719 1304 893 909 5522 PERCENT 13.26, 5.02 4.60 7.86 13.02 23.61 16.17 16.46 507 TRIPS 593 309• 290 197 1085 1232 1107 927 5740 PERCENT 10.33 5.38 5.05 3.43 18.90 21.46 19.29 16.15 508 TRIPS 45 101 79 10 53 238 146 74 746' PERCENT 6.03 13.54 10.59 1.34 7.10 31.90 19.57 9.92 509 TRIPS 339 134 88 47 589 847 705 631 3380 PERCENT 10.03 3.96 2.60 1.39 17.43 25.06 20.86 18.67• 510 TRIPS 18 23 10 3 17 73 54 44 242 PERCENT 7.44 9.50 4.13 1.24 7.02 30.17 22.31 18.18 -34- 1/18/05 -Dade Transportation Plan (to the Year Directional Trip Distribution Report January 2005 Prepared by: [* Gannett Fleming In association with: t,,i17181 PACO Group Z8 Public Financial Management Media Relations Group Table: T-2 1700 Biscayne Blvd MUSP Project Cardinal Distribution JAZ 506) Note: Based on MUATS & Year 2025 Plan Update, Technical Report: Directional Trip Distribution Year 1999 Model Validation and 2005-2025 Cost Affordable Plan, Date: December 31, 2001 obtained from Miami Dade MPO. Traffic Assignment Percentage -North '29.72 East 9.62 South 20.88 West 39.78 Total 100.00 Table: T-3 1700 Biscayne Blvd MUSP Traffic Assignment North 42+53=95 40+49=89 184 East 16+15=31 15+14=29 60 South 25+42=67 23+39=62 129 West 75+52=127 70+48=118 245 TOTAL 320 298 618 1700 Biscayne Blvd MUSP 118 ��= 127 C—> Traffic Assignment Figure: A 95 89 ,U - V 11- 62 67 0 29- 4 9- Appendix C: Signal Timing, Factors, Growth Trends & Programmed Improvements 25 • 170o Biscayne Blvd MUSP Signal Timing ........... O Project Sitoq to z tz 41:36 ............... ....... 141H r� 07-073 1700 Biscayne Blvd MUSP Biscayne Blvd/US 1 & NE 17th Street PM Signal Timing ID: 4288 TIMING DATA FOR 4288 US 1 & NE 17 ST PAT OF NSW F Y R FW, F G Y WG Y 1 T 87 28 15 4 1 6 11 1 4 16 4 2 T 17 28 15 4 1 6 11 1 4 16 4 3 T 87 24 15 4 1 6 11 1 4 20 4 4 M 87 28 15 4 1 6 11 1 4 16 4 5 M 87 28 15 4 1 6 11 1 4 16 4 6 M 54 68 15 4 1 6 11 1 4 16 4 7 M 54 68,15 10 4 1 6 11 1 4 16 4 8 T 25 28 15 4 1. 6 11 1 4 16 4 9 T 54 53 15. 4. 1 6 11 1 4 16 4 10 T 56 48 15 4 1 6 11 1 4 16 4 11 T 87 28 15 4 1 6 11 1 4 16 4 12 T 25 28 15 4 1 6 11 1 4 16 4 13 M 54 53 15 4 1 6 11 1 4 16 4 16 T O 48 15 4 1 6 11 1 4 16 4 17 T 56 48 15 4 1 6 11 1 4 16 4 18 T O 53 15 4 1 6 11 1 4 16 4 (SEC: 3 TYPE: SA) S Y M CYC 8 90AVG M2 0/3 8 90PRE AM M2'0/ 8 90POST PM M2 0 90MIAMI ARENA 90MIAMI ARENA 130BEACH EGRESS 130BEACH INGRES 90AM PEAK M2 0 8 115PRE PM PEAK 8 11OAFT M1 0/3 8 90EARLY NITS M 8 90AM PEAK M1 115PRE PM PEAK 8 110MID MORN M2 8 110NOON M2 0/3 8 115PM PEAK M2 0 1.9 T O 15 15 4 1 6 11 1 4 10 4 6 71DAWN M2 14/2 20 M 54 68 15 4 1 6 11 1 4 16 4 '_ 130TEST (NOON M 21 T 87 28 15 4 1 6 11 1 4 16 4 8 9ONITE M2 8/3 22 M 21 38 15 4 1 6 11 1 4 16 4 C L= i v5 S 100MCARTHUR BLO 23 T O 15 15 4 1 6 11 1 4 10 4 6 71LATE NIGHT 1 24 T O 11 15 4 1 6 11 2 4 10 4 7 68RECALL TEST MIN: 7 15 11 1 10 PHASE: (D 1 02 03 G(f) '_ I G(g) G(total) GG R _ I SPLIT 2- 0 -73 2 2, C L= i v5 S 07-073 1700 Biscayne Blvd MUSP Biscayne Blvd/US 1 & NE 17th Terrace PM Signal Timing ID: 4136 TIMING DATA FOR 4136 US 1 & NE 17 TERR PAT OF NSW F Y EWW F G Y SL Y R 1 T 88 40 10 4. 7 12 1 4 7 4 1 2 T 3 39 10 4 7 12 1 4 8 4 1 3 'T 1 39 10 4 7 12 1 4 8 4 1 4 M 88 40 10 4 7 12 1 4 7 4 1 5 M 88 40 10 4 7 12 1 4 7 4 1. 6 M 58 72 10 4' 7 12 1 4 15 4 1 7 M 58 72 10 4 7 12 1 4 15 4 1 8 T 23 40 10 4 7 12 1 4 7 4 1 9 T 54 54 10 4 7 12 1 4 18 4 1 10 T 52 49 10 4 7 12 1 4 18 4 1 11 T 88 40 10 4 7 12 1 4 7 4 1 12 T 23 40 10 4 7 12 1 4 7 4 1 13 M 54 54 10 4 7 12 1 4 18 4 1 16 T 8 51 10 4 7 12 1 4 16 4 1 17 T 49 52 10 4 7 12 1 4 15 4 1 18 T 14 54 10 4 7 12 1 4 18 4 1 19 T 0 38 10 4 7 12 1 4 5 4 1 20 M 58 72 10 4 7 12 1. 4 15 4 1 21 T 88 40 10 4 7 12 1 4 7 4 1 2.2 M 22 50 10 4 7 12 1 4 7 4 1 23 T 0 38 10 4 7 12 1 4 5 4 1 24 T O 39 10' 4 7 12 1 4 6 4 1 MIN: 35 10 12 1 5 (SEC: 3 TYPE: SA) S Y M CYC 8 90AVG M2 0/3 8 90PRE AM M2 0/ 8 90POST PM M2 0 90MIAMI ARENA 90MIAMI ARENA 130BEACH EGRESS 130BEACH INGRES 90AM PEAK M2 0 8 115PRE PM PEAK 8 110AFT M1 0/3 8 90EARLY NITS M 8 90AM PEAK M1 115PRE PM PEAK 8 110MID MORN M2 8 110NOON M2 0/3 8 115PM PEAK M2 0 6 86DAWN M2 14/2 130TEST (NOON M 8 90NITE M2 8/3 100MCARTHUR BLO 6 86LATE NIGHT 1 7 88RECALL TEST PHASE: 01 02 03 G(w) G(9) I G(total) 1 (2 Y l 1 1 R I v SPLIT ws :> Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report County: 87 - DADE Site: 5053 - SR 5/IIS-1, 100' N NE 13 ST Year AADT Direction 1 Direction 2 K Factor D Factor T Factor 2005 F 39500 N 22500 S 17000 0.09 .0.59 3.50 2004 C 39500 N 22500 S 17000 0.09 0.53 6.20 2003 C 40500 N 22000 S 18500 0.09 0.53 4.80 2002 C 39000 N 22500 S 16500 0.10 0.52 3.40 2001 C 38000 N 22000 S 16000 0.08 0.54 5.30 2000 C 51500 N 26000 S 25500 0.08 0.53 3.10 1999 C 37000 N 21500 S 15500 0.09' 0.53 3.10 1998 C 41500 N 21000 S 20500 0.09 0.53 2.50 1997 C 35000 N 20000 S 15000 0.09 0.65 2.30 1996 C 32500 N 18500 S 14000 0.09 0.53 2.90 1995 C 28000 N 16000 S 12000 0.08 0.63 6.70 1994 C 40500 N 22500 S 18000 0.09 0.60 5.50 1993 C 53000 N 26000 S 27000 0.00 0.00 0.00 1992 C 44500 N 21500 S 23000 0.00 0.00 0.00 1991 37064 N 0 S 0 0.00 0.00 0.00 1990 35703 N 0 S 0 0:00 0.00 0.00 1989 42527 N 0 S 0 0.00 0.00 0.00 1988 40459 N 0 S 0 0.00 0.00 0.00 1987 36571 N 0 S 0 0.00 0.00 0.00 1986 35808 N 0 S 0 0.00 0.00 0.00 1985 36400 N 0 S 0 0.00 0.00 0.00 1976 28423 N 0 S 0 0.00 0.00 0.00 AADT Flags: C = Computed; E = Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = Unknown Traffic Trends - V2.0 SR 51 US -1 -- 100' N NE 13 ST PIN# 973215-1 Location I 1 County: Traffic (ADT/AADT) Miami (87) Station #: Count* 5053 Highway: 28000 SR 5/ US -1 ** Annual Trend Increase: 891 Trend R -squared: 25.30% Trend Annual Historic Growth Rate: 2.63% Trend Growth Rate (2005 to Design Year): 2.10% Printed: 20 -Jun -07 *Axle -Adjusted -11 Traffic (ADT/AADT) Year Count* Trend** 1995 28000 33900 1996 32500 34800 1997 35000 35700 1998 41500 36600 1999 37000 37500 2000 51500 38400 2001 38000 39300 2002 39000 40100 2003 40500 41000 2004 39500 41900 2005 39500 42800 2007 Opening Year Trend 2007 1 N/A 1 44600 00: Mid -Year Trend 2008 1 N/A 1 45500 et Design YearTrend 2010 1 N/A 1 47300 TRANPLAN Forecasts/Trends *Axle -Adjusted -11 2005 Weekly Axle Factor Category Report - Report Type: ALL County: 87 - DADE Week Dates 8709 8710 8711 SR 5/BISCAYNE BLVD SR 986 SR 948 1 01/01/2005 - 01/01/2005 1.00 0.97 0.96 2 01/02/2005 - 01/08/2005 1.00 0.97 0.96 3 01/09/2005 - 01/15/2005 1.00 0.97 0.96 4 01/16/2005 - 01/22/2005 1.00 0.97 0.96 5 01/23/2005 - 01/29/2005 1.00 0.97 0.96 6 01/30/2005 - 02/05/2005 1.00 0.97 0.96 7 02/06/2005 - 02/12/2005 1.00 0.97 0.96 8 02/13/2005 - 02/19/2005 1.00 0.97 0.96 9 02/20/2005 - 02/26/2005 1.00 0.97 0.96 10 02/27/2005 - 03/05/2005 1.00 0.97 0.96 11 03/06/2005 - 03/12/2005 1.00 0.97 0.96 12 03/13/2005 - 03/19/2005 1.00 0.97 0.96 13 03/20/2005 - 03/26/2005 1.00 0.97 0.96 14 03/27/2005 - 04/02/2005 1.00 0.97 0.96 15 04/03/2005 - 04/09/2005 1.00 0.97 0.96 16 04/10'/2005 - 04/16/2005 1.00 0.97 0.96 17 04/17/2005 - 04/23/2005 0.99 0.97 0.96 18 04/24/2005 - 04/30/2005 0.99 0.97 0.96 19 05/01/2005 - 05/07/2005 0.99, 0.97 0.96 20 05/08/2005 - 05/14/2005 0.99 0.97 0.96 21 05/15/2005 - 05/21/2005 0.99 0.97 0.96 22 05/22/2005 - 05/28/2005 0.99 0.97 0.96 23 05/29/2005 - 06/04/2005 0.99 0.97 0.96 24 06/05/2005 - 06/11/2005 0.99 0.97 0.96 25 06/12/2005 - 06/18/2005 0.99 0.97 0.'96 26 06/19/2005_=06/. 5/20_05 r'l0.99 0.97 0.96 27 06/26/2005 - 07/02/2005 0.98 0.97 0.96 28 07/03/2005 - 07/09/2005 0.98 0.97 0.96 29 07/10/2005 - 07/16/2005 0.97 0.97 0.96 30 07/17/2005 - 07/23/2005 0.97 0.97 0.96 31 07/24/2005 - 07/30/2005 0.98 0.97 0.96 32 07/31/2005 - 08/06/2005 0.98 0.97 0.96 33 08/07/2005 - 08/13/2005 0.99 0.97 0.96 34 08/14/2005 - 08/20/2005 0.99 0.97 0.96 35 08/21/2005 - 08/27/2005 0.99 0.97 0.96 36 08/28/2005 - 09/03/2005 0.99 0.97 0.96 37 09/04/2005 - 09/10/2005 0.99 0.97 0.96 38 09/11/2005 - 09/17/2005 0.99 0.97 0.96 39 09/18/2005 - 09/24/2005 0.99 0.97 0.96 40 09/25/2005 - 10/01/2005 1.00 0.97 0.96 41 10/02/2005 - 10/08/2005 1.00 0.97 0.96 42 10/09/2005 - 10/15/2005 1.00 0.97 0.96 43 10/16/2005 - 10/22/2005 1.00 0.97 0.96 44 10/23/2005 - 10/29/2005 1.00 0.97 0.96 45 10/30/2005 - 11/05/2005 1.00 0.97 0.96 46 11/06/2005 - 11/12/2005 1.00 0.97 0.96 47 11/13/2005 - 11/19/2005 1.00 0.97 0.96 48 11/20/2005 - 11/26/2005 1.00 0.97 0.96 49 11/27/2005 - 12/03/2005 1.00 0.97 0.96 50 12/04/2005 - 12/10/2005 1.00 0.97 0.96 51 12/11/2005 - 12/17/2005 1.00 0.97 0.96 52 12/1.8/2005 - 12/24/2005 1.00 0.97 0.96 53 12/25/2005 - 12/31/2005 1.00 0.97 0.96 17 -Mar -2006 12:40:11 Page 3 of 18 555RPT [1,0,0,2] 6 87 AXW 2005 Peak Season Factor Category Report - Report Type; ALL Category: 8701 MIAMI-DADE SOUTH MOCF: 0.98 Week Dates SF PSCF 1 01/01/2005 - 01/01/2005 0.97 0.99 2 01/02/2005 - 01/08/2005 0.99 1.01 3 01/09/2005 - 01/15/2005 1.02 1.04 4 01/16/2005 - 01/22/2005 1.01 1.03 5 01/23/2005 - 01/29/2005 1.00 1.02 * 6 01/30/2005 - 02/05/2005 0.99 1.01 * 7 02/06/2005 - 02/12/2005 0.99 1.01 * 8 02/13/2005 - 02/19/2005 0.98 1.00 * 9 02/20/2005 - 02/26/2005 0.98 1.00 *10 02/27/2005 -03/05/2005 0.98 1.00 *11 03/06/2005 - 03/12/2005 0.98 1.00 *12 03/13/2005 - 03/19/2005 0.98 1.00 *13 03/20/2005 -03/26/2005 0.98 1.00 *14 03/27/2005 - 04/02/2005 0.98 1.00 *15 04/03/2005 - 04/09/2005 0.98 1.00 *16 04/1.0/2005 - 04/16/2005 0.98 1.00 *17 04/17/2005 - 04/23/2005 0.99 1.01 *18 04/24/2005 - 04/30/2005 1.00 1.02 19 05/01/2005 - 05/07/2005 1.01 1.03 20 05/08/2005 - 05/14/2005 1.02 1.04 21 05/15/2005 - 05/21/2005 1.03 1.05 22 05/22/2005 - 05/28/2005 1.02 1.04 23 05/29/2005 - 06/04/2005 1.01 1.03 24 06/05/2005 - 06/11/2005 1.01 1.03 25 06/12/2005 - 06/18/2005 1.00 26 06/19/2005 - 06/25/2005 1.00 L1_0_2_ ! SC 27 06/26/2005 - 07/02/2005- 1.00 1.02 28 07/03/2005 - 07/09/2005 1.00 1.02 29 07/10/2005 - 07/16/2005 1.00 1.02 30 07/17/2005 - 07/23/2005 1.00 1.02 31 07/24/2005 - 07/30/2005 1.01 1,03 32 07/31/2005 - 08/06/2005 1.01 1.03 33 08/07/2005 - 08/13/2005 1.01 1.03 34 08/14/2005 - 08/20/2005 1,01 1.03 35 08/21/2005 - 08/27/2005 1.01 1,03 36 08/28/2005 - 09/03/2005 1.01 1.03 37 09/04/2005 - 09/10/2005 1.01 1.03 38 09/11/2005 - 09/17/2005 1.02 1.04 39 09/18/2005 - 09/24/2005 1.04 1.06 40 09/25/2005 - 10/01/2005 1.06 1.08 41 10/0.2/2005 - 10/08/2005 1.07 1.09 42 10/09/2005 - 10/15/2005 1.09 1.11 43 10/16/2005 - 10/22/2005 1.07 1.09 49 10/23/2005 - 10/29/2005 1.05 1.07 45 10/30/2005 - 11/05/2005 1.03 1.05 46 11/06/2005 - 11/12/2005 1.01 1.03 47 11/13/2005 - 11/19/2005 0.98 1.00 48 11/20/2005 - 11/26/2005 0.98 1.00 49 11/27/2005 - 12/03/2005 0.98 1.00 50 12/04/2005 - 12/10/2005 0.97 0.99 51 12/11/2005 - 12/17/2005 0.97 0.99 52 12/18/2005 - 12/24/2005 0.99 1.01 53 12/25/2005'- 12/31/2005 1.02 1.04 * Peak Season 15 -Feb -2006 13:26:04 830UPD [1,0,0,1] 6_8701_PKSEASON.txt Page 2 of 8 Appendix D: Traffic Counts (TMC's) 26 • 170o Biscayne Blvd MUSP Table: T-4 1700 Biscayne Blvd MUSP INTERSECTION APPROACH VOLUMES 0 Z Z o ww U 1r w z INTERSECTION NAME APPROACH . MOVEMENT PM PEAK HR COUNT Date of Count PHF PSCF PM PEAK SEASONAL ADJUSTMENT BACKGROUND GROWTH @ 2.10% FOR 3 Years Committed Developments Net Traffic w10 Site Traffic Project Traffic (VPH) Total Traffic (VPH) 1 2 3 4 5 6 7 1 8 9 10 11 1 12 13 SBR 29 1.02 30 2 - 49 80 15 95 SST 696 1.02 710 46 189 945 40 985 SOUTHBOUND SBL 0 1.02 0 0 0 0 D 0 TOTAL 726 740 48 238 1026 65 1080 WBR 8 1.02 8 1 0 9 0 9 0 WBT 1 1.02 1 0 0 1 0 1 1 Biscayne Blvd (US 1/SR 5) & NE 17th Street WESTBOUND _ m -c'� _ m y v m o WBL 13 1.02 13 1 1 0 14 0 14 TOTAL 22 22 1 0 24 0 24 NORTHBOUND NBR 0 ..102 0 0 0 0 0 0 NBT 886 1.02 904 58 262 1224 0 1224 NBL 30 1.02 31 2 0 33 59 92 TOTAL 916 934 60 262 1266 69 1316 t ~ EBR 28 1.02 29 2 27 57 0 57 EBT 0 1.02 0 0 0 0 0 0 EASTBOUND ...EBL 21 1.02 21 1 39 62 0 62 TOTAL 49 60 3 66 119 0 119 TOTAL 1712 1746 112 566 2425 114 2539 SBR 4 1.02 4 0 14 18 47 55 SOUTHBOUND SBT. 724 1.02 738 48 178 964 15 979 SBL 176 1.02 180 12 30 221 0 221 TOTAL 904 922 69 222 1203 62 1266 ' WBR 122 0 1.02 124 8 64 196 0 196 2 Biscayne Blvd (US 1/SR 5) & NE 17th Terrace WESTBOUND WBT 27 `'- m -'c� _ y o 0 1.02 28 2 62 91 7 98 WBL 50 1.02 51 3 34 88 0, 88 TOTAL 199 203 13 160 376 7 383 NORTHBOUND NBR 40 1.02 41 3 2 45 0 45 NBT 886 1.02 904 58 273 1235 0 1235 NBL 7 1.02 7 0 26 34 0 34 L TOTAL 933 945 61 301 1314. 0 1314 ~ EBR 22 1.02 22 1 23 47 40 87 EASTBOUND EBT .. 1 1.02 1 0 74 75 9 84 EBL 6 1.02 6 0 12 19 40 59 TOTAL 29 30 2 109 140 89 229 TOTAL 2065 2099 136 792 3034 158 3192 ©Richard Garcia and Associates, Inc., 2005 6/26/2007 1" Table: T-4 1700 Biscayne Blvd MUSP INTERSECTION APPROACH VOLUMES d Z Z 0 U W in of W z INTERSECTION NAME APPROACH MOVEMENT PM PEAK HRCOUNT Date of Count PHF PSCF PM PEAK SEASONAL ADJUSTMENT BACKGROUND GROWTH @ 210% FOR Years Committed Developments Net Traffic w/o ProectTraffic Site Traffic (VPH) Total Traffic (VPH) 1 2 3, 4 5 6 7 a 9 10 11 1 12 13 SBR 0 1.02 0 0 0 0 1 0 0 SBT 424 1.02 432 28 11 471 60 531 SOUTHBOUND SBL 24 1.02 24 2 84 110 0 110 TOTAL 448 467 29 95 681 60 641 WBR 390 1.02 _ 40 3 30 72 29 101 WBT 0 1.02 0 0 1 0 0 0 0 WESTBOUND r WBL 20 1.02 20 1. 4 26 40 66 TOTAL 69 60 4 34 98 69 167 3 NE 2nd Avenue & NE 17th Street d NBR 30 1.02 31 2 49 82 0 82 NBT 569 1.02 580 37 14 632 80 712 NORTHBOUND E NBL 0 1.02 0 0 0 0 0 0 TOTAL 699 611 39 63 713 80 793 r ~ EBR 0 1.02 0 0 0 0 0 0 EBT 0 1.02 0 0 0 0 0 0 EASTBOUND EBL 0 1.02 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 TOTAL 1106 1128 73 192 1393 209 1602 SBR 0 1.02 0 0 0 0 0 0 SBT 401 1.02 409 26 35 470 0 470 SOUTHBOUND SBL 7 -1.02 7 0 86 94 112 206 TOTAL 408 416 27 121 664 112 676 WBR 30 0 1.02 31 2 62 95 80 _ 175 WBT 0 1.02 0 0 0 0 0 0 WESTBOUND `� r WBL 15 1,02 15 1 60 76 60 .136 TOTAL 46 46 3 122 171 140 311 4 NE 2nd Avenue & NE 17th Ten -ace '� 0�' 0 NBR 17 1.02 17 1 21 39 1 60 119 NORTHBOUND NBT M-1.02 E 865 56 23 944. 29 973 NBL D 1.02 0 0 0 0 0, 0 TOTAL 866 A 882 67 44 983 109 1092 ~ EBR (: 1.02 0 0 0 0 0 0 EASTBOUND EBT 0 1.02 0 0 0 0 0 0 EBL 0 1.02 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 TOTAL 1318 1344 1 86 287 1718 361 2079 Notes: 1 Intersection Name 2 Intersection Approach 3 Intersection Approach Movement 4 TMC data provided by RGA, Inc. 5 Date of Count 6 Peak Hour Factor 7 Peak Seasonal factor obtained from FDOT 8 Seasonally Adjusted TMC = Count' PSCF (These are the volumes utilized in the e)dsting condition intersection LOS). 9 A 2.10 percent background grouth was utilized with a project build -out of three years. 10 Commited Traffic obtained from the City of Miami Large Scale Report. 11 Net Traffic = Peak Seasonally Adjusted TMC+ Backgound+Commited 12 Site traffic assignment 13 Total Traffic = Net Traffic + Site Traffic (These are the volumes utilized in the proposed intersection LOS analysis) ©Richard Garcia and Associates, Inc., 2005 6/26/2007 Richard Garcia & Associates, Inc. 13117 NW 117 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel: 305-595-7505/ Fax: 305-675-6474 Grouns Printed- Unshifted File Name ; Biscayn_17thSt_PM Site Code : 00000000 Start Date : 6/21/2007 Page No : 1 05:00 PM 8 BISCAYNE BLVD 0 NE17 ST 200 2 BISCAYNE BLVD 6 NEI 7 ST 8 0 223 8 Southbound 231 6 0 Westbound 0 11 450 Northbound 3 200 0 Eastbound 203 1 1 Start Rig Thr Left Ped App. Rig Thr Left Ped App, Rig Thr Left Ped I App. Rig Thr Left PedApp. 4 Int. Time ht u 0 s Total ht u 5 s Total ht u 229 s Total ht u 0 s Total Total Factor 1.0 1.01 1.0 1.01 5 1.0 1.0 1.01 1.01 4 1.01 1.01 1.0 1.01 18 1.01 1.01 1.0 1.0 9 1 04:00 PM 1.3 163 0 0 176 4 1 3 2 10 0 259 10 0 269 8 0 5 0 13 468 04:15 PM 6 163 0 1 170 2 0 1 3 6 0 230 5 1 236 4 0 3 1 8 420 04:30 PM 11 146 0 1 158 4 0 3 2 9 0 211 8 2 221 10 0 9 0 19 407 04:45 PM 7 158 0 4 169 1 0 1 1 3 0 219 9 1 229 9 0 4 1 14 415 Total 37 630 .0 6 673 11 1 8 8 28 0 919 32 4 955 31 0 21 2 541 1710 05:00 PM 8 192 0 0 200 2 0 6 0 8 0 223 8 0 231 6 0 5 0 11 450 05:15 PM 3 200 0 0 203 1 1 3 0 5 0 233 5 0 238 3 0 3 0 6 452 05:30 PM 4 89 0 0 93 4 0 1 0 5 0 111 6 0 117 5 0 9 0 14 229 05:45 PM 3 85 0 0 88 2 .0 2 0 4 0 107 5 0 112 4 0 4 0 8 212 Total 18 566 0 0 584 9 1 12 0 22 0 674 24 0 698 18 0 21 0 39 1343 Grand 55 119 0 6 1257 20 2 20 8 50 0 159 .56 4 1653 49 0 42 2 93 3053 Total 6 3 Apprch % 4.4 95 1 0.0 0.5 40. 4.0 40. 16. 0.0 96 4 3.4 0.2 52. 0.0 45 2 0 0 0 2.2 7 Total % 1.8 39. 0.0 0.2 41.2 0.7 0.1 0.7 0.3 1.6 0.0 52. 1.8 0.1 54.1 1.6 0.0 1.4 0.1 3.0 \ BISCAYNE BLVD Out In Total 1655 1257 1 2912 551 11961 01 6 Right Thru Left Peds L+ Fwl c-4 0 North '-2 O G O-' °' /21/2007 4:00:00 PM N v L /21/2007 5:45:00 PM o o Unshifted O CDN d NN W O - T r+ Left Thru Right Peds 56 1593 01 4 1265 F 2916 Out In Total Richard Garcia & Associates, Inc. 13117 NW 117 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel: 305-595-7505/ Fax: 305-675-6474 File Name : Biscayn_17thSt_PM Site Code : 00000000 Start Date ; 6/21/2007 Page No : 2 reaK hour t-rom u4:uu rive ro uo:4o rmi - r BISCAYNE BLVD NE17 ST BISCAYNE BLVD NE17 ST 13 Southbound Westbound Northbound Eastbound Start Rig ThrPed Left 5 App. Rig Thr Left Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Time ht u s Total ht u s Total ht u s Total ht u 0 s Total reaK hour t-rom u4:uu rive ro uo:4o rmi - r Intersecti 04:30 PM 3 8 1 13 on 25 32. 4.0 .52. 12. Volume 29 696 0 5 730 Percent 4.0 95. 0.0 0.7 04:30 PM 05:15 3 200 0 0 203 Volume 9 Peak 4 Factor High Int. 05;15 PM Volume 3 200 0 0 203 Peak' 0.89 Factor 9 :aK I OT 1 886 30 3 8 1 13 3 25 32. 4.0 .52. 12. 0.0 0 0 0 1 1 3 0 5 04:30 PM 233 5 0 4 0 3 2 9 0.69 4 0 886 30 3 919 56. 96. 42. 0.0 0.0 0.3 3.3 0 233 5 0 238 05:15 PM 0 233 5 0 238 0.96 5 28 0 21 1 50 56. 42. 0.0 2.0 3 0 3 0 6 04:30 PM 10 0 9 0 19 0.65 8 BISCAYNE BLVD Out In Total F-915 730 F 1645 \0 291 6961 01 5 Right Thru Left Peds UO o North rclE!_ 4-2 y m r — /21/2007 4:30:00 PM N 4 00 icv C 512112007 5:15:00 PM a+ co Unshifted O y v m a. m �m r, Left Thru Right Peds 301 8861 01 3 737 919F 1656 Out InTotal BISCAYNE BLVD Int. Total 1724 452 0.954 Richard Garcia & Associates, Inc. 13117 NW 117 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel: 305-595-7505/ Fax: 305-675-6474 (,rniinc Prinfarl- I Inshiftari File Name : Biscayn_NE 17th Terr PM Site Code : 00000000 Start Date : 6/21/2007 Page No : 1 05:00 PM 1 BISCAYNE BLVD 37 NE 17 TERR 190 32 BISCAYNE BLVD 7 NE 17 TERR 45 11 180 1 Southbound 194 7 0 Westbound 0 05:15 PM Northbound 187 55 2 Eastbound 33 13 17 Start Rig I Thr Left Ped App, 1 Rig I Thr Left Ped App. Rig Thr Left Ped I App. Rig Thr Left Ped I App. Int. Time ht u 1 s Total ht I u I s Total ht u 0 s I Total ht u 0 s Total Total Factor 1.0 1.0 1.0 1.0 2 1.0 1.0 1.0 1.0 176 1.0 1.0 1.0 1.0 50 1.0 1.0 1.0 1.0' 7 3 04:00 PM 1 157 43 0 201 32 3 12 0 47 8 249 4 0 261 9 0 1 0 10 519' 04:15 PM 4 138 32 0 174 31 2 10 0 43 16 251 2 3 272 1 1 1 1 4 493 04:30 PM 1 141 35 0 177 28 6 14 1 49 13 221 2 0 236 6 0 2 0 8 470 04:45 PM 1 145 34 0 180 27 4 13 0 44 13 231 5 0 249 3 1 2 0 6 479 Total 7 581 144 0 732 118 15 49 1 183 50 952 13 3 1018 19 2 6 1 28 1961 05:00 PM 1 152 37 0 190 32 6 7 0 45 11 180 1 2 194 7 0 3 0 05:15 PM 2 187 55 2 246 33 13 17 3 66 12 237 2 0 251 6 0 1 0 05:30 PM 0 190 45 0 235 27 3 14 0 44 8 240 3 1 252 4 1 0 1 05:45 PM 1 195 39 0 235 30 5 12 0 47 9 229 1 0 239 5 0 2 0 Total 4 724 176 2 906 122 27 50 3 202 40 886 7 3 936 22 1 6 1 Grand 11 130 320 2 1638 240 42 99 4 385 90 183 20 6 1954 41 3 12 2 Total 5 8 Apprch % 0.7 79. 19. 0.1 62. 10. 25. 1.0 4.6 94 1.0 0.3 70. 5.2 20 7 3.4 7 5 3 9 7 1 7 Total % 0.3 32, 7.9 0.0 40.6 5.9 1.0 2.5 0.1 9.5 2.2 45, 0.5 0.1 48.4 1.0 0.1 0.3 0.0 10 439 7 570 6 537 7 528 301 2074 58 1 4035 1.4 BISCAYNE BLVD Out In Total V 2090 Lr1 3728 111 13051 3201 2 Right Thru Lelft Peds M North -2N °' Z m oN /21/2007 4:00:00 PM R 121/2007 5:45:00 PM r m Ln O N NO Unshifted 4 O tU (L N I . Left Thru Right Peds 2D . 1838 901 6 1445 F 3399 Out InTotal BISCAYNE F3LYD 10 439 7 570 6 537 7 528 301 2074 58 1 4035 1.4 Richard Garcia & Associates, Inc. 13117 NW 117 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel: 305-595-7505/ Fax: 305-675-6474 File Name : Biscayn_NE 17th Terr PM Site Code : 00000000 Start Date : 6/21/2007 Page No : 2 reaK hour rrom u4:uu mvl to uo:4o viva - vi BISCAYNE BLVD NE 17 TERR BISCAYNE BLVD NE 17 TERR 50 Southbound Westbound Northbound Eastbound Start Rig Thr I Left Ped I App. I Rig I Thr I Left Ped I App. Rig Thr Left Ped I App. Rig I Thr Left I Ped I App. Time ht u s Total ht I ul s Total ht u r" s Total ht u s Total reaK hour rrom u4:uu mvl to uo:4o viva - vi Intersecti 05:00 PM 3 122 27 50 on 202 60. 13. 24. 1.5 Volume 4 724 176 2 906 Percent 0.4 79. 14 66 05:15 PM 237 2 0.2 33 13 17 05:15 2 187 55 2 246 Volume 5 Peak North co Factor 4 2 N r" _ S High Int, 05:15 PM z G-1��, Volume 2 187 55 2 246 Peak Unshifted v M :� o 0.92 Factor A W 1 :aK "I OT 'I 886 7 3 122 27 50 3 202 60. 13. 24. 1.5 3.3 4 4 8 33 13 17 3 66 05:15 PM 237 2 0 33 13 17 3 66 wocn� 0.76 5 40 886 7 3 936 73. 94. 20. 4.3 3.3 0.7 0.3 Right Thru Lel ft Peds 12 237 2 0 251 05:30 PM 8 240 3 1 252 0.92 9 22 1 6 1 30 73. 20. 3.3 3.3 Right Thru Lel ft Peds 6 0 1 0 7 05:00 PM 7 0 3 0 10 0.75 0 Int. Total 2074- 570 0.910 Out in Total 1014 906 1 1920 41 7241 176 2 Right Thru Lel ft Peds 14- wocn� ,- North co �--� 4 2 N r" _ S N /21/2007 5:00:00 PM z G-1��, N 6121/2007 5:45:00 PM �x o N m O - a 13 Unshifted v M :� o Q A W T r Left Thru Right Peds 7 886 401 3 796 936 1732 Out In Total BISCAYNE VD BL Int. Total 2074- 570 0.910 Richard Garcia & Associates, Inc. 13117 NW 117 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel: 305-595-7505/ Fax: 305-675-6474 Grouns Printed- Unshifted File Name : NE 2ndAv_17thSt_PM Site Code : 00000000 Start Date : 6/21/2007 Page No : 1 05:00 PM 0 NE 2ND AVE 6 0 NE 17 ST 4 0 NE 2ND AVE 0 6 NE 17 ST 129 0 1 136 Southbound 0 0 0 Westbound 256 05:15 PM 0 Northbound 6 0 146 Eastbound 0 4 0 Start Rig I Thr Left Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Rig Thr Left Ped .App. Int. Time ht u 0 s Total ht u 0 s Total ht u 0 s Total ht u 6 s I Total Total Factor 1.0 1.01 1.01 1.01 112 1.0 1.0 1.0 1.0 0 1.01 1.01 1.0 1.01 24 1.01 1.0 1 1.0 1 1.0 9 0 04:00 PM 0 98 4 0 102 16 0 4 0 20 11 115 0 0 126 0 0 0 1 1 249 04:15 PM 0 98 9 0 107 12 0 10 2 24 10 132 0 1 143 0 0 0 0 0 274 04:30 PM 0 113 3 2 118 13 0 3 0 16 3 142 0 1 146 0 0 0 0 0 280 04:45 PM 0 105 6 0 111 10 0 5 0 15 11 166 0 0 177 0 0 0 0 0 303 Total 0 414 22 2 438 51 0 22 2 75 35 555 0 2 592 0 0 0 1 1 1106 05:00 PM 0 108 6 0 114 4 0 2 0 6 6 129 0 1 136 0 0 0 0 0 256 05:15 PM 0 140 6 0 146 5 0 4 0 9 6 101 0 0 107 0 0 0 0 0 262 05:30 PM 0 115 7 0 122 10 0 2 0 12 7 118 0 0 125 0 0 0 0 0 259 05:45 PM 0 110 5 0 115 6 0 1 0 7 5 107 0 0 112 0 0 0 0 0 234 Total 0 473 24 0 497 25 0 9 0 34 24 455 0 1 480 0 0 0 0 0 1011 GrandTotal 0 887 46 2 935 76 0 31 2 109 59 100 0 3 1072 0 0 D 1 1 2117 Apprch % 0.0 94 9 4.9 0.2 69. 0.0 28 4 1.8 5.5 94 2 0.0 0.3 0.0 0.0 0.0 100 7 0 Total % 0.0 41. 2.2 0.1 44.2 3.6 0.0 1.5 0.1 5.1 2.8 47. 0.0 0.1 50.6 0.0 0.0 0.0 0.0 0.0 NE 2ND AVE Out In Total 1086 _ 935 1 2021 01 8871 46 2 Right Thru Left Peds $� o o r-+ North 4-=r Z /21/2007 4:00:00 PM m o 5 4 CD } r + /21/2007 5:45:00 PM r j o Unshifted ro Q y N erF+ Left Thru Right Peds 01 10101 591 3 918 1072 1990 Out In Total Richard Garcia & Associates, Inc. 13117 NW 117 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel: 305-595-7505/ Fax: 305-675-6474 File Name : NE 2ndAv_17thSt_PM Site Code ; 00000000 Start Date : 6/21/2007 Page No : 2 t'eaK flour t-rom u4:uu i m to u5:45 rm - veaK I of 1 NE 2ND AVE NE 17 ST NE 2ND AVE NE 17 ST 04:15 PM Southbound Westbound Northbound Eastbound Start Rig I Thr Left Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Time ht u 0.4 s Total ht u s Total ht u s Total ht u 04:45 s Total t'eaK flour t-rom u4:uu i m to u5:45 rm - veaK I of 1 569 0 3 Intersecti 04:15 PM 9 0.0 0 0 5.0 5 0.0 on 11 166 Volume 0 424 24 2 450 39 0 20 2 61 Percent 0.0 9 2 5.3 0.4 6 9 0.0 3 8 3.3 04:45 0 105 6 0 111 10 0 5 0 151 Volume Peak Factor High Int. 04:30 PM 04:15 PM Volume 0 113 3 2 118 12 0 10 2 24 Peak 0.95 0.63 Factor 3 5 30 569 0 3 602 0.0 9 0.0 0 0 5.0 5 0.0 0.5 11 166 0 0 177 04:45 PM 11 166 0 0 177 0.85 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0 3:45:00 PM NE 2ND AVE Out in Total 608 450 1 1058 01 4241 241 2 Ri ht Thr u Left Peds no ID A o North S 23/21 /2007 /21/2007 4:15:00 PM i r 121/2007 5:00:00 PM 0 o y Unshifted vm �°Pv a m N N - 41� T F+ Left Thru Right Peds 01 5691 301 S 444 602 1046 OutIn TotalAVE NE z 2ND Int. Total 1113 303 0.918 f Richard Garcia & Associates, Inc. 0 13117 NW 117 Ave. Suite- No.4 0 Hialeah Gardens, FL 33018 File Name : NE 2ndAv_NE 17th Terr PM Tel: 305-595-7505/ Fax: 305-675-6474 Site Code : 00000000 NE 2ND AVE Start Date : 6/21/2007 17 Page No : 1 Groups Printed- Unshifted 0 05:00 PM 0 NE 2ND AVE 0 0 NE 17 TERR 11 0 NE 2ND AVE 0 17 NE 17 TERR 210 0 0 213 Southbound 0 0 Westbound 0 319 05:15 PM Northbound 128 5 0 Eastbound 8 0 10 Start Rig Thr Left Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Int. Time ht u 150 s Total ht u 0 s Total ht u 05:45 PM s Total ht u 132 s Total Total Factor 1.0 1.0 1.0 1.0 0 1.0 1.0 1.0 1.0 0 1.0 1.0 1.0 1.0 488 1.01 1.01 1.0 1 1.0 0 37 04:00 PM - 0 113 0 0 113 4 0 8 0 12 2 158 0 0 160 0 0 0 0 0 285 04:15 PM 0 94 2 0 96 6 0 4 0 10 6 221 0 0 227 0 0 0 0 0 333 04:30 PM 0 109 4 0 113 7 0 4 0 11 3 190 0 0 193 0 0 0 0 0 317 04:45 PM D 109 1 0 110 6 0 1 1 8 5 227 0 0 232 0 0 0 0 0 350 Total 0 425 7 0 432 23 0 17 11 41. 16 796 0 0 812 0 0 0 0 0 1285 05:00 PM 0 89 0 0 89 11 0 6 0 17 3 210 0 0 213 0 0 0 0 0 319 05:15 PM 0 128 5 0 133 8 0 10 0 18 0 151 0 0 151 0 0 0 0 0 302 05:30 PM 0 140 2 0 142 14 0 12 0 26 3 150 0 0 153 0 0 0 0 0 321 05:45 PM 0 131 1 0 132 7 0 9 0 16 4 147 0 0 151 0 0 0 0 0 299 Total 0 488 8 0 496 40 0 37 0 77 10 658 0 0 668 0 0 0 0 0 1241 GrandTotal 0 913 15 0 928 63 0 54 1 118 26 144 0 0 1480 0 0 0 0 0 2526 Apprch % 0.0 98. 0.0 53. 0.0 45. 0.8 1.8 98. 0.0 0.0 0.0 0.0 0.0 0.0 1.6 Total % 0.0 36' 0.6 0.0 36.7 2.5 0.0 2.1 0.0 4.7 1.0 5 . 0.0 0.0 58.6 0.0 0.0 0.0 0.0 0.0 NE 2ND AVE Out In Total 1517 828 2445 �( 15 0 Rightt Thr u Lel ft .Peds 39 CD F � ? srn wo o I North ,- r. m co - o /21/2007 4:00:00 PM S :�4 s /21/2007 5:45:00 PM r mM O o Unshifted cn m �o a y j <n - Iru Left T Right Peds 01 14541 261 0 9871 F 2447 Out In Total Richard Garcia & Associates, Inc. 13117 NW 117 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel: 305-595-7505/ Fax: 305-675-6474 File Name : NE 2ndAv_NE 17th Terr_PM Site Code : 00000000 Start Date : 6/21/2007 Page No : 2 r=0A ""I I Iv[11 VY. Uv FIVI LU UJ.'tU rrvi - r1 NE 2ND AVE NE 17 TERR NE 2ND AVE NE 17 TERR 15 on Southbound Westbound Northbound Eastbound Volume Start Rig Thr Left I Ped App. Rig Thr Left Ped App. I Rig Thr Left Ped App. Rig I Thr Left Ped App. I Int. Time ht I s Total ht i u North s Total ht u 04:30 PM s Total ht u 0 109 s Total Total r=0A ""I I Iv[11 VY. Uv FIVI LU UJ.'tU rrvi - r1 Intersect! 04:15 PM 0 30 0 15 on 46 65. 0.0 32. 2.2 Volume 0 401 7 0 408 Percent 0.0 98. 1.7 0.0 05:00 PM 227 0 11 0 6 04:45 0 109 1 0 110 Volume 6 Peak o Factor North �2 m C High Int, 04:30 PM S Volume 0 109 4 0 113 Peak Unshlfted m 0.90 Factor m o� 3 :an 1 vl 1 848 0 0 30 0 15 1 46 65. 0.0 32. 2.2 0 0 0.0 0.0 \�L 6 0 1 1 8 05:00 PM 227 0 0 11 0 6 0 17 0 0.67 6 17 848 0 0 865 0.0 98. 0.0 0 0 2.0 0 0 0.0 0.0 \�L 01 4011 71 0 5 227 0 0 232 04:45 PM 5 227 0 0 232 0.93 2 0 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0 3:45:00 PM 1319 350 0.942 NE 2NU AVL Out In Total 8781 1 4081 1 1286 \�L 01 4011 71 0 t/}( Right Thru Lel ft Peds 0 �$ J o o F—� North �2 m C 3/2112007 4:15:00 PM S o r /21/20075:00:00PM CD m A O v Unshlfted m m o m o� I Left Thru Right Peds 0 848 171 0 416 865F 1281 Out In Total blE 2ND AVE 1319 350 0.942 RICHARD GARCIA & ASSOCIATES, Inc. Page 1 13117 NW 107 AVE. UNIT NOA HIALEAH GARDENS, FL 63018 Site Code: 000000000000 305-595-7505/ FAX 305-675-6474 Station ID: 13919-9762 BISCAYNE BLVD/ N OF 17TH ST APPROACH GOVNTS Latitude: 0' 0.000 Undefined Start 20 -Jun -07 Total Time Wed SB NB 12:00 AM 78 77 155 12:15 , .: 74 88 .. 162 12:30 50 67 117 12;45 ' 40'- . 55 95 ;. 01:00 35 51 86 01:15 ', 34 43 ,.:. : .' 77 ` 01:30 26 39 65 01:45 24 :: 30 ... 54 02:00 25 25 50 ._.02:15 .. 22 `: 32...: `- 02:30 19 29 48 02:45 1 i,21 52 . 03:00 23 34 57 03,1'5.: ` 20. 03:30 17 27 44 3:45 :. ,12 :. ; 35... `, : _ 47 04:00 22 33 55 is 04:30 21 26 47 04'45 ':: 30 _:::56: 05:00 28 28 56 ;05:15 :- 33: 31 64: 05:30 52 38 90 .05:45 ., 67 :, 54 _; - 121. 06:00 62 77 139 =06:15 100 > 84 184 06:30 ...: 128 148276 Q6 45 151 ; .. ... 162 U. 07:00144 137 281 07,15: 185 1103 :. . 288: 07:30 229 122 351 07:45 :: a 270389 08:00 254 168 08 15 z „X 08:30 153 428 08:45 268: 1::86;:! 09:00 241 171 412 09:15 ..:.. 220 ; . 152 372: 09:30 222 166 388 : 09145:..191:., 39 330.- 10:00 ..: ..:.:''...... .. 176 196 372 1;0:15:: 182 ;: `201 „ 38.3;; 10:30 185 181366 90:45' 144 209 353. 11:00 155 `. 172= _. 327 1:-378 167 211 :'..... . 378: 11:30 150 224"374 11:45 169 :. , 233 «402 Total 5363 4806 10169 Percent 52.7% 47.3% Peak 07:45 11:00 08:00 Vol. 1091 840 1741 P.H.F. 0.934 0.901 0.959 RICHARD GARCIA & ASSOCIATES, Inc. Page 2 13117 NW 107 AVE, UNIT NOA 12:00 PM HIALEAH GARDENS, FL 33018 Site Code: 000000000000 305-595-7505/ FAX 305-675-6474 Station ID: 13919-9762 BISCAYNE BLVD/ N OF 17TH ST 227 APPROACH COUNTS 12:45: Latitude: 0' 0.000 Undefined Time Wed SB NB 12:00 PM 183 245 428 12:15 12:30 227 425 12:45: s�86 246 432 01:00 • T �1"8 223 411 01:15.:. 191 420, 01:30 181 216 397 219. ' .. 3$3. 02:00 159 225 384 02:15 200:: 200 400. 02:30167 204 371 02:45;:183,. 03:00 185 219 404 .:. ... .: _ 364; 03:30 195 241 436 03 45 ;, 159: : , ::.224 3$3 04:00 179 241 420 04 15 :. 398: 04:30 193 258 451 04 45 .. .. 154 i" 230 384 05:00 •, 207 246 . 05 15.; 179 252 ! . _. 437 : 05:30 '06:46 210 y 233 <443. .. .. 450 0600 173 F; 263 436 - 06:15 131 X 272 ... -.. 403;` 06:30 146 204 350 0'6 45 125 1.79 3 07:00 138 198 336 07 15 116 ' '210, 326 07:30 116 179 295 07:45 110; . 171 : 281: 08:00 142 147 289 ..08:15 111: 165 .... 2"76 08:30 107 179 286 08 "45 03 ; 144 ..• 247 . 09:00 113 163276 09 15. _': ,:::... 1.44 ;.. .. ... : ... . ..:.:.......... .. - :22:1.`; 09:30 91 119 210 09 45 . 10:00 _.. 108 162 270 10:15:.; 05 1 111 10:30 114 .118 232 10:45. 97 .. 87 184 11:00 74 109 183 11 15 ;; .. 75:; .:102 _ . 1:77 11:30 76 106 182 11.45 "... 66 68 :::: :.... 1.34: Total 7013 9223 16236 Percent 43.2% 56.8% Peak 12:15 17:30 17:00 Vol. 787 1048 1777 P.H.F. 0.915 0.936 0.964 RICHARD GARCIA & ASSOCIATES, Inc. Page 3 13117 NW 107 AVE. UNIT NOA HIALEAH GARDENS, FL 33018 Site Code: 000000000000 305-595-7505/ FAX 305-675-6474 Station ID: 13919-9762 BISCAYNE BLVD/ N OF 17TH ST APPROACH COUNTS Latitude: 0' 0.000 Undefined Time Thu SB NB 45.1% 12:00 AM 56 79135 11:00 08:15 12:15 ; 58 :; . 80 438' 12:30 41 61 102 1245 _ 43 96: 01:00 30 32 62 01:30 23 30 53 01 45 52 ., 02:00 24 24 48 02 15' 23 .....:. 51; 02:30 16 26 42 02.45 03:00 18 23 41 03:15 '::: 17, ` 19 36 03:30 14 14 28 03 45_:: 10: 21 ....: 31:. 04:00 24 20 44 :::04'16 2Q'.' 11:.. ; ; 31 04:30 18 13 31_: 04 45 :;.:. .. .:,";.23:!!::16 39. 05:00 25 15 40 :.:-...05:15 :. 05:30 57 25 82 05 45 .:! ".. 53 39 06:00 59 60 119 06 15 121 -: V. • „ 06:30 ..... 148 122 270 127 276': 07:00 147 126 275 7:1:5 7 96 .. ff25 .. 07:30 239 139 378 07 45 :395;.: 08:00 248 131 379 '08 15 284 134 ° 418 D8 30 ,r # '34 148 472 0$ 45 ..:.' 296 1.77. , z4 09:00. 212 189 0:9 15,.235 : 135.... ...:.. _ .. ..370 09:30 204 173 377 09 45 :: 4931 190 373`' 10:00 177 188 .... 365. 10:15 177`:;. 151 .. -. :328::: 10:30 158 168 326 1045 ;.. 155.... 194 349 11:00 184 220=: 404 . Y Y 157. 175 r 332:; 11:30 176: 229 405 11.45 . 992 :. ..:207_ ,::: '99 Percent 54.9% 45.1% Peak 08:00 11:00 08:15 Vol. 1152 831 1744 P.H.F. 0.889 0.907 0.922 RICHARD GARCIA & ASSOCIATES, Inc. Page 4 13117 NW 107 AVE. UNIT NOA HIALEAH GARDENS, FL 33018 Site Code: 000000000000 305-595-7505/ FAX 305-675-6474 Station ID: 13919-9762 BISCAYNE BLVD/ N OF 17TH ST APPROACH COUNTS Latitude: 0' 0.000 Undefined Start 21 -Jun -07 42.6% Total Time Thu SB NB 12:15 12:00 PM 183 267 450 12:15 :. F 209 243 452 12:30 x 208 234 442 12:45 19a 225 ::. 419 01:00 204 214 418 01,15 ,: _ 196: 212 = - 4.08 01:30 186 216 402 Q1:45..;' .176 ='=237 .: _. 413.. 02:00 154 222 376 02.15.214 02:30 192 197 389 02:45 ... 157 : 226. :; 383:. 03:00 157255 412 03:15::.. :.: 185 ;249 :.... 434_ 03:30 173 250 423 03 45 177 r 298 04 00 174 , 306 z Zs 480, 0415 179 279 �� 458, 04:30......... 171 tr ..278 _. 449: _ .._..._ 04:45 _ '. .... 1.60 .. 240 400.. 05:00 208 266 474 05:15:: ; 201..::: 283 i - : :' . 484. 05:30 204 259 463 -05:46,:::' . 168 .': :249 417.; 06:00 188 214 402 06 15 392 06:30 146 192 338 06-45 110 297: 07:00 122 179 301 07.15 114:309. 07:30 134 171 305 07:45 108.,. ".:149 :_ .. 257 08:00 109 166 275 08:15 ; ::. .. 99 :. .. .148 .. :... _. 247`:. 08:30 93 148 241 '08.45 :: 105 137 242'' 09:00 88 177 265 09:15::.,. 87 144 ..... .: 1 09:30 93 147 240 1.93, 10:00 115 151 266 10:15 :. :116: 135 10:30 120 104 224 10:45 106 110 215 11:00 85 92 177 11 15 ..:; 81 91 172 11:30 85 87 172 11 45 80 :: 77. : : 157 Total .: 7010 9460 16470 Percent 42.6% 57.4% Peak 12:15 15:45 15:45 Vol. 815 1161 1862 P.H.F. 0.975 0.949 0.962 Grand Total 24780. 27927 52707 Percent 47.0% 53.0% ADT Not Calculated RICHARD GARCIA & ASSOCIATES, INC. Page 1 13117 NW 107 AVE. UNIT NO. 4 HIALEAH GARDENS, FL 33018 Site Code: 000000000000 305.595.7505 / FAX 305.675.6474 Station ID: 8258 NE 2ND AVENUE/ N OF 17TH ST APPROACH COUNTS Latitude: 0'0.000 Undefined Start 20 -Jun -07 Total Wed SB NB 12:00 AM 23 23 08:00 12.15 ::.. .. :."IQ` .. . . 23 :' .!'46 .... .... ...... 42 : 12:30 20 18 38 :.12 45 ,. ..: :,. . ; ... 22 .... .: 23 ,. x..: 45 01A.:00 15 12 27 168 68 236 09 15 .... 1:30 15 13 28 .Z..:.0. 01 45 !!. 14''..... 1� ;. 24 02:00 19 ..: 8 _ ......' .. . .... ........ :..:.. ....... ,.... 27 02 15 14 . ! 17 ...: . . ._ ... :..: 31 02:30 13 9 22 .-...:m02:4 1 .:. ..- 10 :... ;: ... 21. j ,..._ r_ i: ... .. .: . ;_:.... . is 03:00 9 11 20 03 15. 5` 9 14' 03:30 8 11 19 104 .. .. ... 81 .. 185 11 45 _ :: .. 04:00 15 9 24 Q4 15 12 -.; 10 ... .......... 22 04:30 5 7 12 64.A5.::1 13 ::....:-:...-g.. :..:... :... ........ :. ...:.., ... ...... m: 22 05:00 17 9 26 05 15 14 T8 :..: ..... :: 32 .... 05:30 ....:........ 37 19 .: . ..... 56 -05 45 . 4Q = 12... ..... ..... ...: -u'52 06:00 54 41 95 06 15 :.. .. 83 ..... 36 . :.: . ...,.....: ! ... , 119,;; 06:30 96 60 156 06 45, ';:.. .. '- ::; ..... ; :-i.08 ... ' 63 .. ;:: ...': ::::..:...' ::. .. ,_. . I -.. 4V: :....::: ;._; ;;171 07:00 116 53 169 07 45 .: 230 ' 55 .. ........ 285 ! 08:00 202: 64 266; o;.. 08 15 X77 , _r .... 7. .. :::: .. ..::, . 25z 08:30 168 76 244 08 45 `` !. 221 :i .. : 75 ". _ :..:. :....:. :! 296;: 09:00 168 68 236 09 15 .... . .:..:.... 155 ` 62 ... 217 09:30 135 63 198 o9:46 ::: .:.:. :.......:....129 ; .: 65 :.... 194 .- 10:00 128 71 499 10 15 .. .`. -: 13g .. 72 - . 210 10:30 126 67 193 ':10 45 . - ; :. 121':° 60 .... :::. ........... . ... .. 181 11 00 133 70 203 91 15 =.......:: 116 75 ::;' ...: . 191 11:30 104 .. .. ... 81 .. 185 11 45 _ :: I18 ? '.. ....: 72. ... :. ... .. :. ....... 190 Percent 66.6% 33.4% Peak 07:30 11:00 Vol. 805 298 P.H.F. 0.875 0.920 1063 0.898 RICHARD GARCIA & ASSOCIATES, INC. Page 2 13117 NW 107 AVE. UNIT NO. 4 HIALEAH GARDENS, FL 33018 Site Code: 000000000000 305.595.7505 / FAX 305.675.6474 Station ID: 8258 . NE 2ND AVENUE/ N OF 17TH ST APPROACH COUNTS Latitude: 0' 0.000 Undefined Time Wed SB NB 12:00 PM 35 73 208 12- .. : ..... 118 89 . ` ,_ 2071 12:30 134 94 228 s , _12 45. ' 127 ` 74 _;: ::; :201;; . ...... .... . . .... . ....: -.. . _ 01:00 135 86 221 01 15 1 : 132:' 60 !.1 1 ,. 2 192: 01:30 132 66 ........ ........ ...: 198 01:45 .: ........ ::..... 112:> .. 83 ::... .. .' .. :, ..-.w. ...... :.,., 1951 02:00 96 70 166 .. 02.15" ... 123::. 76 :: 199: ... . .. ....... . .. ,. 02:30 116 75 191 02.45 `i ':....... 76 ;,196.; 03:00 .... .:`'....120;: 135 71 .;,. . , . 206 03416 i....... 110' .. 78 . !I88. 03:30 ... 160 92 252 ... < :'.:...... ,: ;192 .... ., . 04:00 118 99 217 04:15 . .. .. .. 11 Q 97 207 04:30 100 121 221 04 45 .. " 116` 94 = 21Q: 05:00 174: 104 278 `05.15 .:: 752 26D 05.30 _._.108 141 97 _.... ... .... . 2381' 107 224: 06:00 90 88 178 ;` 06'15" ..::.....88 : 78 ,.... .. .........' .......:.... .... : . .......:: ...:':... 166 0. . 90 73 163 06 45 .; 84 . 61 ... . 145;; 07:00 64 55 119 :07-I5 ..... .......... 88 ` ; 61 : 149 07:30 70 44 ... ... .. 114... 07 45 :. ::.....3..58 5? .. , .... .: 110'; 08:00 67 58 125 ;::0815 '.. . ... :... 58 .. r .., 48 ... .:;F. ... ;' ,.. ... ..... _':.. .. 106.; 08:30 42 33 ........ 75 08.45 ;: 61. 43 ... : 104. 09:00 46 42 88 :09:15 ... 4.. 33 79' 09:30 ..:- 43 37 .... . _ .. . 80 09 45 ... I . ` .. ....28.:. '. ,: 32 ._ 60:. 10:00 43 41 84 ; 10 15 '. .: 42 .:: 37 , :: _.. . ::. . ::. ;. ... Ti: - 79': i. 10:30 36 32 68 1045 . 26 . :'30 .. . .. . ... . ,... ... ... _ 56. 11:00 23 29 ;'1115 3? 32 .... ..:52 64' 11:30 25 28 53 11 45 : .... ...::::: 23 .17 40 , Total 4284 3168 7452 Percent 57.5% 42.5% Peak 17:00 16:30 17:00 Vol. 584 427 1000 P. H. 0.839 0.882 0.899 RICHARD GARCiA&ASSOCIATES, INC. Page 13117NVV1O7AVE. UNIT NO, 4 HLALEAHGARDENS, FL33O1D Site Code: ODUDDDUDDUDD 3DS.SQS75DS/FAX 3OS,G7S.G474 Station ID: D2SD NE2ND AVENUE/ NOF17THGT APPROACH COUNTS Latitude: O'O.ODOUndefined Start 21 -Jun -07 1887 Total Percent Time Thu SB NB 07:30 12:00 AM 07:30 12 10 798 22 1044 P.H.F. 0.835 0.855 09:00 1 41 81 222 01:00 15 10 25 10:30 97 65 162 02:30 14 8 22 03:00 8 13 21 04:30 4 10 14 05:30 40 20 60 08:00 51 30 81 '?TO01$* Total 3501 1887 53W Percent 2% 07:30 1 1 :00 07:30 Vol.Peak 798 318 1044 P.H.F. 0.835 0.855 09:00 1 41 81 222 10:30 97 65 162 Total 3501 1887 53W Percent 2% 07:30 1 1 :00 07:30 Vol.Peak 798 318 1044 P.H.F. 0.835 0.855 0.853 RICHARD GARCIA & ASSOCIATES, INC. 13117 NW 107 AVE. UNIT NO, 4 HIALEAH GARDENS, FL 33018 305.595.7505 / FAX 305.675.6474 Page 4 Site Code: 000000000000 Station ID: 8258 NE 2ND AVENUE/ N OF 17TH ST APPROACH COUNTS Latitude: 0' 0.000 Undefined Time Thu SB NB 12:00 PM 147 105 252 12 15 :, 146' 80 . . : 22fi . 12:30 119 82 201 12..45 ;`._ . ... ::. 140 66 .. ,;: ... . .. ......... , .. .. 206; 01:00 137 87 224 01 15 130 64 ? :.... ,:.:. ; 194 ....: 01:30 ..,.. ,. 110 71 . _.. ... 181 ':.:' 01 45 112 :' 8`� 197 ... ..:... 02:00 107 .. 66 :. .. .... ... ........ ....:. ...:... 173 02 15 :.. ,.:.:. .::... 106 .. " !--.::.-68 _ .... . . ...., ... .... , „ ....... :.J74'.! 02:30 111 70 181 .:. .0245 ..:. .... 12 _ . ._. ... 74 .,. , ...,. ..........:...... ...::... 18.6,: 03:00 1 115 67 182 0315 :. 128 ...... ...... 96 .. _.: _.. ......... ......... ,.._ , ::, .. , .. ........ .. .. 224 03:30 122 108 230 03 45 105' 161 a. ` 266- 0400 115 2': & '128 243;'. b4 15. .... ::. 121 ' 165 :_ ..:, . 286 ,.._ _ .... ...... 04:30 101 164j 265= 04 45 _......_. 11., '..... 05 00 ..:.. ..:102 . t55, 107 262 05 15.. 126T' , .......113 ... i. . .... _..... 239 ; 05:30 ,, 446 90 05 45 ; 86 ,. 199 06:00 .....113' 118 95 213 06 15 87: ; . .. 76 .. :.. ..._.... ..: 163; 06:30 85 63 148 06.45 ':. .. ,.::'... .,....84' . 61 ... 145:' 07:00 66 51 117 07:i6 „ 67 .... ......:. 51 .... ,. ...,. ,. _:._ ... 118 F: „ 07:30 71 51 122 07 45 84 69 ... ..... .: .. . ..... ........ 453 08:00 59 33 92 08 15 56 ;.. ... 35 . .:...::..... : 91 08:30 64 36 400 08:4 .. 47 ;. 36 . :.: ,: ........ .. . 83' 09:00 58 35 93 09 15 .--09:30 :........ 40 ...... 39 . .:.:...... .... ..:: .... ..:.. . .. 79 34 35 69 09.45 . ';.. 29'.:. 28 ..:.:' . .: :::..... . .... .... .. . 57 10:00 39 39 78 10:15 :.. .....: :' . 48 28 w. 76' 10:30 42 29 71 ... 10 .1. ' ........ .:. 24: !; 15 .:: .....:.... ..:: .. m. .... 39 11:00 37 31 68 11 15. ... 31 41. :. :. ... 72.. 11:30 27 ...: 32 _ 59 ::11..45 .. ;: 24 33 ,.. .. .. .. 57' Total 4286 3347 7633 Percent 56.2% 43.8% Peak 16:45 15:45 15:45 Vol. 568 618 1060 P.H.F. 0.916 0.936 0.927 Grand Total 15792 10244 26036 Percent 60.7% 39.3% ADT Not Calculated Appendix E: Committed Developments 2'7 170o Biscayne Blvd MUSP Table: T-5 1700 Biscayne Blvd MUSP Committed Developments Link ROADWAY NAME ROADWAY NAME DIR Total Committed Traffic Person Volume @ Person -Trip @ 1.4 PPV ,. 1 2 3 4 5 6 SB 235 329 58 1 Biscayne Blvd (US 1) North of NE 17 ST NB 301 421 74 LINK 536 750 131 SB 95 133 23 2 NE 2nd Ave North of NE 17 ST NB 44 62 11 LINK 139 195, 34 Notes: 1 Roadway Name 2 Location of Count 3 Direction 4 Total committed traffic assigned to analyzed roadways. 5 Person trips assigned to Transportation Corridor. 6 Transit trips assigned to Transportation Corridor. K, 1700 Biscayne Blvd MUSP Committed Developments 11 -Cite Complete Pikayne.T6weV� �yhkp'152b)i C m plete: 3 1 Urbana Tower Application 410n.-7116 ffiarkj' shore) Application 5 1800 Club, The Under Construction .6 I.q ays ore) ntdm-:on ay Q'pq is"i.at B "h a'* -the th Lfhcler Construction-- Z Chelsea, The Approved $'1650 d "1"1: "'y Biscayne Boulevard 66 r i mp:..'ppy proved Approved. Ellipse Approved 77 App [c -a ion , 11 Bay Parc Plaza (Miramar Centre - Phase 1) Complete 121 k6terd!'a']! iraA :,...,, as.e:. �Aa� Centre .7 P.h110. d Approved' 13 Opera Tower (Miramar Centre - Phase 11) Under Construction 16 erff M i Deve-pM r Application 15,1400 Biscayne Blvd- Application Citywide Major Use Special Permits (MUSP) and applicable Class II, Special Exceptions & Except Projects (listed by Alphabetically by Project Name) (Status: A -Completed; B -Under Construction; C -Approved; D -Application; E -Preliminary; F -Withdrawn) /�s,gf?Septernber30,:200b 4 IY „ ,, 1,,4.'• LocatlonallHforrn 1 do v x No. Folio No Name Type of Address Description Net Area Status Permit 101-3230-007-0001 Cite MUSP 1901 Biscayne Blvd Mixed Use: residential & retail WYNWOOD/E A DGEWATER 2 01-3231-059-0440 Biscayne Tower (Biscayne 2003-0150 275 NE 18th Street Residential & Retail WYNWOOD/E A Plaza) DGEWATER 3 01-3231-003-0970, Urbana Tower MU -2006-011 1755 NE 2nd Avenue Mixed Use: Residential, Retail & WYNWOOD/E D 01-3231-003-1040 Office DGEWATER 4 01-3231-003-0640 On The Park (1770 North 1770 North Bayshore Drive Mixed Use: Residential & Retail WYNWOOD/E D Bayshore) DGEWATER 5 01-4103-006-0210 1800 Club, The MUSP 1800 North'Bayshore Drive Residential WYNWOOD/E B DGEWATER 6 01-3231-003-0510 Quantum on the Bay MUSP 1900 North Bayshore Drive Mixed Use: residential, retail & WYNWOOD/E B 01-3231-007-0020 (Metropolis at Bayshore) Chelsea, The MUSP 1550 Biscayne Boulevard Restaurant Mixed Use: Residential, Retail & DGEWATER DOWNTOWN C 7 Office 8 01-3231-005-0250 1650 Biscayne Boulevard MU -2005-018 1650 Biscayne Boulevard Mixed Use: Residential, Retail & DOWNTOWN : C (Cardinal Symphony) Office (3 Buildings) 9 01-3231-041-0010 Ellipse MUSP 1776 Biscayne Boulevard Mixed Use: Residential &Retail WYNWOOD/E C DGEWATER 10 01-3231-003 0450, Portico MU -2005-017 1837 NE 4 Avenue Residential WYNWOOD/E D _ 01-3231-003-0500 DGEWATER 11 01-3231-053-0010 Bay Parc Plaza (Miramar MUSP 1756 North Bayshore Drive Mixed Use: Residential WYNWOOD/E A Centre - Phase 1) DGEWATER 12 01-3231-003-0660, Hotel de I'O era Miramar MUSP 1771 NE 4 Avenue Mixed Use: Residential, Office WYNWOOD/E C 01-3231-003-0690, Centre- Phase III) DGEWATER 01-3231-0013-0670.....- 13 01-3231-03-0020 Opera Tower (Miramar MUSP 1744 North Bayshore Drive Mixed Use: Residential. WYNWOOD/E B Centre - Phase ll) DGEWATER 14 01-3231-057-0001 Omni Development MUSP 1507-1701 Biscayne Boulevard Mixed Use: Residential & Retail DOWNTOWN D (Demolish existing mall & hotel) 15 1400 Biscayne Blvd MUSP 1400 Biscayne Blvd DOWNTOWN D �.� �,, � ., ... .., • , °r.. tier; z r CITY OF • - cityi Results Layers Legend � �4R� �etl n 4 I t ri a t#r 131i�•`'�r�AY b h l xit fl.h T" fl I CT r ISI t{)� Project "�, z T' 1 .! �'_'" ' • ' _ a 1 cr.:: 'E� 9 r tr o}, }`r� i+ 71i� N1 11. qq'� a�""1'{y Twnl�7�1`•S`,i '�'�"P'�. '"X. � y, r d�"}i `"r'� �'V�fy ly�llr � .r,�t hw• � v. I � w'I rtE-°{ • Ij ,ra .�1 ' � ti rl °?, r ' � ,—SLI ° , � r .�y Eikd �n�',�`. qp 3 ✓F.y IAM .x ��1r r Y 'd E ° L W h !{ph.f, 73 1 I 7� ce r2 Ig �e Tower (Biscayne • — q . rkaN�°i� �. it�. 1 iPark (1770 North �2 I��C + ; a•a l• —� a 1)' 1 Y m P tYrh r�'h ��RAO rn on the Bay 15` r`+ .� tV I t • ■a • h ° %hr Ix ^ � 1F4^k yr rY$ V i yE"'•'� �;,.;: .�,1 c 4 s� l4 v "}'�' a ". � -r I fr' W ,1 s`''t'''F �.;,,,.�� .�1%}nr.•,1�:} (' �IISir %t'� �`5' �mx: `a'a' C y;r'r, 'G ul � � n } ,, r 1 y ryl lr1'• r14 �I "'+'p gqrnrn77 1V' .., � ��. i % P JYGr �I y $1IgftttNEr la t ppS k 4+S h 5 q 35 r Z hq }t � �: !�°� V .l�atQc�f� kY -:;ti "'rmr•=F�i r +'rvL "� '�1vl a-: s '� 6l j ih 9 a : t 4�j rh tlTy PtiAc}ai..°�J a[t C�3 URBANA TOWER U N z 49 5 NE 18th Street 1 N / N SITE 58� .� � N NE 17th Terrace 17J N c N Q TAZ 494 -� % N I z 11.33 12.35 15,14 6.57 20.45 7.31 8.77 18.09 Site Only Traffic PM Peak Hour IN 48 OUT 130 TOTAL .178 ■e N NTS TRANSPORT ANALYSIS PROFESSIONALS FIGURE 5 4 i s<D C,4 � FIGURE 6 AM AND PM PEAK HOUR- PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. ROPOLIS BAYSHORE CONDOMINIUM April 29, 2003 Page 22 NE 16th Street NE 15th Terrace School Board Parking Garage ti 4-14 14 t I� NL 46 TJ,�r11 N C N Q CN A TAZ 506 �0 164/6111j,04161 /� �• 170/ 23/133. 4 0 >7. SITE ti N � X18 aim NE 15th Street �1 o a _ 4—} �1 co M Peak Hour -� I 95 m UT 129 a� TAL 224 U m N Mrs South Truck Court Garage Driveway OEM . PM Peak Hour Site Only Traffic The Chelsea � TRANSPORT ANALYSIS PROFESSIONALS FIGURE 5 91 FA r Q U 0 J N W m z Z Z QN. T. S. U OD NE 17 TERR IN = 164 OUT= 135 NE 17 STS rnr:�.. co L-(23) NE 17 STO J LE (27)CT SITE v NE 16 ST m — 46 v NE 15 ST VENETIAN CSWY LEGEND XX -ENTER (XX) - EXIT PROJECT: -- TITLE: ' EXHIBIT No. pcl 1650 BISCAYNE BOULEVARD PM PEAK HOUR MUSP TRAFFIC IMPACT STUDY PROJECT TRIPS 13 m coq .PROJECT: TITLE: EXHIBIT NO. � ELLIPSE PM PEAK HOUR 1 MUSP TRAFFICIMPACT STUDY PROJECT TRIPS 13 0-4 to PROJECT, TITLEi EXHIBIT No. PORTICO PM PEAK HOUR MUSP TRAFFIC IMPACT STUDY PROJECT TRIPS 13. N.T.S. NE 20 ST o J ' m W Z Q U m N�199l. NE19ST . ui NE 18 ST ��B NE 18 ST' t—• •14� NE 17 TER ' • 3 C . o W. o NE 17 ST m ' z o ' PROJECT, TITLEi EXHIBIT No. PORTICO PM PEAK HOUR MUSP TRAFFIC IMPACT STUDY PROJECT TRIPS 13. 0 -� i°y and t3 NE 19th Ter -OJ�10- f'i° �21z 42 21 NE 19th Sfi` �� 21 • 32 81 —0. mtQ 24 �1 NE 18th St Q 141 NE 17th Ter �" � M 9. f-157 :rr rrrr: c NE 17th Ter rl 283 22 0 6�,► z l� 159 Flo' 453 N E I ' 4-2 NE 17th 5t `V ��� ♦-1 `V 24 I t � 29 ,t g NE 16th St • NE 14th St _I LEGEND O Signalized • Unsignalized NE 151h Ter4-50 N 313 I NE 15th St i ♦-276 ♦J 85 2 NE 15th 14 N 217 _♦ 1 — 134—► 1 e_�� 27 m^� NE 14th Ter o` on 28 P� �ro� 9 �1LO. ♦_419 5 1 +-23 48 31 31 • I 89 21—► 51—► 42 F�� n 52 N o m NE 13th Ter CD W z m o _o ° a !-- 362 194 364 N -0-595 St NE 13t \ Fig Miramar Centre Phases II and III Future (2003) Peak Season Traffic With Project Trips Figure 6 C v C 0 N N T > c O — W > U 7 F Z QO I— m m 2 2y O Z N o Q A > ro r L Coy o \ M N M w 2y,/� �eCfar a 8 o 8%/56 z 2%/14 T 9%/62 .4 9%/62 --- 17%/118 -- 8%/56 87/56 m 8%/74 --0 1 16%/148 7%/65 7%/65 9g,8 3 6� N b\ M M O r \ mCD o N - 8% IN/103 ,n 11% IN/142-110 o N N r 1%/7 Service1 Service NE 17th Street 1 Drive Drive ICD Co See Figure 6LO LO N M n for Detailed En M O r Site Traffic ALO O� N Distribution and C Assignment IV Z \ NO OMCo \ 1 1 r Service Service T Drive DriveCD N 1 AA \1 M O N rq V M V \ N Z \ b\ u7 t1j �p N Q N C'ICo M \ b\ \ O 14-- 2%/14 CO `� /- 17/7 57/35 5%/35 NE 15th Street � 5%/47 2%/18 -/ 17,9 10%,92�. 1 � 1 CD 00 z1' 00 /— 7% OUT/68 \ N rn Z 10% iN/129—� o 0 FIGURE 5 O LEGEND "' TRIP DISTRIBUTION AND ASSIGNMENT X7 XX<XX> NEW DISTRIBUTION/NEW ASSIGNMENT<PASS—BY ASSIGNMENT> XXL IN/XX PERSON TRIP DISTRIBUTION./ASSIGNMENT (MAXIMUM) r"—� Kimley-Horn wow _ =MR - Projectiveway vole "ntering and flect total volumes , at the driveways (Table 9). All 0mes shown ore based on the se (proposed — existing) inme (Table 10). Q Carl I 7e Z c L� U) � r� N w rt 3%/21* 5%/46 1 %/7* 6%/42* W l � 2%/18*—� �20%/139<50>* 4 N U) U) � r� N A CoCnN 5%/46 �0%/208<54>* * rn 5%/46 �20%/139<50>* 4 5%/46—:� 36%/333<104> —00 5%/46 A NE 17th Terrace NE 17th Street (Biscayne Promen SITE SI TE 11 177/157<61> Co 5% IN+4% OUT/74. 14%/130<43> cn -, rn � SITE z N 5%/46� 67/55 '%/65<38> 0% IN+S% OUT/127 4%/37<31> 4%/37 ,,-4%/37 2%/14* 7%/49*� C. rn �— 217/194<69> 5%/46 NE 16th Street 17%/118<69> —/ 5%/46� w � [n 8%/56<36>*---�' 14%/97<33>*� cD A A w m v IFIGURE 6 DETAILED PROJECT LEGEND TRIP DISTRIBUTION XX<XX> NEW DISTRIBUTION/NEW ASSIGNMENT<PASS—BY ASSIGNMENT> AND ASSIGNMENT C% IN/XX PERSON TRIP DISTRIBUTION/ASSIGNMENT (MAXIMUM) ®� Kimley-Horn ®❑ and Associates, Inc. _ U) � 5%/46 rn01 -4-34%/235<104> v v 5%/46 11 177/157<61> Co 5% IN+4% OUT/74. 14%/130<43> cn -, rn � SITE z N 5%/46� 67/55 '%/65<38> 0% IN+S% OUT/127 4%/37<31> 4%/37 ,,-4%/37 2%/14* 7%/49*� C. rn �— 217/194<69> 5%/46 NE 16th Street 17%/118<69> —/ 5%/46� w � [n 8%/56<36>*---�' 14%/97<33>*� cD A A w m v IFIGURE 6 DETAILED PROJECT LEGEND TRIP DISTRIBUTION XX<XX> NEW DISTRIBUTION/NEW ASSIGNMENT<PASS—BY ASSIGNMENT> AND ASSIGNMENT C% IN/XX PERSON TRIP DISTRIBUTION/ASSIGNMENT (MAXIMUM) ®� Kimley-Horn ®❑ and Associates, Inc. _ ► l9UU Is1 cayne lva . MUSY Traffic DMCL Study Figure 3: PM Peak Site Traffic 1 J Appendix F: Transit 28 • 170o Biscayne Blvd MUSP Appendix G: Corridor Analysis (Person Trip) �9 170o Biscayne Blvd MUSP Table: T-6 1700 Biscayne Blvd MUSP PM - PERSON TRIP VOLUME AND CAPACITY ANALYSIS TABLE Notes: ROADWAY MODE ROADWAY FROM TO EXISTING CONDITION Biscayne Blvd (US 1) DIR MIAMI ADOPTED LOS CORRIDOR TYPE ROADWAY VEHICULAR CAPACITY PERSON- TRIP CAPACITY 1.6 PPV ROADWAY VEHICULAR VOLUME1.4 PERSON- TRIP VOLUME PPV EXCESS PERSON TRIP CAPACITY ROADWAY PERSON TRIP V/C LOS NE 23rd St NE 11th St SB E 2LD-STATE 1800 2880 809 1132 1748 0.39 C NE 11th St NE 23rd St NB E 2LD-STATE 1800 2880 1115 1561 1319 0.54 C NE 2nd Ave NE 23rd St NE 11th St SB E 2LU-COUNTY 1634 2614.4 582 814 1800 0.31 C NE 11th St BACKGROUND - Biscayne Blvd (US 1) NE 23rd St 00 NB E 2LU-COUNTY 1634 2614.4 528 739 1876 0.28 C NE 23rd St NE 11th St SB E 2LD-STATE 1800 2880 853 1195 1685 0.41 C NE 11th St NE 23rd St NB E 2LD-STATE 1800 2880 1177 1647 1233 0.57 C NE 2nd Ave NE 23rd St NE 11th St SB E 2LU-COUNTY 1634 2614 614 859 1755 0.33 C NE 11th St BACKGROUNDa Biscayne Blvd (US 1) NE 23rd St s TRAFFIC NB E 2LU-COUNTY 1634 2614 557 1779 1835 0.30 C NE 23rd St NE 11th StSB E 2LD-STATE 1800 2880 1154 1616 1264 0-56 C NE 11th St NE 23rd St NB E 2LD-STATE 1800 2880 1713 2398 482 0.83 D NE 2nd Ave NE 23rd St NE 11th St SB E 2LU-COUNTY 1634 2614 658 921 1694 0.35 C NE 11th St WITH PROJECT AND BACKGROUND Bisca ne Blvd (US 1) NE 23rd St & COMMITtED NB TRAFFIC E 2LU-COUNTY 1634 2614 696 974 1641 0.37 C NE 23rd St NE 11th St SB E 2LD-STATE 1800 2880 1338 1874 1006 0.65 C NE 11th St NE 23rd St NB E 2LD-STATE 1800 2880 1842 2578 302 0.90 D NE 2nd Ave NE 23rd St NE 11th St SB E 2LU-COUNTY 1634 2614 718 1005 1610 0.38 C NE 11th St NE 23rd St NB E 2LU-COUNTY 1634 2614 941 1317 1298 0.50 C Notes: Table: T-5 1700 Biscayne Blvd MUSP PM PEAK HOUR VOLUMES 1 Road Name 2 Location of Count 3 Source of Data: RGA=Richard Garcia & Associates, Inc. 4 Beginning of data count 5 Ending of data count 6 Peak Seasonal Correction Factor obtained from 2005 Florida Traffic Information CD, Miami -Dade South Category 8701 7 Axle Correction Factor obtained from 2005 Florida Traffic Information CD 8 Link Direction 9 & 10 Raw Data 11 Average of Count 12 Peak Season Adjusted PM Peak Hour Calculafion=Average*PSCF'ACF © Richard Garcia and Associates, Inc. 2005 s ROADWAY U PM Peak Hour PM PEAK m °' HOUR Link NAME AT cn Q o a ¢ DIR Wednesday Thursday AVERAGE VOLUME 101711111MMO "'111111191 c" $,'NALLY ADJUSTED) 1 2 3 4 5 6 7 8 9 10 11 12 ti ti 56 787 815 801 809 NB 1048 1161 1105 1,115 1 Biscayne Blvd (US 1) North of NE 17 ST 0 N N o o LINK 1835 1976 1906 1,924 c� co ti ti SB 584 568 576 582 2 NE 2nd Ave North of NE 17 ST Q (D !R N 0 N N R M o NB 427 618 523 528 c� c� LINK 1011 1186 1099 1,109 1 Road Name 2 Location of Count 3 Source of Data: RGA=Richard Garcia & Associates, Inc. 4 Beginning of data count 5 Ending of data count 6 Peak Seasonal Correction Factor obtained from 2005 Florida Traffic Information CD, Miami -Dade South Category 8701 7 Axle Correction Factor obtained from 2005 Florida Traffic Information CD 8 Link Direction 9 & 10 Raw Data 11 Average of Count 12 Peak Season Adjusted PM Peak Hour Calculafion=Average*PSCF'ACF © Richard Garcia and Associates, Inc. 2005 MIAMI-DADE METROPOLITAN PLANNING ORGANIZATION TRANSPORTATION IMPROVEMENT PROGRAM FEDERALLY -FUNDED PROJECTS HIGHWAYS MIAMI-DADE ACCESS IMPROVEMENT Activity /Phas Funding Source L Proposed Funding ($000s) MPO Project Num. Facilityject Name /Pro County Type of Work Lanes Exist Improv Add9 Federal Funding Components 2008 TCM Project 5 -Yr Page Ref Agency Project Num. From/Location To/Location Old litem Roadway ID Length (miles) Begin Point End Point DT4146241 SR 5/US-1/RISC BLVD MIAMI-DADE RESURFACING Activity Funding Proposed Fun�2008 4146241 FROM N.E. 13TH STREET TO N.E. 38TH STREET 87030000 1.762 11.873 13.635 4 4 0 /Phase Source 2006 200 Al -60 CST ACXA . 0 0 1 3,046 DT4146871 SR 91 51N 6TH AVENUE MIAMI-DADE ACCESS IMPROVEMENT Activity /Phas Funding Source L Proposed Funding ($000s) Al -75 Al -79 4146871 FROM N.E. 126TH STREET TO N OF N.E..145TH S87034000 1.272 2.369 3.641 4 4 0 2006 2007 2008 L. ING I SS I 28 I 0 I 01 DT4146881 SR 9/SW 27TH AVENUE MIAMI-DADE ACCESS IMPROVEMENT Activity /PhaseSource Funding Proposed Funding ($000s) 2006 2007 2008 Proposed Funding ($000s) Al -75 4146881 FROM S.W. 28TH LANE TO S.W. 8TH STREET 87240000 1.683 0.056 1.739 4 4 0 4147611 FROM MILLS DRIVE TO SW 102ND AVENU INC SS 0 96- 0 INC DT4147251 I SR A1A/HARDING AVE. 4147251 1 FROM 75TH STREET I TO 88TH STREET RESURFACING Activityl Funding Proposed Funding ($0006) !Phas Source - Al -105 87060000 1 0.867 1 1.017 1 1.884 1 3 3 0 2006 1 2007 2008 INC I SS 1 100 1 0 1 0 DT4147611 SR 94/KENDALL DRIVE MIAMI-DADE ADD TURN LANE(S) Activity /PhaseSource Funding Proposed Funding ($000s) 4147651 FM NE 2 AVE TO BISC E FM NE 2 AVE TO NW 5 () Al -87 4147611 FROM MILLS DRIVE TO SW 102ND AVENU 87001000 1.845 5.798 7.643 6 6 0 2006 2007 - 2008 0 0 INC SS60 SE 0 0 PE CST SS 1,625 0 0 DT4147651 EL PORTAU87TH STIR. MIAMI-DADE SIDEWALK Activity /Phas Funding Source Proposed Funding ($000s) 4147651 FM NE 2 AVE TO BISC E FM NE 2 AVE TO NW 5 () 0 0 0 2006 2007 2008 CST SE 0 0 356 PDE SE 0 12 0 PE SE 0 105 0 Approved May 17,1004 Section F1- Page 10 of 25 Appendix H: Intersection & Driveway Analysis 30 170o Biscayne Blvd MUSP 1700 Biscayne Blvd MUSP I toll ,Vj ,'I ^�fiY^n • . , . �. .?. Fr �^ ; =.'i ra 11►` 3 ' � kS � ., � �'�r @_ 3 + �y � + + '�^Tmr✓d--q� ��,}„1ij� +7 ` 1��� � or �p . . ....... . �' IN uA 1. *��f ' r :Yid +`1v(�.SJ! +"'^�a ti ,�5•� �{ �� y'v4+nrr i,�'a I-. i� tt u,�3`��,g`� S a � � : ca�_ •• � I k -r � �+y,� '^F��; > ,lSi5��h rr ��� d�Y.' .f.: -. w "`i- • • I t1 a "a4. '}1th n 15 aai`l.?,c0{ :y r ..i E � � • �� c is � � �� , e ��.T�t�,g ��. i hr >&az iv 3 ar d"7'14 F° .. .. - ; •�,• . ,h iy NCwyr l �FQ 4 1 4 F 9 ti lw k a. if IP�j i . 6 Y1taN i Y i f y row alwyl! ! +' i i M� 77i1tbGSt. z �SKNI jl a li ��T' 12 5'P Y H < r i f � :3a � ,,a � • l'�� �°� r ° r I �� � �. � .I �• �'` :..,.. _. ., � � �����.•- a �� � �'. .. +kms � i �� � P:: � . i t a'. r. � <'731E a' HCM Signalized Intersection Capacity Analysis Q7-073 1700 Biscayne Blvd MUSP 1: NE 17th St & Biscayne Blvd PM Existing (2007) -- I i i Lane Confiqurations Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 ` 4 �nk-1.4 ,. Frt 0.92 0.95 1.00 1.00 0.99 Fro>ed 0 98 .., ,< , .. �(J 32 Satd. Flow (prot) 1681 1723 1770 3539 3517 ;: r a Satd. Flow (perm) 1681 1723 637 3539 3517 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Q Lane Group Flow (vph) 0 53 0 0 23 0 33 952 0 0 779 0 Protected Phases 2 2 6 6 8 4 rn, YY Actuated Green, G (s) 7.3 6.6 88.1 88.1 88.1 w WN, a � E feet ve :Gree t; g (S) 7 ;3 M 6 6 89 s9 '�3 ,�E � N 89 r Actuated g/C Ratio 0.06 0.06 0.77 0.77 0.77 £ z CtlEarace i!�` �$ „� ` 0 4 0 'a. ,a„ Ft x. 4 � .. .. .,, �.,Y .,,, s,,.&. ,...3 », s.... ..,s.�a:,s,,;-Fv. Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 v/s Ratio Prot c0.03 c0.01 A1C c0.27 0.22 v/c Ratio 0.50 0.23 0.07 0.35 0.29 7Kh �r Progression Factor 1.00 1.00 1.00 1.00 0.82 ,In��emental Delay, Delay (s) 55.6 53.0 3.3 4.3 3.3 Approach Delay (s) 55.6 53.0 4.3 3.3 HCM Volume to Capacity ratio 0.35 Intersection Capacity Utilization 36.3% ICU Level of Service SA c ., Critical La e Gr up �� ;�m✓ ��� � �, t;:...�.z.�,_� ti �.�„ , �,. ✓ .. ��� ..,.<:�k�. �� .,_ ... . ` ,�� �:� f � 4 i 07-073 1700 Biscayne Blvd MUSP 6/20/2007 PM Existing (2007) Synchro 5 Report Page 2 floridivl7-AA51 7l[DiOgG 07-0731700Biscayne Blvd M[]Sp 1 NE 17th St & Biscayne Blvd PK8Existing (2OO7) °-- 4� t | Minimum SplitTotal me�xwmoe �m mm �nom uoom �ax Actuated,q/C Ratio 0.06 0.06 0.77 0.77 0.77 . d1 21.2 33.0 31 4.0 37 CIS Cycle Length: 115 C D A A A Offset: O K]%J. Referenced to ohose8:NBTL. Start ofGreen n Intersection Signal Delay: 40 Intersection LOS:A 8o|dsand Phases: 1: NE 17th St& BianayneBlvd 07-073 1700 Biscayne Blvd MUSP 6/20/2007 PM Existing (2007) Page flohdlv|7`AA51 41 08 07-073 1700 Biscayne Blvd MUSP 6/20/2007 PM Existing (2007) Page flohdlv|7`AA51 HCM Signalized Intersection Capacity Analysis 07-073 1700 Biscayne Blvd MUSP 2: NE 17th Terr & Biscayne Blvd * PM Existing (2007) Lane Confiqurations Vi T+ V +U V, +14 Total Lost time (s) 4.0 4.0 4.0 a, 0.90 1.00 0,88 4.0 4.0 1.,00 0.99 4.0 4.0 1.00 1.00 Satd. Flow (prot) 1656 1770 1635 1770 3516 1770 3537 FItKerrrlt(etl Satd. Flow (perm) 931 1645 1635 641 3516 398 3537 Peak -hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 . 0.91 Lane Group Flow (vph) 0 32 0 56 167 0 8 1038 0 198 815 0 4 2 1 6 Actuated Green, G (s) 9.6 9.6 9.6 74.4 74.4 96.4 96.4 Actuated g/C Ratio 0.08 0.08 0.08 0.65 0.65 0.85 0.85 "°'E; s^�^ 4 t h 1 EF`�' ,�: f � .: { f 1 P.y t y,.F .N' � ?., Ph .:� C S .,s^ t - ✓ M Vehicle Extension (s) 3.0` 3.0 3.0 3.0 3.0 3.0 3.0 v/s Ratio Prot c0.10 c0.30 c0.06 M 0.23 v/c Ratio 0.41 0.41 1.23 0.02 0.46 0.35 0.27 Progression Factor 1.00 1..00 1.00 0.53 0,71 1.00 1.00 Delay (s) 53.5 52.0 203.7 3.9 7.8 5.4 2.0 � a2 Y � s• � t � t � � v ,� t q p a� x s. � d"� sx,+� C r - x � ? Approach Delay (s) 53.5 165.6 7.8 2.7 ,,; � �- � � � �- ��-�.� � �'�15<a. ,., � .. St�l'Tt:�Of��0�5f tlf'i'le�s 5��,� � � � .� •� Intersection Capacity Utilization 59.9% ICU Level of Service A c Crttcal up; Line Gro # w, 07-073 1700 Biscayne Blvd MUSP 6/20/2007 PM Existing (2007) Synchro 5 Report Page 4 floridivl7-AA51 Timings 07-073 1700 Biscayne Blvd MUSP 2: NE 17th Terr & Biscayne Blvd PM Existing (2007) -`* -+ - 4\ t * Lane Confiqurations Turn Type Perm Perm Perm pm Permitted Phases 4 8 2 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 4,0 4.0 4.0 4.0 To.::.� . tal ri..._.,�. �..., .......,':"2"_4"."0'_' 2"_ .., q:...u.: ...,,, . . ....... .:... .. .r_,r.0 „ _" :. _...._ _. Split (s) 24.0 24.0 24,0 24.0 68.0 68.0 23,00 9_1"'."0-' Yellow -Time (s) 4.0 4,0 4.0 4.0 4.0 4.0 3.5 4.0 Lead/Lag Lac Laa Lead Recall Mode Min Min Min Min Coord Coord Max Max Act Efct'Gree(i�s) 97 g 7�� 7 f7`� 74 'Iz � -IN"! Actuated g/C Ratio 0.08 0.08 0,08. 0.65 0.65 0.85 0.85 Uniform Delay, d1 12.1 50.1 9.2 7.2 10.1 1.5 1.7 LOS C D B A A A A Approach LOS C C { A A m4 .._ --- Cvcle Lenath: 115 Offset: 14 (12%), Referenced to phase 2:NBTL, Start of Green Actuated -Coordinated Intersection Signal Delay: 6.7 Intersection LOS: A Splits and Phases: 2: NE 17th Terr & Biscayne Blvd 07-073 1700 Biscayne Blvd MUSP 6/20/2007 PM Existing (2007) Synchro 5 Report Page 3 floridlvl7-AA51 01 o2 m4 .._ --- .a :. M a _"HARM 06 08 07-073 1700 Biscayne Blvd MUSP 6/20/2007 PM Existing (2007) Synchro 5 Report Page 3 floridlvl7-AA51 HCM Unsignalized Intersection Capacity Analysis 07-073 1700 Biscayne Blvd MUSP 3: NE 17th St & NE 2nd Ave PM Existing (2007) om -� �� 1 %� 7 w d� � Y 3 3 .."' Xd�, v'i�.3hZ:•T"o � ''Yi�4-�'FGjS�'c�.s '�'{`' �� �'�"qt �1 �` � 9t 'f" 9' -+,� �+t,�y Lane Configurations Y tT+ *Tt S';Ign Control Stop Freeree ,k Grade 0% 0% 0% Uol►re (ueh/i�) 20 40 y' 80 b 31 24 k 432, ;:t. ., is Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 to � �s Pedestrians Lane 1(Vidth (ft) tF (s) . 3.5 3.3 2.2 cM capacity (veh/h) 257 664 921 cSH 434 1.700 1700 921 1700 MoluPne,toCapaclt�r Queue Length (ft) 13� 0 0 2 0 e LOS 07-073 1700 Biscayne Blvd MUSP 6/20/2007 PM Existing (2007) Synchro 5 Report Page 1 floridlv17-AA51 HCM Unsignalized Intersection Capacity Analysis 07-073 1700 Biscayne Blvd MUSP 4: NE 17th Terr & NE 2nd Ave PM Existing (2007) Grade 0% 0% 0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Pedestrians vC1, stage 1 conf vol 929 0 tC, single (s) 6.8 6.9 4.1 cM capacity (veh/h) 328 541 1292 cSH 447 1.700 1700 1292 1700 Approach LOS B 07-073 1.700 Biscayne Blvd MUSP 6/20/2007 PM Existing (2007) Synchro 5 Report Page 2 floridlvl7-AA51 /r ``rr;11 '�:�. �r a F ijnitip`rR\cyA ,a t WO!+ r� {' }! c r - >w t r,.F Y, • F .. „ r ant $�7r i"tvr 1.* y J 3 t e qy Ah:l� ;, tit r ' • 5 ]N • • t , • C �"` HN", am � ♦ • k t amAr I tr � a�f � I �!' • 1 +/ �as, -• :', ;,... !;< .., ♦ , i G � ! e} i. H z.�.lv ;' ' �y.. ��f� r2 �, � } +t�` 51 xr '�.A!}4� f �� �� t • i :; FF c^_ 9 !R, + 1,E • s � � ^at f rl :J, � s'91 .� ''F;. as J;+. r5 r • a 32 i •• '� 1. 6t r t y. 41 Iv C � ° ]I !,': r I s "f ,�r � V • • I .1.,,, d � +'i ��r ' �� s � I ;}I i i : s�i t)aa � It r_, �,I I h7.. � Ibt ,.. t : � r� • `?; , 4�.1 •• y I 4i r r .:r F� I' r " r S • ii 1 � r r: y + 4s s "tit S1 thr r4byxi iirW� ` t f�* 4 i. f its : r • ' `; J } 1.50 �',Y�.flgrnYA�h'r"u�' I(ej r y} r. �C `?5x #t. y tf rl •• i� 1 ,. ... � t � ��.h ! y �ime� ': lY ,�i 1 1 ,. 17 'k.-. av:t Ai�� e, a ,-4, C: ,..a: � f. i�7 r �'{;,I HCM Signalized Intersection Capacity Analysis 07-073 1700 Biscayne Blvd MUSP 1: NE 17th St & Biscayne Blvd PM Proposed (2010) Lane Configurations Total Lost time 4,0 4.0 4.0 4.0 4.0 Frt 0.94 0.95 1.00 1.00 0,99 Satd. Flow (prot) 1698 1721 1770 3539 3493 Satd. Flow (perm) 1698 1721 405 3539 3493 Peak -.hour factor, PHF 0.95 0.95 0.95 0.95 0,95 0,95 0.95 0.95 0.95 0.95 0.95 0.95 rj5 tog yr> 97 Lane Group Flow (voh) 0 125 0 0 25 0 97 1288 0 0 1137 0 Protected Phases 2 2 6 6 8 4 . a 4 '3cr , a. F, xh t �.. y Perrpi ed Phases L p k Actuated Green, G (s) 11.4 6.7 84.9 84.9 84.9 .s a..,. Effective Greeff g(s) 4 y 67� 84 9 84 9 84 9 .sax <�a,;a14xs .. Actuated WC Ratio 0.10 0.06 0.74 0.74 0.74< Vehicle Extension (s) 3.0 3.0 3.0 3,0 3.0 v/s Ratio Prot c0.07 c0.01 c0.36 0,33 �up _ � � v v/c Ratio 0.74 0.25 0.32 0.49 0.44 Progression Factor 1.00 1.00 1.00 1.00 0.72 mom" S3h aY e = O 4 Delay (s) 66.6 53.1 8.0 6.9 4.6 Approach Delay (s) 66.6 53.1 6.9 4.6 Approach HCM Volume to Capacity ratio 0.50 a 9 a r3 i.� h - v� %ctuafed Cycle length ts�> s5 0 Q Sum of Iosl tiM ts) „< F s£z�2 0 k Intersection Capacity Utilization 61.2% ICU Level of Service _ B 4 07-073 1700 Biscayne Blvd MUSP 6/20/2007 PM Proposed (2010) Synchro 5 Report Page 2 floridlvl7-AA51 Timings 07-073 1700 Biscayne Blvd MUSP 1: NE 17th St & Biscayne Blvd PM Proposed (2010) --i► *-- I i Turn Type Perm otected Phases x ' ,f>x 6' ,. Permitted Phases 8 xc' a Asa � ,� a a & a � �" Ltd" .� r€ - ft r a r � � •: €� � Z €, f � � a rz : _2 Detector Piases F 2 6M".8 4,, Minimum Initial(s)4.0 4.0 4.0 4.0 4.0 tal Split (s) 22.0 20.0 73.0 73,0 73.0 ta15Spit (%) ,r�F19%0 17°l0 63% 63°/n 63/0 _, , x<aF,.x .0. b, .. .s.. . n...,:�r ,.,? How Time (s) 3.5 3.5 3.5 3.5 3.5 Recall Mode Min Min Coord Coord Max - AcM Eft., 'Green (s) ` ; � 11 4 ` >.6 7 'M >,. Actuated WC Ratio 0.10 0.06 0.74 0.74 0.74 Delay, d1 35.9 32,9 5.5 6.2 5.7 LOS D D A A A 35 1 37,5 ;x. 0 ,'pproactDelay 08 Approach LOS D D A A Cvcle Lenqth: 115 Offset: 0 (0%), Referenced to phase 8:NBTL, Start of Green Control Toe: Actuated -Coordinated Intersection Signal Delay: 7.6 Intersection LOS: A .,s i' ,x xxg s 3 2 .a =: � - r z n x r,, g r• tnfe�secfion CapacitytCJtillzation �1 2% _' }CLr Leuel of Sevice B n ., >:., c. :r, .m, ., �,..,.x ..�. ....xviz. a.�rr�aw:<'r z, 4„ti.� xn��•Fttx, l., mw#b �easa. ,�',� .t�iA........, ..h ... i., .. e'” Splits and Phases: 1: NE 17th St & Biscayne Blvd o2 14,07-06 i o4 Y - 08 07-073 1700 Biscayne Blvd MUSP 6/20/2007 PM Proposed (2010) Synchro 5 Report Page 1 floridlvl7-AA51 HCM Signalized Intersection Capacity Analysis07-073 1700 Biscayne Blvd MUSP-OPTIMIZED 2: NE 17th Terr & Biscayne Blvd PM Proposed (2010) Lane Confiaurations 4 V1 U V5 +14 V1 +U Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Frt 0.95 1.00 0.90 1.00 0.99 1.00 0.99 FIt�Protecte� 0` 99 T i k b "95`F1` 0� f 0 95 00 095 81,00 Satd. Flow (Prot) 1745 1770 1677 1770 3521 1770 3506 Satd. Flow (perm) 847 828 1677 461 3521 137 3506 V�ofurrie(upkh� �' 59 s 84 $7 88 98° 196 34 1235 45 ry 22 979 Ej5 'vaw,,, i, Peak -hour factor. PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Lane Group Flow (vph) 0 253 0 97 323 0 37 1406 0 243 1147 0 Protected Phases 4 8 2 1 6 Actuated Green, G (s) 27.7 27.7 27.7 59.3 59,3 79.3 79.3 Actuated g/C Ratio. 0.24 0.24 0.24 0.52 0.52 0.69 0.69 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 v/s Ratio Prot 0.19 0.40 c0.11 0.33 }� � { v/c Ratio 1.24 .- 0.49 0.80 0.16 0.77 0.75 0.47 Progression Factor 1.00 1.00 1.00 0.65 0.79 1.00 1.00 Inremetal ` 1 f (42 6 F y I'Q 6 ` 1 3 " . 3 0 s'211115 Or7 xDea�l, ,d2„ Delay (s) 186.3 39.4 51.6 10.8 20.8 45.6 8.9 Approach Delay (s) 186.3 48.8 20.5 15.3 3z'. _11111 -;� pproS acl�LOS Y �a.�� �v 'a F �� HCM Volume to Capacity ratio 0.87 Actuated Cycle Intersection Capacity Utilization 99.1% ICU Level of Service E c ; i Critical �.an� �rPup 07-073 1700 Biscayne Blvd MUSP 6/20/2007 PM Proposed (2010) Synchro 5 Report Page 2 floridlvl7-AA51 Timings 07-073 1700 Biscayne Blvd MUSP-OPTIMIZED 2: NE 17th Terr & Biscayne Blvd PM Proposed (2010) Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Total Split (s) 38.0 38,0 38.0 38.0 57.0 57.0 20.0 77.0 Tote, Spit(%� -...A . Yellow Time (s)� 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 - AII Lead/Lag Lag Lag Lead Recall Mode Min Min Min Min Coord Coord Max Max Actuated g/C Ratio 0.24 0.24 0.24 0.52 0.52 0.69> 0.69 z;�, ,a �x•:zrs. ., .a��.. _fie., ..4�' s �.. .. . Uniform Delay, d1 37.5 37.0 28.3 14.6 22.4 25.7 8.1 Cvcle Lenath: 115 Offset: 14 (12%), Referenced to phase 2:NBTL, Start of Green Control Type: Act Intersection Signal Delay: 19.8 Intersection LOS: B Splits and Phases: 2: NE 17th Terr & Biscayne Blvd 01 "T o2 -4o4 LOS D D C B C C A 08 Approach LOS D C B B Cvcle Lenath: 115 Offset: 14 (12%), Referenced to phase 2:NBTL, Start of Green Control Type: Act Intersection Signal Delay: 19.8 Intersection LOS: B Splits and Phases: 2: NE 17th Terr & Biscayne Blvd 01 "T o2 -4o4 06 08 07-073 1700 Biscayne Blvd MUSP 6/20/2007 PM Proposed (2010) Synchro 5 Report Page 1 floridlvl7-AA51 HCM Unsignalized Intersection Capacity Analysis 07-073 1700 Biscayne Blvd MUSP 3: NE 17th St & NE 2nd Ave PM Proposed (2010) 'r 'I- ,. Lane Configurations V +T+ +'+ Grade 0% 0% 0% n Uolurne cSH 231 1700 1700 775 1700 x Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Pedestrians Walking Speed (ft/s) Riaht turn flare (veh ve Volume Left 72 0 0 120 0 Uolurne cSH 231 1700 1700 775 1700 Vr luine to Capciy b 79 .,.��5¢v-.rma�..�,. .a�.. _„a< .� ._ ..?,<, .7 Queue Length (ft) 143 0 30 0 20 0 15 0 23 <.t_<aw.za,.�<. , s.,. ., <. .,,,x-.�.-, ,..... ..> ;�s.., s, ax. , ..,,r... . ,..... .mss .». �,..,. ,m ._ . .... <M 0 0 14 0 Lane LOS F A Rom, .. ....,.� Approach LOS F 07-073 1700 Biscayne Blvd MUSP 6/20/2007 PM Proposed (2010) Synchro 5 Report Page 1 floridlvl7-AA51 HCM Unsignalized Intersection Capacity Analysis 07-073 1700 Biscayne Blvd MUSP 4: NE 17th Terr & NE 2nd Ave PM Proposed (2010) 'I- Grade 0% 0% 0% ,s7 � r 2 , v st �?r., . , ..v §, ,.es�.is ,. .-�¢ a ;,�.�,. , ctx, ., , ,..x. t .,.ri a ,,, , ,, ,,,,,,, ,, ✓'�,,,� .�c_ . ».. 3 .. ... , ., . ,t :, . Peak Hour factor 0.94 0.94 0.94 0.94 0.94 0.94 Pedestrians cSH 316 1700 1700 1250 1700 Approach LOS F 07-073 1700 Biscayne Blvd MUSP 612012007 PM Proposed (2010) Synchro 5 Report Page 1 floridlvl7-AA51 HCM Unsignalized Intersection Capacity Analysis 07-073 1700 Biscayne Blvd MUSP 5: NE 17th St & DIM PM Proposed (2010) -- .�-- uet��>_trr: Lane Configurations Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 o!l��YflowrqI—veh%h)<r 0 209 �2 80 0 75 .. 3 �f.., Pedestrians Lane i .-,ran z.. ... - >,.a,..,rs ,.,, .,, s ,: „ ,,.,�.�i} 1k, ,.0 •a. ,„..�;.� .. �. ,.x, ,- ,.. �� .. �j .N..>„� ... _. -,. ...., ..£..,.�., ��`��,,,, w Walking Speed (ft/s) .k Right turn flare (veh) ian storage veh vC1, stage 1 conf vol 02� tC, single (s) 4.1 6.4 6.2 2.2 3.5 3.3 capacity (veh/h) 1367 628 880 Volume to Capacity 0.12 0.12 0.09 Xs3 sa , x s x 'St M' 3 Kf Queue Len(h E), z.�, ._ t7�.. :,.,',.. r.,...,.x �..,.., „_ .... N.. ., ,., Control Delav (s) 0.0 0.0 9.5 Approach Delay (s) 0.0 0.0 9.5 Intersection Capacity Utilization 22.7% ICU Level of Service A I, 07-073 1700 Biscayne Blvd MUSP 6/20/2007 PM Proposed (2010) Synchro 5 Report Page 1 floridlvl7-AA51 Volume Total 209 204 75 h Volume Riqht 0 80 75 Volume to Capacity 0.12 0.12 0.09 Xs3 sa , x s x 'St M' 3 Kf Queue Len(h E), z.�, ._ t7�.. :,.,',.. r.,...,.x �..,.., „_ .... N.. ., ,., Control Delav (s) 0.0 0.0 9.5 Approach Delay (s) 0.0 0.0 9.5 Intersection Capacity Utilization 22.7% ICU Level of Service A I, 07-073 1700 Biscayne Blvd MUSP 6/20/2007 PM Proposed (2010) Synchro 5 Report Page 1 floridlvl7-AA51 HCM Unsignalized Intersection Capacity Analysis 07-073 1700 Biscayne Blvd MUSP 6: NE 17th Terr & D/VV2 PM Proposed (2010) i fP olt� ejveh/ ` 230 95 23 }143r .. Peak Hour Factor 0,92 0.92 0.92 0.92 0.92 0.92 Pedestrians �an�e' Wf�t� (ftp f Walking Speed (ft/s) $ i Right turn flare (veh) Median storage veh) vC1, stage 1 conf vol s tC, single (s) 4.1 6,4 6.2 tF (s) 2.2 3.5 3.3 cM capacity (veh/h) 1205 514 738 Volume Total 353 180 120 07-073 1700 Biscayne Blvd MUSP 6/20/2007 PM Proposed (2010) Synchro 5 Report Page 1 floridlvl7-AA51 HCM Unsignalized Intersection Capacity Analysis 07-073 1700 Biscayne Blvd MUSP 7: NE 17th Terr & D/W3 PM Proposed (2010) Lane Confiqurations T+ A V Grade 0% 0% 0% Volrrt'(�11);33 97 31 1660 " 89 �x�£ s Peak Hour Factor 0.92 0.92 0.92 0.92 0,92 0.92 � �-: 3 £ e"0', Holy flow rate (veh7h)5 105 34 180 97 b ar � .-� ju,.«diF,a .a�„x�,...,„ ...4s, �...a, ... ,s..'�va,..aamo ..x ..... f3 5.�... S s... .,»� s«?: ..�_ P,..,. .,r Pedestrians Median storaqe veh) vC1, stage 1 conf vol k 12, std e 2 con ,.+4, .., ,. ..�. ..,. ,. ... :.�... .. . ... tC, single (s) 4.1 6.4 6.2 tF (s) 2.2 3.5 3.3 cM capacity (veh/h) 1316 556 844 SEEM s r t t e Volume Total 250 214 129 07-073 1700 Biscayne Blvd MUSP 6/20/2007 PM Proposed (2010) Synchro 5 Report Page 1 floridlvl7-AA51 EXHIBIT 17-2. LEVEL—OF—SERVICE CRITERIA FOR TWSC INTERSECTIONS Level of Service Av A erage Control Delay (s/veh B 0-10 C > 10-15 D > 15-25 E > 25-35 - F > 35-50 > 5n Chapter 17 - Unsignalized Intersections 17_2 Methodology - TWSC Intersections