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HomeMy WebLinkAboutIII.Tab.2 Sufficiency Letter & Traffic Impact Analysis.January 19, 2007 Via Fax and US Mail Ms, Lilia I. Medina, AICP Assistant Transportation Coordinator City of Miami, Office of the City Manager/Transportation /HI SW 2"ci Avenue (10th Floor) Miami, Florida 3313Q Re: Loft 3 Sufficiency Letter— WO. # 172 Dear Ms. Medina: Subsequent to our December 20, 2006 review comments for the subject project, we have received a response letter and a revised site plan. The revised site plan shows the turning radius of the delivery trucks dated January 16, 2007. Photocopies of the response letter and site plan are attached herewith. Please note that this particular project is located immediately adjacent to the 'Metromover' and future `Miami Streetcar' alignment and transit facilities. We recommend the applicant to explore the feasibility of providing better pedestrian access to and from the transit facilities to promote the use of public transportation_ At this time, we conclude that the traffic impact report along with the subsequent submittal meets all the traffic requirements and the study is found to be sufficient. Should you have any questions, please call Quazi Masood or me at 954.739.1881. on Southern Raj .hanmug Seni.r Traffic -er Attachment Cc; Mr. Antonio E. Pcrez, Planner if, City of Miami Planning (Fax - 305.416.1443) Mr_ Manny A_ Vega, Engineer I, City or Miami Zoning (Fax - 305.416_ 1490) Mr Richard Garcia, P_F, RGA inc. (Fax - 305.675.6474) URS Corporation Lakeshore Complex 5100 NW 33rd Avenua, Suita 150 Fort Lauderdale, FL 33309-8375 Tel: 954.739.1881 Fax: 954.739.1789 ( ) MIMI all all: ON DC v N _S =r Vki N_ I _+ ! N u RCgA RICHARD GARCIA & ASSOCIATES, INC. Major Use Special Permit (MUSP) Traffic Impact Study Downtown Loft III 201 NE 2nd Avenue Miami, Florida December 6, 2006 Downtown Lofts 111- MUSP Traffic Impact Study 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: Downtown Lofts III MUSP- Traffic Impact Study PROJECT LOCATION: 201 NE 2nd Avenue Miami, Florida Flori&Ja Registration No, 54886 at 04, RICHARD GARCIA & ASSOCIATES, INC. i Downtown Lofts 111- MUSP Traffic Impact Study TABLE OF CONTENTS ENGINEER'S CERTIFICATION EXECUTIVE SUMMARY IV 1.0 INTRODUCTION 1.1 PROJECT DESCRIPTION / LOCATION 2 1.2 TRIP GENERATION 5 1.3 TRAFFIC DISTRIBUTION 6 1.4 TRAFFIC ASSIGNMENT 7 1.5 SITE TRAFFIC 9 2.0 EXISTING CONDITION 10 2.1 TRAFFIC COUNTS 10 2.2 GEOMETRY 12 2.3 S IGNALIZAT ION 14 3.0 FUTURE CONDITIONS 16 3.1 PLANNED ROADWAY IMPROVEMENTS 16 3.2 CORRIDOR LEVEL OF SERVICE ANALYSIS 17 3.3 INTERSECTION LEVEL OF SERVICE ANALYSIS 19 3.4 TRANSPORTATION CONTROL MEASURES PLAN (TCMP) 22 4.0 RECOMMENDATION 23 RICHARD GARCIA & ASSOCIATES, INC. 11 Downtown Lofts 111- MUSP Traffic Impact Study LIST OF FIGURES Figure 1: Location Map 3 Figure 2: Site Plan 4 Figure 3: PM Peak Site Traffic 9 Figure 4: Existing PM Peak Hour TMC's I 1 Figure 5: Existing Lane Geometry 13 Figure 6: Proposed PM Peak TMC (2008) 20 Figure 7: Driveway Volume 21 LIST OF TABLES Table 1: Intersection Level of Service Summary iv Table 2: Trip Generation Summary 6 Table 3: Cardinal Distribution 7 Table 4: PM Peak Hour Traffic Distribution 8 Table 5: PM Peak Hour Volume 10 Table 6: Person Trip Corridor Analysis Summary 18 Table 7: Intersection LOS 19 APPENDICES Appendix A: Trip Generation Appendix B: Trip Distribution Appendix C: Signal Timing, Factors, Growth Trends & Programmed Improvements Appendix D: Traffic Counts (TMC's) Appendix E: Committed Developments Appendix F: Transit Appendix G: Corridor Analysis (Person Trip) Appendix H: Intersection & Driveway Analysis RICHARD GARCIA & ASSOCIATES, INC. iii Downtown Lofts III - MUSP Traffic Impact Study Executive Summary The subject project is located at 201 NE 2nd Avenue in the City of Miami, Florida. The subject development is comprised of 495 Dwelling Units of High -Rise Condominium and 14,038 square feet of Specialty Retail. The site is currently a mixed use of Apartments and Retail. The Trip Generation calculations of this project revealed there will be 45 net vehicles per hour (vph) entering and 27 vph exiting during the PM peak hour. The subject project is located in TAZ 538 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 /nsferset 11 eve entice umrtia, Intersection Existing (2006) Proposed (2009) Delay LOS Delay LOS Biscanyne Blvd. & 2nd Street 24.6 23.0 Biscanyne Blvd. & 3rd Street 3.5 A 4.4 A NW 2nd AVE & 2nd Street 7.7 A 22.3 NW 2nd AVE & 3rd Street 40.0 33.3 4 [11, RICHARD GARCIA & ASSOCIATES, INC. iv Downtown Lofts III- MUSP Traffic Impact Study 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. As such, sufficient Transportation Corridor capacity exists to support this development. RICHARD GARCIA & ASSOCIATES, INC. V Downtown Lofts III - MUSP Traffic Impact Study 1.0 Introduction The purpose of this study is to evaluate the associated traffic impacts with the proposed re -development of the site located at 201 NE 2nd Avenue 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 signalized intersection at Biscayne Boulevard/ NE 2nd Street, Biscayne Boulevard/ NE 3rd Street, NW 2nd Avenue/ NE 2nd Street & NE 2nd Avenue/ NE 3rd Street. 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 ■ Traffic Counts ■ Existing Level of Service ■ Proposed Level of Service ■ Recommendations RICHARD GARCIA & ASSOCIATES, INC. 1 Downtown Lofts 111- MUSP Traffic Impact Study 1.1 Project Description / Location The subject project it is located between NE 2nd Street and NE 3rd Street on NE 2nd Avenue. The following land use, as identified by the Institute of Transportation Engineers (ITE), most closely resembles the proposed redevelopment. These land uses are as follows: • Land Use 232: Highrise Condominium with 495 DU (Dwelling Units) • Land Use 814: Specialty Retail with 14,038 SF (Square Feet) Figure 1 depicts the site's location map, while Figure 2 is the proposed site plan. RICHARD GARCIA & ASSOCIATES, INC. 2 Downtown Lofts III - MUSP Traffic Impact Study Figure 1: Location Map KaRICHARD GARCIA & ASSOCIATES, INC. 3 Downtown Lofts 111- MUSP Traffic Impact Study Figure 2: Site Plan pi. r 5 in 1 o or t � Y ; gmSW f sr Itsi ownet . I t blicikvir Oftin 111 RICHARD GARCIA & ASSOCIATES, INC. 4 Downtown Lofts Ill - MUSP Traffic Impact Study 1.2 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: Highrise Condominium and LU 814: Specialty Retail was used to determine the trip generation rates for the proposed development. The Trip Generation calculations results of the proposed development are summarized below. The ITE rates and percentages for PM Peak Hour Trips are included in corresponding tab. Table 1 below summarizes the greatest traffic impact associated with the subject development, which occurs during the PM peak. Lastly, the trip generation was converted to net vehicle trip by utilizing the City's Person Trip Methodology. This methodology uses 16% vehicle occupancy, a 22.6% transit reduction factors and a 10.0 % pedestrian/ bicycle reduction. These factors are consistent with the values used in the City's DRI - Increment II for the Central Business District (CBD). KARICHARD GARCIA & ASSOCIATES, INC. 5 Downtown Lofts 111 - MUSP Traffic Impact Study Table 2: Trip Generation Summary Land Use (LU) Units ITE LU CODE ;PM ?EAK#fOUR TRIPS 1 IN OUT TOTAL Trips Trips TRIPS Existing Apartments Specialty Retail Center Proposed High -Rise Condominium Specialty Retail Center 54 DU 13.5 T.G.L.A. 495 DU 14.0 T.G.L.A. 220 814 232 814 22 16 119 17 12 21 69 21 33 37 188 38 Site Trip Generation 98 58 156 Project Internalization @ 10.0% Of Site - 10 6 16 Gross Vehicle Trips 88 52 140 Vehicle Occupancy Adjustment @ 16.0% Of Gros 14 8 22 Transit Trip Reduction @ 22.6% Of Gros 20 12 32 Pedestrian/Bicycle Trip Reduction @ 10.0% Of Gros 9 5 14 Net Vehicle Trips 45 27 72 1.3 Traffic Distribution The Traffic Analysis Zone (TAZ) for the subject development is TAZ 538 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 3. The corresponding tab includes a TAZ Map and the corresponding Directional Distribution Summary for this zone utilizing the 2005 Cost Affordable Plan. E(qA RICHARD GARCIA & ASSOCIATES, INC. 6 Downtown Lofts III - MUSP Traffic Impact Study 1.4 Traffic Assignment The PM peak hour trips from Table 2 have been distributed and assigned to the existing adjacent roads. As evident from trip generation calculations, the PM peak hour represents the worse case. Table 4 was developed to depict the PM Peak Hour Assignments. Table 3: Cardinal Distribution Ko DIRECTION DISTRIBUTION % 10.33 4.95 4.46 5.82 13.76 24.96 19.90 15.82 100.00 RICHARD GARCIA & ASSOCIATES, INC. 7 Downtown Lofts 111- MUSP Traffic Impact Study Table 4: PM Peak Hour Traffic Distribution DIRECTION IN OUT Total 5 2 2 3 6 11 9 7 3 1 1 2 4 7 5 4 45 27 8 3 3 5 10 18 14 11 72 Wila, RICHARD GARCIA & ASSOCIATES, INC. 8 Downtown Lofts III - MUSP Traffic Impact Study 1.5 Site Traffic The PM peak hour trips from Table 4 have been assigned to the adjacent intersections. Figure 3 depicts the site traffic assignments to the surrounding intersections. Figure 3: PM Peak Site Traffic * IARICHARD GARCIA & ASSOCIATES, INC. 9 Downtown Lofts 111- MUSP Traffic Impact Study 2.0 Existing Condition 2.1 Traffic Counts For the purposes of the corridor analysis, 48-hour Automatic Traffic Recorders were taken on Wednesday November 15th and Thursday November l6th, 2006. 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 1.00 and 0.99 respectively. Table 4 depicts the results of the seasonally adjusted existing PM Peak hour traffic volume. These calculations are included in the tab labeled TMC's in the appendix. Table 5: PM Peak Hour Volume ROADWAY DIR PM Peak Hour AVERAGE PM PEAK HOUR VOLUME NAME AT Wednesday Thursday EXISTING CONDITION' (PEAK SEASONALLY "ADJUSTED) 1 2 8 10 11 12 13 NE 2 ST b/w 2 Ave. & Biscayne Blvd. EB 306 273 290 287 LINK _ 306 Y73 290 287 Biscayne Blvd. b/w NE 2 ST & NE 3 ST NB 1586 1700 1643 1,627 SB 1095 1208 1152 1,140 LINK 2681 2908 2795 2,767 [WA RICHARD GARCIA & ASSOCIATES, INC. 10 Downtown Lofts III - MUSP Traffic Impact Study 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 4 is a graphical representation of the existing TMC that have been seasonally adjusted for peak annual conditions. Figure 4: Existing PM Peak Hour TMC's Ka RICHARD GARCIA & ASSOCIATES, INC. 11 Downtown Lofts III - MUSP Traffic Impact Study 2.2 Geometry Geometry: Biscayne Boulevard Biscayne Boulevard is a eight -lane divided state road. It provides connectivity in the North -South direction and has an auxiliary left turn lanes at NE 2nd Street and NE 3rd Street. On -street parking is not allowed. Geometry: NE 2nd Street NE 2nd Street is a two lane one-way non -state road. It provides connectivity in the eastbound direction. It also forms the one-way pair with NE 3rd Street. On -street parking is permitted. Geometry: NE 3rd Street NE 3RD Street is a two lane one-way non -state road. It provides connectivity in the westbound direction. It also forms the one-way pair with NE 2nd Street. On -street parking is permitted. Existing Lane Geometry The existing approach lanes are depicted in Figure 5 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. KEA RICHARD GARCIA & ASSOCIATES, INC. 12 Downtown Lofts III - MUSP Traffic Impact Study Figure 5: Existing Lane Geometry maRICHARD GARCIA & ASSOCIATES, INC. 13 Downtown Lofts III - MUSP Traffic Impact Study Kr 2.3 Signalization Biscayne Blvd. & NE 2nd Street (Intersection No. 1) The existing signal timing was obtained from Miami -Dade County Signals and Signs Division. The existing PM Peak hour condition has a 100 second cycle length. The PM Peak hour Signal Operating Plan (SOP) consists of a two-phase operation. The first phase provides Eastbound through movement. This phase has 22 seconds of green indication followed by 8 seconds of yellow and no all red. The second phase is the North -South through movement. This phase has 62 seconds of green indication followed by 8 seconds of yellow and no all red. This is further documented in the Timing/Factors tab as Asset ID 2304. Biscayne Blvd. & NE 3rd Street (Intersection No. 2) The existing signal timing was obtained from Miami -Dade County Signals and Signs Division. The existing PM Peak hour condition has a 100 second cycle length. The PM Peak hour Signal Operating Plan (SOP) consists of a two-phase operation. The first phase provides the 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 76 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 2308. RICHARD GARCIA & ASSOCIATES, INC. 14 Downtown Lofts III - MUSP Traffic Impact Study NE 2nd Avenue & NE 2nd Street (Intersection No. 3) The existing signal timing was obtained from Miami -Dade County Signals and Signs Division. The existing PM Peak hour condition has a 100 second cycle length. The PM Peak hour Signal Operating Plan (SOP) consists of a two-phase operation. The first phase provides Eastbound through movement. This phase has 54 seconds of green indication followed by 4 seconds of yellow and no all red. The second phase is the Southbound through movement. This phase has 38 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 2305. NE 2nd Avenue & NE 3rd Street (Intersection No. 4) The existing signal timing was obtained from Miami -Dade County Signals and Signs Division. The existing PM Peak hour condition has a 100 second cycle length. The PM Peak hour Signal Operating Plan (SOP) consists of a two-phase operation. The first phase provides the Westbound through movement. This phase has 52 seconds of green indication followed by 4 seconds of yellow and no all red. The second phase is the Southbound through movement. This phase has 40 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 2309. MARICHARD GARCIA & ASSOCIATES, INC. 15 Downtown Lofts 111- MUSP 3.0 Future Conditions Traffic Impact Study 3.1 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 was evaluated for improvements within a three year horizon. The only project listed for the analyzed roadways is Financial Management (FM) Number of 4146231. This is a roadway resurfacing project on Biscayne Boulevard with signalization and extends from SE 2nd Street to NE 5th Street. Since this project will not modify the existing roadway geometry, the proposed conditions were based on the existing roadway geometry. 114ARICHARD GARCIA & ASSOCIATES, INC. 16 Downtown Lofts III - MUSP Traffic Impact Study 3.2 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 a LOS C. All the segments analyzed resulted in an LOS C condition for the roadway mode for all the scenarios. Therefore, since sufficient roadway capacity exists within this project, the person -trip transit mode analysis was not determined. Table 7 is a summary of the results while the Person Trip tab contains the spreadsheet utilized to compute the seasonally adjusted existing condition, the future year (i.e. 2009) 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. [MA RICHARD GARCIA & ASSOCIATES, INC. 17 Downtown Lofts III - MUSP Traffic Impact Study Table 6: Person Trip Corridor Analysis Summary ROADWAY MODE ROADWAY DIR MIAMI ADOPTED LOS CORRIDOR TYPE ROADWAY VEHICULAR CAPACITY PERSON- TRIP CAPACITY @ 1.6 PPV_ ROADWAY VEHICULAR VOLUME PERSON- TRIP VOLUME @ 1.4 PPV EXCESS PERSON TRIP CAPACITY ROADWAY PERSON TRIP FROM TO V/C LOS EXISTINGCrONDrnOM{se onatIYAdJusted) __ } NE 2 ST NE 2 AVE BISCAYNE BLVD EB E 4LD 1800 2880 287 401 2479 0.14 C Biscayne Blvd. Flaqler St NE 8 St NB E 6LD 2710 4336 1,627 2277 2059 0.53 C NE 8 St Flagler St_ SB E 6LD 2710 4336 1,140 1596 2740 0.37 C 1NtintBACKGROUND RAFFIC{2609) - '- NE 2 ST NE 2 AVE BISCAYNE BLVD EB E 4LD 1800 2880 295 413 2467 0.14 C Biscayne Blvd. Flagler St NE 8 St NB E 6LD 2710 4336 1726 2417 1919 0.56 C NE 8 St Flagler St SB E 6LD 2710 4336 1210 1694 2642 0.39 C WITH'BACi(GROUND-.&CGMMiTTEDTRAFFIG. -. ., _'.< �: �. 4 .. .. NE 2 ST NE 2 AVE BISCAYNE BLVD EB E 4LD 1800 2880 327 458 2422 0.16 C Biscayne Blvd. Flagler St NE 8 St NB E 6LD 2710 4336 1726 2417 1919 0.56 C NE 8 St Flagler St SB E 6LD 2710 4336 1210 1694 2642 0.39 C WITH 4 RNDt3%ICKCa/20UND.~SCUitillT7`ED1tiAFF[C. r NE 2 ST NE 2 AVE BISCAYNE BLVD EB E 4LD 1800 2880 347 486 2394 0.17 C Biscayne Blvd. Flagler St NE 8 St NB E 6LD 2710 4336 1726 2417 1919 0.56 C NE 8 St Flagler St SB E 6LD 2710 4336 1210 1694 2642 0.39 C KaRICHARD GARCIA & ASSOCIATES, INC. 18 Downtown Lofts 111 - MUSP Traffic Impact Study 3.3 Intersection Level of Service Analysis Intersection analyses were performed for the peak seasonal existing condition and the proposed condition at the four intersections described below using the Synchro/SimTraffic software. The results indicate the LOS are within acceptable guidelines for these types of facilities. Table 7 provides a summary of the results while the corresponding tab provides the program output. Future driveway volumes were estimated from the adjacent intersections. The capacity analysis was done for the existing and proposed conditions (with site traffic) for the PM peak hour for the following intersections: • Biscayne Blvd. & NE 2nd Street (Signalized) • Biscayne Blvd. & NE 3rd Street (Signalized) • NE 2nd Avenue & NE 2nd Street (Signalized) • NE 2nd Avenue & NE 3rd Street (Signalized) • NE 3rd Street Driveway • NE 2nd Street Driveway Table 7: Intersection LOS Intersection Level of Service Summary �� . fi Intersection Existing Proposed Delay LOS Delay LOS Biscanyne Blvd. & NE 2nd Street 24.6 C 23.0 C Biscanyne Blvd. & NE 3rd Street 3.5 A 4.4 A NE 2nd AVE & NE 2nd Street 7.7 A 22.3 C NE 2nd AVE & NE 3rd Street 40.0 D 33.3 C 3rd Street Driveway 7.8 A 2nd Street Driveway 7.9 A 1:114A RICHARD GARCIA & ASSOCIATES, INC. 19 Downtown Lofts 111- MUSP Traffic Impact Study Figure 6 below depicts the future intersection volumes (TMC). Figure 6: Proposed PM Peak TMC (2009) Kg * RICHARD GARCIA & ASSOCIATES, INC. 20 Downtown Lofts ill - MUSP Traffic Impact Study From the information included in Figure 6 above we performed a driveway capacity analysis for the site driveway. The driveway volumes were determined by the trip distribution analysis according to the ingress and egress calculations from the trip generation. Figure 7 depicts the driveway volumes. Lastly, the LOS analysis for the driveway resulted in an average delay of 7.8 seconds on NE 3rd Street driveway (LOS A) and an average delay of 7.9 seconds on NE 2nd Street driveway (LOS A). Again, the intersection analysis tab in the appendix contains the results of this analysis. Figure 7: Driveway Volume ST 25 (0 Lo r 2ST 20-'' 0 ARICHARD GARCIA & ASSOCIATES, INC. 21 Downtown Lofts Ill - MUSP Traffic Impact Study 3.4 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. RICHARD GARCIA & ASSOCIATES, INC. 22 Downtown Lofts III - MUSP Traffic Impact Study 4.0 Recommendation 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. K4 RICHARD GARCIA & ASSOCIATES, INC. 23 Downtown Lofts III - MUSP Traffic Impact Study Appendix B: Trip Distribution R4L. RICHARD GARCIA & ASSOCIATES, INC. Appendix Traffic Analysis Zone (TAZ) Project Site 4TH N A 522 Miami -Dade Transportation Plan (to the Year 2030) Directional Trip Distribution Report January 2005 Prepared by: k Gannett Fleming In association with: PACO Group Public Financial Management Media Relations Group Miami -Dade Interim 2005 Cost Feasible Plan ORIGIN ZONE DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS I TOTAL I NNE ENE ESE SSE SSW WSW WNW NNW 526 TRIPS 132 54 40 72 88 230 166 168 950 PERCENT 13.89 5.68 4.21 7.58 9.26 24.21 17.47 17.68 527 TRIPS 8 7 4 6 4 15 13 18 75 PERCENT 10.67 9.33 5.33 8.00 5.33 20.00 17.33 24.00 528 TRIPS 920 293 359 506 556 1502 1147 1149 6432 PERCENT 14.30 4.56 5.58 7.87 8.64 23.35 17.83 17.86 529 TRIPS 784 308 360 319 485 1204 942 989 5391 PERCENT 14.54 5.71 6.68 5.92 9.00 22.33 17.47 18.35 530 TRIPS 250 93 128 85 134 372 272 310 1644 PERCENT 15.21 5.66 7.79 5.17 8.15 22.63 16.55 18.86 531 TRIPS 1262 512 684 508 771 2188 1731 1745 9401 PERCENT 13.42 5.45 7.28 5.40 8.20 23.27 18.41 18.56 532 TRIPS 478 196 161 229 281 839 669 639 3492 PERCENT 13.69 5.61 4.61 6.56 8.05 24.03 19.16 18.30 533 TRIPS 55 32 27 36 45 114 86 87 482 PERCENT 11.41 6.64 5.60 7.47 9.34 23.65 17.84 18.05 534 TRIPS 109 45 49 80 86 193 167 147 876 PERCENT 12.44 5.14 5.59 9.13 9.82 22.03 19.06 16.78 535 TRIPS 192 92 80 113 130 406 324 299 1636 PERCENT 11.74 5.62 4.89 6.91 7.95 24.82 19.80 18.28 536 TRIPS 289 149 81 176 196 634 517 528 2570 PERCENT 11.25 5.80 3.15 6.85 7.63 24.67 20.12 20.54 537 TRIPS 0 2 0 2 0 1 0 1 6 PERCENT 0.00 33.33 0.00 33.33 0.00 16.67 0.00 16.67 538 TRIPS 190 91 82 107 253 459 366 291 18.39 PERCENT 10.33 4.95 4.46 5.82 13.76 24.96 19.90 15.82 539 TRIPS PERCENT 11.28 4.83 2.16 6.70 10.67 25.48 20.29 18.59 313 134 60 186 296 707 563 516 2775 540 TRIPS 85 52 3 11 83 324 231 304 1093 PERCENT 7.78 4.76 0.27 1.01 7.59 29.64 21.13 27.81 -36- 1/18/05 Downtown Lofts I11 MUSP Project Cardinal Distribution (TAZ 538) PM Peak Trips DIRECTION DISTRIBUTION % IN OUT Total 10.33 5 3 4.95 2 1 4.46 2 1 5.82 3 2 13.76 6 4 24.96 11 7 19.90 9 5 15.82 7 4 8 3 3 5 10 18 14 11 100.00 45 27 72 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 26.15 East 9.41 South 19.58 West 44.86 Total 100.00 Downtown Lofts III M U S P PM Traffic Assignments Direction TOTAL North 5+7=12 3+4=7 19 East 2+2=4 1+1=2 6 South 3+6=9 2+4=6 15 West 11+9=20 7+5=12 32 TOTAL 72 Downtown Lofts III MUSP PM Peak Project Trip Assignment 12 g fi k 12 <==I =.6 <=1 4 3rd Street 2nd Street PM Peak Site Traffic Downtown Lofts III Downtown Lofts III - MUSP Traffic Impact Study Appendix A: Trip Generation [Ka RICHARD GARCIA & ASSOCIATES, INC. Appendix Downtown Lofts III MUSP Project Trip Generation Analysis Land Use (LU) Existing Apartments Specialty Retail Center Proposed High -Rise Condominium Specialty Retail Center Units 54 DU 13.5 T.G.L.A. 495 DU 14.0 T.G.L.A. ITE LU CODE 220 814 232 814 PM PEAK HOUR TRIPS ITE TRIP GENERATION RATE 0.62 2.71 0.38 2.71 IN OUT TOTAL 65% 44% 63% 44% Trips 22 16 119 17 35% 56% 37% 56% Trips 12 21 69 21 TRIPS 33 37 188 38 Site Trip Generation 63% 98 37% 58 156 Project Internalization @ 10.0% Of Site Trips 63% 10 37% 6 16 Gross Vehicle Trips 63% 88 37% 52 140 Vehicle Occupancy Adjustment @ 16.0% Of Gross Trips 63% 14 37% 8 22 Transit Trip Reduction @ 22.6% Of Gross Trips Pedestrian/Bicycle Trip Reduction @ 10.0% Of Gross Trips 63% 63% 20 9 37% 37% 12 5 32 14 Net Vehicle Trips 63% 45 37% 27 72 Net Person Trips in Vehicles @ Net Person Trips in Transit @ 1.40 Persons/ Vehicle 1.40 Persons/ Vehicle 63% 63% 63 28 37% 37% 38 17 101 44 Net Person Trips (Vehicle and Transit Modes) 63% 91 37% 54 146 Net Person Trips (Walking/Bicycling) @ 1.40 Persons/ Vehicle NOTES: Trip Generation from ITE 7th ED. Adjustment factors taken from Downtown Miami DRI Increment II for CBD Area. 63% 12 37% 7 20 06-094 Downtown Lofts III EX/,sr; NC-} Summary of Trip Generation Calculation For 13.500 T.G.L.A. of Specialty Retail Center November 17, 2006 Average Standard. Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 1.00 598 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 16 4-6 PM Peak Hour Exit 1.52 0.00 1.00 21 4-6 PM Peak Hour Total 2.71 1.83 1.00 37 AM Pk Hr, Generator, Enter 3.28 0.00 1.00 44 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 48 AM Pk Hr, Generator, Total 6.84 3.55 1.00 92 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 38 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 30 PM Pk Hr, Generator, Total 5.02 2.31 1.00 68 Saturday 2-Way Volume 42.04 13.97 1.00 568 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 1.00 276 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 06-094 Downtown Lofts III _xis-riKi h Summary of Trip Generation Calculation For 54 Dwelling Units of Apartments November 17, 2006 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 6.72 3.02 1.00 363 7-9 AM Peak Hour Enter 0.10 0.00 1.00 5 7-9 AM Peak Hour Exit 0.41 0.00 1.00 22 7-9 AM Peak Hour Total 0.51 0.73 1.00 28 4-6 PM Peak Hour Enter 0.40 0.00 1.00 22 4-6 PM Peak Hour Exit 0.22 0.00 1.00 12 4-6 PM Peak Hour Total 0.62 0.82 1.00 33 AM Pk Hr, Generator, Enter 0.16 0.00 1.00 9 AM Pk Hr, Generator, Exit 0.39 0.00 1.00 21 AM Pk Hr, Generator, Total 0.55 0.76 1.00 30 PM Pk Hr, Generator, Enter 0.41 0.00 1.00 22 PM Pk Hr, Generator, Exit 0.26 0.00 1.00 14 PM Pk Hr, Generator, Total 0.67 0..85 1.00 36 Saturday 2-Way Volume 6.39 2.99 1.00 345 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 0.52 0.74 1.00 28 Sunday 2-Way Volume 5.86 2.73 1.00 316 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 0.51 0.75 1.00 28 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS 06-094 Downtown Lofts III 1:21 0POD Summary of Trip Generation Calculation For 495 Dwelling Units of High -Rise Residential Condo / Townhouse November 14, 2006 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 4.18 2.08 1.00 2069 7-9 AM Peak Hour Enter 0.06 0.00 1.00 30 7-9 AM Peak Hour Exit 0.28 0.00 1.00 139 7-9 AM Peak Hour Total 0.34 0.59 1.00 168 4-6 PM Peak Hour Enter 0.24 0.00 1.00 119 4-6 PM Peak Hour Exit 0.14 0.00 1.00 69 4-6 PM Peak Hour Total 0.38 0.62 1.00 188 AM Pk Hr, Generator, Enter 0.06 0.00 1.00 30 AM Pk Hr, Generator, Exit 0.28 0.00 1.00 139 AM Pk Hr, Generator, Total 0.34 0.59 1.00 168 PM Pk Hr, Generator, Enter 0.26 0.00 1.00 129 PM Pk Hr, Generator, Exit 0.12 0.00 1.00 59 PM Pk Hr, Generator, Total 0.38 0.62 1.00 188 Saturday 2-Way Volume 4.31 2.11 1.00 2133 Saturday Peak Hour Enter 0.15 0.00 1.00 74 Saturday Peak Hour Exit 0.20 0.00 1.00 99 Saturday Peak Hour Total 0.35 0.59 1.00 173 Sunday 2-Way Volume 3.43 1.88 1.00 1698 Sunday Peak Hour Enter 0.16 0.00 1.00 79 Sunday Peak Hour Exit 0.14 0.00 1.00 69 Sunday Peak Hour Total 0.30 0.55 1.00 149 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS 06-094 Downtown Lofts III PR O Po S Summary of Trip Generation Calculation For 14.038 T.G.L.A. of Specialty Retail Center November 17, 2006 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 1.00 622 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 17 4-6 PM Peak Hour Exit 1.52 0.00 1.00 21 4-6 PM Peak Hour Total 2.71 1.83 1.00 38 AM Pk Hr, Generator, Enter 3.28 0.00 1.00 46 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 50 AM Pk Hr, Generator, Total 6.84 3.55 1.00 96 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 39 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 31 PM Pk Hr, Generator, Total 5.02 2.31 1.00 70 Saturday 2-Way Volume 42.04 13.97 1.00 590 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 1.00 287 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 0200 1.00 0 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS TIMING/ FACTORS Downtown Lofts 111- MUSP Traffic Impact Study D14 Appendix C: Signal Timing, Factors, Growth Trends & Programmed Improvements RICHARD GARCIA & ASSOCIATES, INC. Appendix Signal Timing N Project Site 2304 TIMING DATA PAT OF NSW 2 M 42 50 3 M 44 56 4 M 18 65 5 T 44 55 6 T 76 62 8 T 44 52 9 T 44 48 11 T 76 58 12 T 41 48 14 M 76 52 15 M 76 52 17 T 44 52 18 T 44 48 20 T 44 56 22 T 44 56 23 T 44 56 24 T 44 56 MIN: 7 06-094 Downtown Lofts PM Signal Timing Assed ID# 2304 FOR 2304 US 1 & NE 2 ST F Y Y EW F Y Y 4 4 4 12 8 4 4 4 4 4 6 8 4 4 4 4 4 7 8 4 4 4 4 4 17 8 4 4 4 4 4 10 8 4 4 4 4 4 20 8 4 4 4 4 4 14 8 4 4 4 4 4 14 8 4 4 4 4 4 14 8 4 4 4 4 4 20 8 4 4 4 4 4 20 8 4 4 4 4 4 20 8 4 4 4 4 4 14 8 4 4 4 4 4 6 8 4 4 4 4 4 6 8 4 4 4 4 4 6 8 4 4 4 4 4 6 8 4 4 4 6 8 (SEC: 2 TYPE: S Y NA) M CYC 900 B PARADE I 90GRAND PRIX 1 1000 B PARADE 0 100MID—DAY (M & 100PM PEAK (M & 100AM PEAK 90AVERAGE 100PM PEAK 90POST PM PEAK 100 ARENA IN 100 ARENA OUT 100MID—DAY 90BAYSIDE EXIT 90EARLY NITE 2 6 90NITE 6/0 6 90LATE NITE 7/ 6 90RECALL TEST PHASE: / _ a t I G(w) % Li- 5 G(f) S t `7 G(g) G(total) 2 2- 2 !, 2 Y 3 8 R SPLIT �- to / ,' 9c, / � t 1 iv 06-094 Downtown Lofts PM Signal Timing Assed ID# 2308 2308 TIMING DATA FOR 2308 US 1 & NE 3 ST PAT OF NSW F Y WW F Y 2 M 25 62 4 4 7 9 4 3 M 48 21 4 4 48 9 4 4 M 22 72 4 4 7 9 4 5 T 40 62 4 4 17 9 4 6 T 74 66 4 4 13 9 4 8 T 34 62 4 4 17 9 4 9 T 40 62 4 4 7 9 4 11 T 74 72 4 4 7 9 4 12 T 38 62 4 4 7 9 4 14 M 74 56 4 4 23 9 4 15 M 74 56 4 4 23 9 4 17 T 40 62 4 4 17 9 4 18 T 40 62 4 4 7 9 4 20 T 48 62 4 4 7 9 4 22 T 48 62 4 4 7 9 4 23 T 48 62 4 4 7 9 4 24 T 48 62 4 4 7 9 4 MIN: 21 4 7 9 (SEC: 2 TYPE: NA) S Y M CYC 900 B PARADE I 90GRAND PRIX 1 1000 B PARADE 0 100MID-DAY (M & 100PM PEAK (M & 100AM PEAK 90AVERAGE 100PM PEAK 90POST PM PEAK 100 ARENA IN 100 ARENA OUT 100MID-DAY 90BAYSIDE EXIT 90EARLY NITE 2 6 90NITE 6/0 6 90LATE NITE 7/ 6 90RECALL TEST PHASE: / 2 1 \i/ t G(w) 7.2 7 G(f) 9 24 G(g) G(total) /, 7 Y `7 2/ R SPLIT 2. o Oo , / X n , 06-094 Downtown Lofts PM Signal Timing Assed ID# 2305 2305 TIMING DATA FOR 2305 NE 2 AVE & 2 ST PAT OF SW F Y EW F Y 2 M 44 33 6 4 37 6 4 3 M 36 42 6 4 28 6 4 5 M 46 34 6 4 36 6 4 6 M 54 40 6 4 40 6 4 7 T 0 20 6 4 20 6 4 8 T 41 48 6 4 22 6 4 9 T 46 34 6 4 36 6 4 10 T 46 34 6 4 36 6 4 11 T 56 32 6 4 48 6 4 (SEC: 25 TYPE: NA) S Y M CYC 900 B PARADE I 90GRAND PRIX M 90MID-DAY M1 0 1000 B PARADE 0 60PRE AM M2 0/ 90AM PEAK Ml 1 90MID-DAY M1 0 90MID-DAY M1 0 100PM PEAK M1 0 12 T 39 32 6 4 38 6 4 13 T 44 20 6 4 20 6 4 14 T 46 34 6 4 36 6 4 15 M 62 60 6 4 20 6 4 16 M 46 62 6 4 28 6 4 17 M 22 14 6 4 26 6 4 23 T 44 20 6 4 20 6 4 24 T 44 20 6 4 20 6 4 MIN: 7 6 7 6 90POST PM M2 0 60NITE 0/1 90SATURDAY MID 100MIAMI ARENA 110PM PEAK M1 0 60NE 2 AVE HIG 6 60LATE NIGHT 3 6 60RECALL TEST PHASE: 9 f, 1 # G(w) 48 32 G(f) (.0 G(g) G(total) 9 2 Y L 7 ! 4' R SPLIT 58 06-094 Downtown Lofts PM Signal Timing Assed ID# 2309 2309 TIMING DATA FOR 2309 NE 2 AVE & 3 ST PAT OF SW F Y WW F Y 2 M 26 47 2 4 27 6 4 3 M 32 39 2 4 35 6 4 5 M 39 38 5 4 33 6 4 6 M 50 69 2 4 15 6 4 7 T 29 32 5 4 9 6 4 8 T 31 49 5 4 22 6 4 9 T 39 38 5 4 33 6 4 10 T 39 38 5 4 33 6 4 11 T 47 35 5 4 46 6 4 12 T 28 56 5 4 15 6 4 13 T 36 21 5 4 20 6 4 14 T 39 41 2 4 33 6 4 15 M 54 69 2 4 15 6 4 16 M 32 65 2 4 29 6 4 17 M 19 23 2 4 21 6 4 23 T 34 32 5 4 9 6 4 24 T 34 32 5 4 9 6 4 MIN: 7 5 7 6 (SEC: 25 TYPE: NA) S Y M CYC 900 B PARADE I 90GRAND PRIX M 90MID-DAY M1 0 1000 B PARADE 0 60PRE AM M2 0/ 90AM PEAK M1 1 90MID-DAY M1 0 90MID-DAY M1 0 100PM PEAK M1 0 90POST PM M2 0 60NITE 0/1 90SATURDAY MID 100MIAMI ARENA 110PM PEAK M1 0 60NE 2 AVE HIG 6 60LATE NIGHT 3 6 60RECALL TEST PHASE: <;5' Z. t 1 l I I �. _ - G(w) y 6 3 S G(f) � L G(g) G(total) i Y L'i- R SPLIT r = f� , ; 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 04/10/2005 - 04/16/2005 0.98 1.00 *17 04/17/2005 - 04/23/2005 0.99 1.01 *18 04/24/2005 - 04/30/2005 1.00 1.02 19 05/01/2005 - 05/07/2005 1.01 1.03 20 05/06/2005 - 05/14/2005 1.02 1.04 21 05/15/2005 - 05/21/2005 1.03 1.05 22 05/22/2005 - 05/28/2005 1.02 1.04 23 05/29/2005 - 06/04/2005 1.01 1.03 24 06/05/2005 - 06/11/2005 1.01 1.03 25 06/12/2005 - 06/18/2005 1.00 1.02 26 06/19/2005 - 06/25/2005 1.00 1.02 27 06/26/2005 - 07/02/2005 1.00 1.02 28 07/03/2005 - 07/09/2005 1.00 1.02 29 07/10/2005 - 07/16/2005 1.00 1.02 30 07/17/2005 - 07/23/2005 1.00 1.02 31 07/24/2005 - 07/30/2005 1.01 1.03 32 07/31/2005 - 08/06/2005 1.01 1.03 33 08/07/2005 - 08/13/2005 1.01 1.03 34 08/14/2005 - 08/20/2005 1.01 1.03 35 08/21/2005 - 08/27/2005 1.01 1.03 36 08/28/2005 - 09/03/2005 1.01 1.03 37 09/04/2005 - 09/10/2005 1.01 1.03 38 09/11/2005 - 09/17/2005 1.02 1.04 39 09/18/2005 - 09/24/2005 1.04 1.06 40 09/25/2005 - 10/01/2005 1.06 1.08 41 10/02/2005 - 10/08/2005 1.07 1.09 42 10/09/2005 - 10/15/2005 1.09 1.11 43 10/16/2005 - 10/22/2005 1.07 1.09 44 10/23/2005 - 10/29/2005 1.05 1.07 45 10/30/2005 - 11/05/2005 1.03 1.05 46 11/06/2005 - 11/12/2005 1.01 1.03 47 11/13/2005 - 11/19/2005 0.98 1.00 48 11/20/2005 - 11/26/2005 0.98 1.00 49 11/27/2005 - 12/03/2005 0.98 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 2005 Weekly Axle Factor Category Report - Report Type: ALL County: 87 - DADE Week Dates 8701 8702 MIAMI-DADE RURAL SR 5/US-1/BRICKELL 1 01/01/2005 - 01/01/2005 0.94 0.99 2 01/02/2005 - 01/08/2005 0.94 0.99 3 01/09/2005 - 01/15/2005 0.94 0.99 4 01/16/2005 - 01/22/2005 0.94 0.99 5 01/23/2005 - 01/29/2005 0.94 0.99 6 01/30/2005 - 02/05/2005 0.94 0.99 7 02/06/2005 - 02/12/2005 0.94 0.99 8 02/13/2005 - 02/19/2005 0.94 0.99 9 02/20/2005 - 02/26/2005 0.94 0.99 10 02/27/2005 - 03/05/2005 0.94 0.99 11 03/06/2005 - 03/12/2005 0.94 0.99 12 03/13/2005 - 03/19/2005 0.94 0.99 13 03/20/2005 - 03/26/2005 0.94 0.99 14 03/27/2005 - 04/02/2005 0.94 0.99 15 04/03/2005 - 04/09/2005 0.94 0.99 16 04/10/2005 - 04/16/2005 0.94 0.99 17 04/17/2005 - 04/23/2005 0.94 0.99 18 04/24/2005 - 04/30/2005 0.94 0.99 19 05/01/2005-.05/07/2005 0.94 0.99 20 05/08/2005 - 05/14/2005 0.94 0.99 21 05/15/2005 - 05/21/2005 0.94 0.99 22 05/22/2005 - 05/28/2005 0.94 0.99 23 05/29/2005 - 06/04/2005 0.94 0.99 24 06/05/2005 - 06/11/2005 0.94 0.99 25 06/12/2005 - 06/18/2005 0.94 0.99 26 06/19/2005 - 06/25/2005 0.94 0.99 27 06/26/2005 - 07/02/2005 0.94 0.99 28 07/03/2005 - 07/09/2005 0.94 0.99 29 07/10/2005 - 07/16/2005 0.94 0.99 30 07/17/2005 - 07/23/2005 0.94 0.99 31 07/24/2005 - 07/30/2005 0.94 0.99 32 07/31/2005 - 08/06/2005 0.94 0.99 33 08/07/2005 - 08/13/2005 0.94 0.99 34 08/14/2005 - 08/20/2005 0.94 0.99 35 08/21/2005 - 08/27/2005 0.94 0.99 36 08/28/2005 - 09/03/2005 0.94 0.99 37 09/04/2005 - 09/10/2005 0.94 0.99 38 09/11/2005 - 09/17/2005 0.94 0.99 39 09/18/2005 - 09/24/2005 0.94 0.99 40 09/25/2005 - 10/01/2005 0.94 0.99 41 10/02/2005 - 10/08/2005 0.94 0.99 42 10/09/2005 - 10/15/2005 0.94 0.99 43 10/16/2005 - 10/22/2005 0.94 0.99 44 10/23/2005 - 10/29/2005 0.94 0.99 45 10/30/2005 - 11/05/2005 0.94 0.99 46 11/06/2005 - 11/12/2005 0.94 0.99 47 11/13/2005 - 11/19/2005 0.94 0.99 48 11/20/2005 - 11/26/2005 0.94 0.99 49 11/27/2005 - 12/03/2005 0.94 0.99 50 12/04/2005 - 12/10/2005 0.94 0.99 51 12/11/2005 - 12/17/2005 0.94 0.99 52 12/18/2005 - 12/24/2005 0.94 0.99 53 12/25/2005 - 12/31/2005 0.94 0.99 17-Mar-2006 12:40:11 8703 SR 997 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Page 1 of 18 555RPT [1,0,0,2] 6_87_AXW TRAFFIC.TRENDS SR 5/ US-1 -- SITE 5017 (100' S OF FLAGER ST) County: Station #: Highway: Dade 87030 SR 5/ US-1 70000 60000 — 50000 — :c 40000 — 0 ›, 30000 — m g 20000 10000 Observed Count Fitted Curve Log. (Fitted Curve) y = 8392.2Ln(x) + 22959 R2 = 0.8413 I I I I I I I I I I I I I I I I I I I I I I I 1995 2000 2005 2010 2015 Year 2020 2025 ** Annual Trend Increase: 791 Trend R-squared: 48.9% Trend Annual Historic Growth Rate: 2.48% Trend Growth Rate (2005 to Design Year): 1.95% Printed: 20-Nov-06 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 1995 29500 31800 1996 32500 32600 1997 33500 33400 1998 34500 34100 1999 36000 34900 2000 42000 35700 2001 35500 36500 2002 34000 37300 2003 37500 38100 2004 36000 38900 2005 42000 39700 2009 Opening Year Trend 2009 N/A 42800 2007 Mid -Year Trend 2007 N/A 41300 2009 Design Year Trend 2009 N/A 42800 TRAMPLAN Forecasts/Trends *Axle -Adjusted Florida Department of Transportation Transportation Statistics Office 2005 Historical AADT Report County: 87 - DADE Site: 5047 - SR 5/US-1, 100' S FLAGLER ST Year AADT Direction 1 Direction 2 K Factor D Factor T Factor 2005 F 42000 N 25500 S 16500 0.08 0.66 3.50 2004 C 36000 N 22000 S 14000 0.08 0.67 6.20 2003 C 37500 N 24000 S 13500 0.08 0.72 4.80 2002 C 34000 N 21500 S 12500 0.09 0.68 3.40 2001 C 35500 N 23000 S 12500 0.08 0.54 5.30 2000 C 42000 N 27500 S 14500 0.08 0.53 3.10 1999 C 36000 N 23000 S 13000 0.09 0.53 3.10 1998 C 34500 N 21500 S 13000 0.08 0.53 2.50 1997 C 33500 N 21000 S 12500 0.09 0.65 2.30 1996 C 32500 N 20500 S 12000 0.09 0.53 2.90 1995 C 29500 N 18500 S 11000 0.08 0.63 6.70 1994 C 30000 N 18500 S 11500 0.09 0.60 5.50 1993 C 35500 N 22000 S 13500 0.00 0.00 0.00 1991 36661 N 23174 S 13487 0.00 0.00 0.00 1990 31278 N 19823 S 11455 0.00 0.00 0.00 1989 32400 N 22937 S 9463 0.00 0.00 0.00 1988 30862 N 18684 S 12178 0.00 0.00 0.00 1986 29717 N 18081 S 11636 0.00 0.00 0.00 1985 31430 N 20210 S 11220 0.00 0.00 0.00 1976 30698 N 19363 S 11335 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 MIAMI-DADE METROPOLITAN PLANNING ORGANIZATION TRANSPORTATION IMPROVEMENT PROGRAM PRIMARY STATE HIGHWAYS AND INTERMODAL HIGHWAYS MP Num. Facility/Project Name Length (miles) Type of Work Project Cost ($000s) Years Cost ($000s) �. !_--/ Agency Project Num.(Ns— From/Location To/Location Detailed Project Description DT4146221 SR 969/NW 72 AVENUE 2.413 RESURFACING 25 Activity (Phase Funding Source Proposed Funding (in $000s) 4146221 FROM FLAGLER STREET TO NW 25 STREET 2006 - 2007 2007 - 2008 2008 - 2009 2009 - 2010 2010 - 2011 RRU DS 0 10 0 0 0 INC DS 0 0 100 0 0 CST D5 0 2,799 0 0 0 CST DIH 0 218 0 0 0 DT4146231 SR 5/US-1/BISC BLVD 0.467 RESURFACING 25 Activity /Phase Funding Source Proposed Funding (in $000s) 4 FROM S.E. 2ND STREET TO N.E. 5TH STREET -.� 3.1i ' Resurfacing/New Signalization 2006 2007 - 2007 - 2008 2008 - 2009 2009 - 2010 2010 - 2011 ,_ INC DS 0 0 0 0 80 CST DS 0 0 0 2,998 0 CST DIH 0 0 0 329 0 DT4146241 SR 5/US-1/BISC BLVD 1.762 RESURFACING 700 Activity /Phase Funding Source Proposed Funding (in $000s) 4146241 FROM NE 15TH STREET TO NE 38TH STREET 2006 - 2007 2007 - 2008 2008 - 2009 2009 - 2010 2010 - 2011 INC ACXA 0 120 0 0 0 PE DS 300 0 0 0 0 CST ACXA 0 20,836 0 0 0 Listing reflects FDOT District 6 Work Program as of the evening of February 21, 2006 Section Al - Page 65 of 157 Downtown Lofts III - MUSP Traffic Impact Study Appendix D: Traffic Counts (TMC's) KARICHARD GARCIA & ASSOCIATES, INC. Appendix Table: T-3 Downtown Lofts III MUSP INTERSECTION APPROACH VOLUMES INTERSECTION NO. INTERSECTION NAME APPROACH MOVEMENT PM PEAK HR COUNT Date of Count PHF PSCF PM PEAK SEASONAL ADJUSTMENT BACKGROUND GROWTH @ 1.95% FOR 3 Years Site Traffic (VPH) Net Traffic w/ Project Committed Developments Total Traffic (VPH) 1 2 3 4 5 6 7 8 9 10 11 12 13 1 Biscanyne Blvd. & NE 2nd Street SOUTHBOUND SBR 0 Thursday, November 16, 2006 0.914 1.00 0 0 0 0 0 0 SBT 1285 1.00 1285 1362 0 1362 0 1362 SBL 0 1.00 0 0 0 0 0 0 SBL 8 1.00 8 8 0 8 0 8 TOTAL 1285 1285 1362 0 1362 0 1362 WESTBOUND WBR 0 1.00 0 0 0 0 0 0 WBT 0 1.00 0 0 0 0 0 0 WBL 0 1.00 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 NORTHBOUND NBR 0 1.00 0 0 0 0 0 0 NBT 1601 1.00 1601 1696 0 1696 65 1761 NBL 0 1.00 0 0 0 0 0 0 TOTAL 1601 1601 1696 0 1696 65 1761 EASTBOUND EBR 115 1.00 115 122 0 122 30 152 EBT 0 1.00 0 0 0 0 0 0 EBL 531 1.00 531 563 9 572 30 602 TOTAL 646 646 685 9 694 60 754 TOTAL 3532 3532 3743 9 3752 125 3877 2 Biscanyne Blvd. & NE 3rd Street SOUTHBOUND SBR 77 Tuesday, November 14, 2006 0.943 1.00 77 82 10 92 56 148 SBT 1153 1.00 1153 1222 0 1222 0 1222 SBL 0 1.00 0 0 0 0 0 0 TOTAL 1230 1230 1303 10 1313 56 1369 WESTBOUND WBR 0 1.00 0 0 0 0 0 0 WBT 0 1.00 0 0 0 0 0 0 WBL 0 1.00 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 NORTHBOUND NBR 142 1.00 142 150 0 150 0 150 NBT 1528 1.00 1528 1619 0 1619 10 1629 NBL 78 1.00 78 83 9 92 85 177 NBLU-TURN 139 1.00 139 147 0 147 0 147 TOTAL 1748 1748 1852 9 1861 95 1956 EASTBOUND EBR 0 1.00 0 0 0 0 0 0 EBT 0 1.00 0 0 0 0 0 0 EBL 0 1.00 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 TOTAL 2978 2978 3156 19 3175 151 3326 ©Richard Garcia and Associates, Inc., 2005 12/4/2006 Table: T-3 Downtown Lofts III MUSP INTERSECTION APPROACH VOLUMES INTERSECTION NO. INTERSECTION NAME APPROACH MOVEMENT PM PEAK HR COUNT Date of Count PHF PSCF PM PEAK SEASONAL ADJUSTMENT BACKGROUND GROWTH @ 1.95% FOR 3 Years Site Traffic (VPH) Net Traffic w/ Project Committed Developments Total Traffic (VPH) 1 2 3 4 5 6 7 8 9 10 11 12 13 3 NE 2nd AVE & NE 2nd Street SOUTHBOUND SBR 3 Thursday, November 16, 2006 0 1.00 3 3 0 3 0 3 SBT 265 1.00 265 281 0 281 45 326 SBL 41 1.00 41 43 0 43 72 115 TOTAL 309 309 327 0 327 117 444 WESTBOUND WBR 0 1.00 0 0 0 0 0 0 WBT 0 1.00 0 0 0 0 0 0 WBL 0 1.00 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 NORTHBOUND NBR 0 1.00 0 0 0 0 0 0 NBT 0 1.00 0 0 0 0 0 0 NBL 0 1.00 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 EASTBOUND EBR 282 1.00 282 299 6 305 0 305 EBT 225 1.00 225 238 9 247 24 271 EBL 3 1.00 3 3 0 3 0 3 TOTAL 510 510 540 15 555 24 579 TOTAL 819 819 868 15 883 141 1024 4 NE 2nd AVE & NE 3rd Street SOUTHBOUND SBR 181 Tuesday, November21, 2006 0.887 1.00 181 192 6 198 0 198 SBT 349 1.00 349 370 0 370 0 370 SBL 0 1.00 0 0 0 0 0 0 TOTAL 530 530 562 6 568 0 568 WESTBOUND WBR 0 1.00 0 0 0 0 0 0 WBT 194 1.00 194 206 19 225 63 288 WBL 26 1.00 26 28 0 28 84 112 TOTAL 220 220 233 19 252 147 399 NORTHBOUND NBR 0 1.00 0 0 0 0 0 0 NBT 0 1.00 0 0 0 0 0 0 NBL 0 1.00 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 EASTBOUND EBR 0 1.00 0 0 0 0 0 0 EBT 0 1.00 0 0 0 0 0 0 EBL 0 1.00 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 TOTAL 750 _ 750 795 25 820 147 967 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 existing condition intersection LOS. 9 A 1.95 percent background grouth was utilized with a project build -out of three years. 10 Site traffic assignment. 11 Net Traffic = Peak Seasonally Adjusted TMC + Backgound 12 Commited Traffic 13 Total Traffic = Net Traffic + Site Traffic (These are the volumes utilized in the proposed intersection LOS analysis) ©Richard Garcia and Associates, Inc., 2005 12/4/2006 Richard Garcia & Associates, Inc. 13117 NW 117 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel: 305-595-7505/ Fax: 305-675-6474 Groups Printed- Unshifted File Name : BISCAY-2 Site Code : 00000000 Start Date : 11/16/2006 Page No : 1 BISCAYNE BLVD. From North NE 2 ST From East BISCAYNE BLVD. From South NE 2 ST From West Start Rig Thr U Pe App. Rig Thr Left Pe App. Rig Thr Left Pe App. Rig Thr Left Pe App. Int. Time ht u RN Left ds Total ht u ds Total ht u ds Total ht u ds Total Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 11.0 1.0 1.0 1.0 1.0 1.0 1.0_1 1.0 1.0 1.0 04:00 PM 0 309 0 0 0 309 0 0 4 4 8 0 212 0 7 219 11 0 69 0 80 616 04:15 PM 0 390 0 0 6 396 0 0 0 5 5 0 355 0 4 359 29 0 139 15 183 943 04:30 PM 0 326 0 0 7 333 0 0 0 10 10 0 421 0 20 441 26 0 169 26 221 1005 04:45 PM 0 264 0 0 0 264 0 0 0 0 0 0 390 0 8 398 38 0 77 7 122 784 Total 0 129 0 0 13 1302 0 0 4 19 23 0 137 0 39 1417 104 0 454 48 606 3348 05:00 PM 0 305 8 0 0 313 05:15 PM 0 258 15 0 7 280 05:30 PM 0 254 45 0 5 304 05:45 PM 2 211 13 0 0 226 Total 2 102 81 0 12 1123 Grand 2 231 Total 7 Apprch 0.1 Total % 0.0 95. 5 35. 7 81 0 25 2425 3.3 0.0 1.0 1.2 0.0 0.4 37.4 0 0 0 0 0 0 0 0 5 5 0 0 0 10 10 0 0 0 0 0 0 0 0 15 15 0 0 4 34 38 0.0 0.0 10. 89. 5 5 0.0 0.0 0.1 0.5 0.6 0 435 0 11 446 0 323 0 11 334 0 289 0 22 311 0 308 0 19 327 0 135 0 63 1418 0 0.0 0.0 273 3 96. 4 42. 1 0 102 2835 0.0 3.6 0.0 1.6 43.7 22 0 146 14 182 11 0 117 18 146 17 0 131 11 159 13 0 82 0 95 63 0 476 43 582 167 14. 1 2.6 0 930 91 1188 0.0 7.7 0.0 1.4 18.3 78. 3 14. 3 1- V) c co CO w _ z O N N m rn t N 0 BISCAYNE BLVD. Out In Total 1 I 24251 I 60881 1 21 23171 811 251 Ri Ight Thru Left Peds 1 36631 North 11/16/2006 4:00:00 PM 11/16/2006 5:45:00 PM Unshifted T r Left Thru Right Peds 01 27331 Oi 1021 1 28351 Out In Total BISCAYNE BLVD 1 24881 53231 ro a_ S G m co 0 CJ CO O E 941 765 784 648 3138 6486 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 : BISCAY-2 Site Code : 00000000 Start Date : 11/16/2006 Page No : 2 BISCAYNE BLVD. From North NE 2 ST From East BISCAYNE BLVD. From South NE 2 ST From West Start Time Rig ht Thr u RN Left Pe ds App. Total Rig ht Thr u Left Pe ds App. Total Rig ht Thr u Left Pe ds App. Total Rig ht Thr u Left Pe ds App. Total Int. Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersects on 04:15 PM Volume 0 128 5 Percent 0.0 98' 4 04:30 0 326 Volume Peak Factor High Int. Volume Peak Factor 8 0 13 1306 0.6 0.0 1.0 0 0 7 333 04:15 PM 0 390 0 0 6 396 0.82 4 0 0 0 15 15 0.0 0.0 0.0 100 0 0 0 0 10 10 04:30 PM 0 0 0 10 10 0.37 5 0 160 0 43 1644 0.0 9 4 0.0 2.6 0 421 0 20 441 05:00 PM 0 435 0 11 446 0.92 2 115 0 531 1 . 0.0 72 0 26 0 169 62 708 8.8 26 221 04:30 PM 26 0 169 26 221 0.80 1 m 0 H m U% C ,9 w J 0 BISCAYNE BLVD. Out In Total 1 13061 r 01 12851 81 131 Right Thru Left Peds 4 LO 1 21321 North u) rE CV h -� a Unshifted 34381 11/16/2006 4:15:00 PM 11/16/2006 5:00:00 PM 4, T r Left Thru Right Peds 1 OF 16011 01 431 1 1 1 16441 Out In Total BISCAYNE BLVD. 1 14001 30441 O 0 CT m j N co 0 m 3673 1005 0.914 Richard Garcia & Associates, Inc. 13117 NW 117 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel: 305-595-7505/ Fax: 305-675-6474 GrouDS Printed- Unshifted File Name : Biscayne & NE 3 ST Site Code : 00000000 Start Date : 11/14/2006 Page No : 1 Biscayne Blvd. From North NE 3 ST From East Biscayne Blvd. From South NE 3 ST From West UT Start Rig Thr Pe App. Rig Thr Left Pe App. Rig Thr RU Left Pe App. Rig Thr Left Pe App. Int. Time ht u Left ds Total ht u ds Total ht u RN ds Total ht u ds Total Total S Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 19 309 0 1 329 0 0 0 11 11 18 206 17 1 2 244 0 0 0 10 10 594 04:15 PM 25 390 0 11 426 0 0 0 10 10 31 254 19 10 1 315 0 0 0 13 13 764 04:30 PM 21 326 0 6 353 0 0 0 7 7 26 337 42 2 0 407 0 0 0 12 12 779 04:45 PM 19 264 0 0 283 0 0 0 2 2 50 378 24 11 2 465 0 0 0 5 5 755 Total 84 129 0 18 1391 0 0 0 30 30 125 115 102 24 5 1431 0 0 0 40 40 2892 05:00 PM 18 305 0 1 324 05:15 PM 19 258 0 .6 283 05:30 PM 21 254 0 3 278 05:45 PM 24 211 0 6 241 Total 82 102 0 16 1126 Grand Total Apprch Total % 166 6.6 2.7 231 7 92. 1 38. 4 0 34 2517 0.0 1.4 0.0 0.6 41.7 0 0 0 0 0 0 0 0 12 12 0 0 0 9 9 0 0 0 12 12 0 0 0 33 33 0 0 0 63 63 0.0 0.0 0.0 100 0 0.0 0.0 0 0 1.0 1.0 43 408 31 31 3 516 23 405 42 34 0 504 32 362 42 5 0 441 66 383 37 18 2 506 164 15$ 152 88 5 1967 289 8.5 4.8 273 3 80. 4 45. 3 254 112 10 3398 7.5 3.3 0.3 4.2 1.9 0.2 56.3 0 0 0 3 3 0 0 0 5 5 0 0 0 8 8 0 0 0 3 3 0 0 0 19 19 0 0 0 59 59 0.0 0.0 0.0 100 0 0.0 0.0 0.0 1.0 1.0 0 ro w a H 0 0) u, LO N yJ J H-� L h '0O) y a Biscayne Blvd. Out In Total 1 25171 1 1 1661 23171 01 I341 Right Thru Left Peds 4-1 L 1 27331 T North 1 52501 11/14/2006 4:00:00 PM 11/14/2006 5:45:00 PM Unshifted ro Left Thru Right Peds 1 3661 27331 2891 101 1 1 1 33981 Out In Total Biscayne Blvd. 1 23171 1 57151 O 0 0 w co co 0 'C. )1) 843 804 736 762 3145 6037 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 : Biscayne & NE 3 ST Site Code : 00000000 Start Date : 11/14/2006 Page No : 2 Biscayne Blvd. From North NE 3 ST From East Biscayne Blvd. From South NE 3 ST From West Start Time Rig ht Thr u Left Pe ds App. Total Rig ht Thr u Left Pe ds App. Total Rig ht Thr u UT RU RN S Left Pe ds App. Total Rig ht Thr u Left Pe ds App. Total Int. Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersecti 04:30 PM on Volume 77 0 13 1243 Percent 6.2 05:00 Volume Peak Factor High Int. Volume Peak Factor 115 3 92. 8 0.0 1.0 18 305 0 1 324 04:30 PM 21 326 0 6 353 0.88 0 0 0 0 21 21 0.0 0.0 0.0 100 0 0 0 0 0 0 05:15 PM 0 0 0 12 12 0.43 8 142 152 139 78 5 1892 7.5 8 . 7.3 4.1 0.3 43 408 31 31 3 516 05:00 PM 43 408 31 31 3 516 0.91 7 0 0 0 25 25 0.0 0.0 0.0 1 .00 0 0 0 3 3 04:30 PM 0 0 0 12 12 0.52 1 0 F rn ch U1 c N - iL 0 N 0 O � J Biscayne Blvd. Out In Total 1 15281 1 12431 1 1 1771 11531 01 1131 Right Thru Left Peds ( 27711 North 11/14/2006 4:30:00 PM 11/14/2006 5:15:00 PM Unshifted � T r Left Thru Right Peds 1 2171 15281 1421 51 1 1 1 18921 Out In Total Biscayne Blvd. 1 11531 1 30451 0 0 0 N N 0 M z m 5 w cn 0) 3181 843 0.943 Richard Garcia & Associates, Inc. 13117 NW 117 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel: 305-595-7505/ Fax: 305-675-6474 Groups Printed- Unshifted File Name : NE2AVE-1 Site Code : 00000000 Start Date : 11/16/2006 Page No : 1 NE2AVE From North NE2ST From East NE2AVE From South NE2ST From West Start Rig Thr Ped App. Rig Thr Ped App. Rig Thr Left Ped App. Rig Thr Left Ped App. Int. Time ht u Left s Total ht u Left s Total ht u s Total ht u s Total Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 0 59 4 21 84 0 0 0 17 17 0 0 0 25 25 78 43 2 2 125 251 04:15 PM 0 72 17 23 112 0 0 0 16 16 0 0 0 39 39 61 52 0 3 116 283 04:30 PM 0 45 15 20 80 0 0 0 18 18 0 0 0 39 39 67 53 0 7 127 264 04:45 PM 1 59 8 30 98 0 0 0 16 16 0 0 0 78 78 85 63 0 7 155 347 Total 1 235 44 94 374 0 0 0 67 67 0 0 0 181 181 291 211 2 19 523 1145 05:00 PM 1 82 11 21 115 05:15 PM 0 71 9 14 94 05:30 PM 1 53 13 27 94 05:45 PM 0 43 6 21 70 Total 2 249 39 83 373 Grand 3 484 83 177 747 Total Apprch % 0.4 64. 11. 23. 8 1 7 Total % 0.1 2 8 3.7 8.0 33.7 0 0 0 6 6 0 0 0 4 4 0 0 0 18 18 0 0 0 1 1 0 0 0 29 29 0 0 0 96 96 0.0 0.0 0.0 1 .0 .0 0.0 0.0 0.0 4.3 4.3 0 0 0 46 46 0 0 0 41 41 0 0 0 35 35 0 0 0 28 28 0 0 0 150 150 0 0 0 331 331 0.0 0.0 0.0 0.0 0.0 0.0 100 .0 14. 9 14.9 73 48 65 62 59 52 78 37 275 199 1 12 134 1 13 141 1 9 121 0 8 123 3 42 519 566 410 5 61 1042 54. 39. 3 3 25. 18. 5 5 0.5 5.9 0.2 2.8 47.0 F-- c csi O 0 0 C7 0 co N OD m-1' L -0 d -/ NE 2 AVE Out In Total 5 1 7471 1 1 131 4841 831 1771 Right Thru Left Peds 1 North 1 7521 11/16/2006 4:00:00 PM 11/16/2006 5:45:00 PM Unshifted I T r Left Thru Right Peds 1 01 01 01 3311 1 1 1 3311 Out In Total NE 2 AVF 1 10501 1 13811 0 o _ m - (137 NJ co -1 O co CO CO 0 301 280 268 222 1071 2216 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 : NE2AVE-1 Site Code : 00000000 Start Date : 11/16/2006 Page No : 2 NE2AVE From North NE2ST From East NE2AVE From South NE2ST From West Start Time Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total - Rig ht Thr u Left Ped s App. Total Int. Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersects 04:45 PM on Volume 3 265 41 92 401 Percent 0.7 66. 10. 22. 1 2 9 04:45 1 59 8 30 98 Volume Peak Factor High Int. 05:00 PM Volume 1 82 11 21 115 Peak 0.87 Factor 2 0 0 0 44 44 0.0 0.0 0.0 100 0 0 0 0 16 16 05:30 PM 0 0 0 18 18 0.61 1 0 0 0 200 200 0.0 0.0 0.0 100 0 0 0 0 78 78 04:45 PM 0 0 0 78 78 0.64 1 282 225 3 41 551 51. 40. 0.5 7.4 2 8 85 63 0 7 155 04:45 PM 85 63 0 7 155 0.88 9 - C N W Z Q u, u, N N N co t h a NE 2 AVE Out In Total 1 401[ I 1 I 31 2651 411 921 Right Thru Left Peds 1 31 North 1 4041 11/16/2006 4:45:00 PM 11/16/2006 5:30:00 PM Unshifted 47 Left Thru Right Peds 1 01 01 01 2001 1 1 1 2001 Out In Total NF 2AVE 1 5471 1 7471 0 0 la 0 N rn 0 O Z m co 1196 347 0.862 Richard Garcia & Associates, Inc. 13117 NW 117 Ave. Suite- No.4 Hialeah Gardens, FL 33018 Tel: 305-595-7505/ Fax: 305-675-6474 Groups Printed- Unshifted File Name : NE 2 ave & NE 3 st Site Code : 00000000 Start Date : 11/21/2006 Page No : 1 NE 2AVE From North NE 3ST From East NE 2AVE From South NE 3ST From West 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 s Total ht u s Total ht u s Total ht u s Total Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 34 85 0 16 135 0 26 8 11 45 0 0 0 14 14 0 0 0 17 17 211 04:15 PM 48 85 0 36 169 0 40 14 8 62 0 0 0 7 7 0 0 0 10 10 248 04:30 PM 43 81 0 12 136 0 40 8 21 69 0 0 0 18 18 0 0 0 17 17 240 04:45 PM 33 81 0 17 131 0 48 7 23 78 0 0 0 11 11 0 0 0 8 8 228 Total 158 332 0 81 571 0 154 37 63 254 0 0 0 50 50 0 0 0 52 52 927 05:00 PM 53 99 0 20 172 05:15 PM 52 88 0 26 166 05:30 PM 53 69 0 18 140 05:45 PM 54 76 0 18 148 Total 212 332 0 82 626 Grand Total Apprch % Total % 370 664 0 163 1197 30. 55. 0 0 13. 9 5 6 19. 34. 0.0 8.5 62.3 3 5 0 40 6 7 53 0 66 5 31 102 0 52 13 9 74 0 40 7 8 55 0 198 31 55 284 0 352 68 118 538 65. 12. 21. 4 6 9 0.0 1 3 3.5 6.1 28.0 0.0 0 0 0 16 16 0 0 0 7 7 0 0 0 11 11 0 0 0 7 7 0 0 0 41 41 0 0 0 91 91 0.0 0.0 0.0 100 0 0.0 0.0 0.0 4.7 4.7 0 0 0 17 17 0 0 0 10 10 0 0 0 9 9 0 0 0 8 8 0 0 0 44 44 0 0 0 96 96 0.0 0.0 0.0 100 0 0.0 0.0 0.0 5.0 5.0 co co ma a NE 2AVE Out In Total 11971 L 3701 6641 01 1631 Right Thru Left Peds f� 1 4 1 01 North 11971 11/21/2006 4:00:00 PM 11/21/2006 5:45:00 PM Unshifted 47 Left Thru Right Peds 01 01 01 011 1 911 7321 8231 Out In Total NE2GVF L m U N 0 N 0 co O 0 - Z w0 w m CT Co O m 258 285 234 218 995 1922 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 2 ave & NE 3 st Site Code : 00000000 Start Date : 11/21/2006 Page No : 2 NE 2AVE From North NE 3ST From East NE 2AVE From South NE 3ST From West Start Time Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Rig ht Thr u Left Ped s App. Total Int. Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersecti 04:30 PM on Volume 181 349 0 75 605 2. Percent 2 9 5 09 7.0 1 4 05:15 Volume Peak Factor High Int. 05:00 PM Volume 53 99 Peak Factor 52 88 0 26 166 0 20 172 0.87 9 0 194 26 82 0.0 6 . 8.6 2. 0 66 5 31 05:15 PM 0 66 302 102 5 31 102 0.74 0 0 0 0 52 52 0.0 0.0 0.0 1 .0 .0 0 0 0 7 7 04:30 PM 0 0 0 18 18 0.72 2 0 0 0 52 52 0.0 0.0 0.0 100 0 0 0 0 10 10 04:30 PM 0 0 0 17 17 0.76 5 0 N co C �- w z O r` CV Y7 10 m J h N as NE 2AVE Out In Total 1 1 6051 1 605I 1 l 1 1811 3491 01 751 Right Thru Left Peds Lk North 11/21/2006 4:30:00 PM 11/21/2006 5:15:00 PM Unshifted 47 T r Left Thru Right Peds 1 01 01 01 521 1 1 i 521 Out In Total NE2AVE 1 3751 4271 -i ~—C r- 17x 17 N 0 A rn co N 0 — wo N N O z rn 0 w 0 N 1011 285 0.887 Table: T-2 Downtown Lofts III MUSP PM PEAK HOUR VOLUMES Link ROADWAY Source Date From [Date To PSCF LL < DIR PM Peak Hour AVERAGE PM PEAK HOUR VOLUME NAME AT Wednesday Thursday V Ntierit N .( A tt, I `A E'1 "A 'Jl b "'' ,,; ;7 , x , „ 1 2 3 4 5 6 7 8 10 11 12 13 1 NE 2 ST b/w 2 Ave. & Biscayne Blvd. Q 0 CO to r 0 CO <— 0 q (3)EB ° 0 306 273 290 287 LINK 306 273 290 287 2 Biscayne Blvd. b/w NE 2 ST & NE 3 ST 0 co 0 in co 0 0 r- 0 0 NB 1586 1700 1643 1,627 SB 1095 1208 1152 1,140 LINK 2681 2908 2795 2,767 Notes: oaaway 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, 11 Raw Data 12 Average of Count 13 Peak Season Adjusted PM Peak Hour Calculation=Average*PSCF*ACF © Richard Garcia and Associates, Inc. 2005 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: 412 NE 2 ST (BETWEEN 2AVE & BISCAYNE) Latitude: 0' 0.000 Undefined Start 15-Nov-06 Time Wed EB 12:00 AM 12 12:15 12 12:30 9 12:45 7 01:00 3 01:15 3 01:30 7 01:45 4 02:00 4 02:15 3 02:30 1 02:45 4 03:00 1 03:15 1 03:30 2 03:45 1 04:00 1 04:15 1 04:30 1 04:45 2 05:00 3 05:15 3 05:30 8 05:45 6 06:00 18 06:15 19 06:30 40 06:45 47 07:00 45 07:15 54 07:30 62 07:45 76 08:00 72 08:15 60 08:30 53 08:45 65 09:00 57 09:15 55 09:30 60 09:45 53 10:00 48 10:1S 62 10:30 57 10:45 . 62 11:00 47 11:15 51 11:30 31 11.:45 28 Total 1321 Peak 07:30 Vol. 270 P.H.F. 0.888 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: 412 NE 2 ST (BETWEEN 2AVE & BISCAYNE) Latitude: 0' 0.000 Undefined Start 15-Nov-06 Time Wed EB 12:00 PM 57 12:15 58 12:30 53 12:45 52 01:00 54 01:15 56 01:30 42 01:45 57 02:00 56 02:15 30 02:30 57 02:45 52 03:00 43 03:15 64 03:30 55 03:45 44 04:00 65 04:15 62 04:30 51 04:45 60 05:00 63 05:15 70 05:30 98 05:45 75 06:00 33 06:15 60 06:30 69 06:45 47 07:00 46 07:15 34 07:30 44 07:45 35 08:00 39 08:15 33 08:30 37 08:45 .18 09:00 7 09:15 6 09:30 6 09:45 ... 9. 10:00 7 10:15 3 10:30 4 10:45 3 11:00 4 11:15 2 11:30 5 11:45 3 Total 1928 Peak 17:00 Vol. 306 P.H.F. 0.781 RICHARD GARCIA & ASSOCIATES, INC. Page 3 13117 NW 107 AVE. UNIT NO. 4 HIALEAH GARDENS, FL 33018 Site Code: 000000000000 305.595.7505 / FAX 305.675.6474 Station ID: 412 NE 2 ST (BETWEEN 2AVE & BISCAYNE) Latitude: 0' 0.000 Undefined Start 16-Nov-06 Time Thu EB 12:00 AM 0 12:15 1 12:30 2 12:45 2 01:00 1 01:15 0 01:30 1 01:45 1 02:00 2 02:15 0 02:30 0 02:45 0 03:00 0 03'15. 0 03:30 1 0345 0 04:00 0 04:15 0 04:30 0 04:45 2 05:00 0 05:15 1 05:30 3 05:45 7 06:00 17 06:15 19 06:30 24 06:45. 31 07:00 40 07:15 53 07:30 42 07:45 45 08:00 62 08:15 60 08:30 55 08:45 57 09:00 65 09:15 44 09:30 55 09:45: 61 10:00 65 1.0:1.5 54 10:30 46 10:45 50 11:00 56 11:15 . 48 11:30 49 11.:45 41 Total 1163 Peak 08:15 Vol. 237 P.H.F. 0.912 RICHARD GARCIA & ASSOCIATES, INC. Page 4 13117 NW 107 AVE. UNIT NO. 4 HIALEAH GARDENS, FL 33018 Site Code: 000000000000 305.595.7505 / FAX 305.675.6474 Station ID: 412 NE 2 ST (BETWEEN 2AVE & BISCAYNE) Latitude: 0' 0.000 Undefined Start 16-Nov-06 Time Thu EB 12:00 PM 49 12:15 55 12:30 48 12:45 : 44 01:00 31 01:15 43 01:30 52 01:45 46 02:00 65 02:15 48 02:30 45 02:45 42 03:00 48 03:15 47 03:30 36 03:45 ' 53 04:00 63 04:15 62 04:30 43 04`45 36 05:00 52 05:15 57 05:30 79 05:45 84 06:00 53 06:15 51 06:30 37 06:45 53 07:00 72 07:15 55 07:30 36 07:45 38 08:00 38 08:15 14 08:30 24 08:45 16 09:00 19 09:15 10. 09:30 12 09:45 11 10:00 11 10:15. 5 10:30 1 1.0:45 3 11:00 4 11:15 3 11:30 3 11:45. 2 Total 1799 Peak 17:15 Vol. 273 P.H.F. 0.813 Grand Total Percent 6211 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: 420 BISCAYNE(BETWEEN NE2ST&3ST--NB Latitude: 0' 0.000 Undefined Start 15-Nov-06 Time Wed NB 12:00 AM 81 12:15 87 12:30 59 12:45 57 01:00 39 01:15 44 01:30 31 01:45 - 26 02:00 18 02:15 16 02:30 21 02:45 6 03:00 15 03:15 11 03:30 8 03:45 10 04:00 12 04:15. : 8 04:30 25 04:45 30 05:00 20 05:15_. 26 05:30 48 05:45. 65 06:00 93 06:15 144 06:30 174 06:45 ` 203 07:00 197 07:15 200 07:30 189 07:45 . 310 08:00 255 08.15 244 08:30 259 08:45 253 09:00 274 09:15 248 09:30 ... 238 09:45 288 10:00 277 10:15 289 10:30 277 10:45 298 11:00 274 11:15 . 294 11:30 384 11:45 316 Total 6741 Peak 11:00 Vol. 1268 P.H.F. 0.826 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: 420 BISCAYNE(BETWEEN NE2ST&3ST--NB Latitude: 0' 0.000 Undefined Start 15-Nov-06 Time Wed NB 12:00 PM 325 12:15 344 12:30 343 12:45 291 01:00 317 01:15 . 321 01:30 315 01:45 308 02:00 276 02:15 263 02:30 302 02:45 313 03:00 268 03:15 319 03:30 320 03:45 327 04:00 330 04:15 342 04:30 292 04:45. 318 05:00 386 05:15 422 05:30 412 05:45 342 06:00 410 06:15 364 06:30 353 06`:45 363 07:00 344 07:15 272 07:30 251 07:45 247 08:00 233 0815 213 08:30 218 08:45 215 09:00 195 09:15 183 09:30 189 09:45 172. 10:00 148 10:15 148 10:30 166 10:45 132 11:00 140 11:15:: 119 11:30 78 11:45 110 Total 13059 Peak 17:15 Vol. 1586 P.H.F. 0.940 RICHARD GARCIA & ASSOCIATES, INC. Page 3 13117 NW 107 AVE. UNIT NO. 4 HIALEAH GARDENS, FL 33018 Site Code: 000000000000 305.595.7505 / FAX 305.675.6474 Station ID: 420 BISCAYNE(BETWEEN NE2ST&3ST--NB Latitude: 0' 0.000 Undefined Start 16-Nov-06 Time Thu NB 12:00 AM 91 12:15 73 12:30 59 12 :45 45 01:00 40 01:15 . 31 01:30 28 01:45: 25 02:00 24 02:15 21 02:30 19 02:45 16 03:00 16 03:15: 10 03:30 12 03:45 13 04:00 13 04:15 10 04:30 17 04:45 26 05:00 20 05:15 36 05:30 46 05:45 76 06:00 70 06:15 150 06:30 179 06:45 203 07:00 226 07:15 188 07:30 225 07:45279 08:00 249 08:15 233 08:30 205 08:45..... 273 09:00 258 09:15 265 09:30 291 09:45 302 10:00 283 10:15 :. 253 10:30 318 10:45 310 11:00 289 11:15 321 11:30 358 11:45 342 Total 6837 Peak 11:00 Vol. 1310 P.H.F. 0.915 RICHARD GARCIA & ASSOCIATES, INC. Page 4 13117 NW 107 AVE. UNIT NO. 4 HIALEAH GARDENS, FL 33018 Site Code: 000000000000 305.595.7505 / FAX 305.675.6474 Station ID: 420 BISCAYNE(BETWEEN NE2ST&3ST--NB Latitude: 0' 0.000 Undefined Start 16-Nov-06 Time Thu NB 12:00 PM 351 12:15 377 12:30 369 12:45 352. 01:00 270 01:15 393 01:30 338 0145 320 02:00 332 02:15 306 02:30 306 0245 329 03:00 333 03:15 : 327 03:30 306 03:45 315 04:00 397 04:15 350 04:30 350 04:45 326 05:00 387 05:15 397 05:30 473 05:45 363 06:00 443 06:15 421 06:30 388 06:45 371 07:00 390 07:15 357 07:30 278 07:45;, 329 08:00 271 08:15 182 08:30 236 08:45 255 09:00 248 09:15 211 09:30 217 09:45 194 10:00 220 10:15 218 10:30 214 10:45 157 11:00 149 11:15 124 11:30 126 11:45 132 Total 14498 Peak 17:30 Vol. 1700 P.H.F. 0.899 Grand Total Percent 41135 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: 415 BISCAYNE (BETWEEN NE 2 ST & 3 ST) Latitude: 0' 0.000 Undefined Start 15-Nov-06 Time Wed SB 12:00 AM 55 12:15 60 12:30 81 12:45 41 01:00 27 01:15 24 01:30 19 01:45 22 02:00 15 02:15 20 02:30 10 02:45. 12 03:00 13 03:15 10 03:30 11 03:45 13 04:00 15 04:15 13 04:30 26 04:45 33 05:00 18 05:15 28 05:30 55 05:45 69 06:00 75 06:15 97 06:30 120 06:45 136 07:00 158 07:15 185 07:30 217 07:45 248 08:00 282 08:15 338 08:30 401 08:45 399 09:00 368 09:15 317 09:30 278 09:45 290 10:00 289 10:15 255 10:30 280 10:45: 271 11:00 279 11:15 272 11:30 282 11:45: 283 Total 6810 Peak 08:15 Vol. 1506 P.H.F. 0.939 RICHARD GARCIA & ASSOCIATES, INC. 13117 NW 107 AVE. UNIT NO. 4 HIALEAH GARDENS, FL 33018 305.595.7505 / FAX 305.675.6474 Page 2 Site Code: 000000000000 Station ID: 415 BISCAYNE (BETWEEN NE 2 ST & 3 ST) Latitude: 0' 0.000 Undefined Start 15-Nov-06 Time Wed SB 12:00 PM 308 12:15 268 12:30 263 12:45 241 01:00 275 01:15 246 01:30 231 01:45 - 250 02:00 262 02:15 234 02:30 242 02:45 215 03:00 252 03:15 251 03:30 246 03:45 282 04:00 259 04:15 279 04:30 265 04:45 261 05:00 266 05:15 257 05:30 301 05:45 259 06:00 278 06:15 233 06:30 219 06:45 245 07:00 237 07:15 200 07:30 198 07:45 200 08:00 185 08:15 166 08:30 164 08:45 200 09:00 171 09:15 180 .: 09:30 167 09:45 165 10:00 160 1.0:15 139 10:30 115 10:45 _.. 104 11:00 143 11:15 119 11:30 70 11.:45 88 Total 10359 Peak 17:15 Vol. 1095 P.H.F. 0.889 RICHARD GARCIA & ASSOCIATES, INC. Page 3 13117 NW 107 AVE. UNIT NO. 4 HIALEAH GARDENS, FL 33018 Site Code: 000000000000 305.595.7505 / FAX 305.675.6474 Station ID: 415 BISCAYNE (BETWEEN NE 2 ST & 3 ST) Latitude: 0' 0.000 Undefined Start 16-Nov-06 Time Thu SB 12:00 AM 78 12:15 47 12:30 68 12:45 39 01:00 36 01:15 24 01:30 25 01:45 20 02:00 20 02:1S 15 02:30 19 02:45 9 03:00 13 03:15 10 03:30 19 03:45 14 04:00 17 04:15 . 14 04:30 24 04:45 28 05:00 27 05:15 33 05:30 42 05:45 57. 06:00 58 06:15 102 06:30 134 06:45 138 07:00 157 07:15 166 07:30 213 07:45 247 08:00 281 08:15 272 08:30 313 08:45 342 09:00 313 09:15 329 09:30 273 09:45 290 10:00 302 10:15' : 252 10:30 264 10:45 262 11:00 266 11:15 304 11:30 278 11:45 277 Total 6531 Peak 08:30 Vol. 1297 P.H.F. 0.948 Total Percent 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: 415 BISCAYNE (BETWEEN NE 2 ST & 3 ST) Latitude: 0' 0.000 Undefined Start 16-Nov-06 Time Thu SB 12:00 PM 309 12:15 258 12:30 315 12:45 326 01:00 289 01:15 251 01:30 287 01:45 282 02:00 281 02:15 253 02:30 255 02:45 261 03:00 245 03:15 272 03:30 292 03:45 279 04:00 271 04:15 234 04:30 277 04:45 282 05:00 291 05:15 249 05:30 277 05:45 284 06:00 269 06:15 250 ..._...... 06:30 242 06:45 215 07:00 221 07:15 235 07:30 203 07:45238 08:00 241 08:15 196 08:30 220 08:45. 225 09:00 239 09:15. 231 09:30 197 09:45 172 10:00 188 10:15 :. 171 10:30 180 10:45 140 11:00 120 1.1.:15 87 11:30 117 11:45 127 Total 11344 Peak 12:00 Vol. 1208 P.H.F. 0.926 Grand 35044 ADT Not Calculated Downtown Lofts III - MUSP Traffic Impact Study Appendix E: Committed Developments RICHARD GARCIA & ASSOCIATES, INC. Appendix Table: T-4 Downtown Lofts III MUSP Committed Developments Link ROADWAY NAME DIR Project Name Total Committed Traffic Person Trip Volume @ 1.4 PPV Mass Transit in Person -Trip @ 22.6% Bayview Market Everglades on the Bay Downtown Loft II Columbus Towers 1 2 3 4 5 6 7 8 9 1 NE2ST EB 0 30 2 0 32 45 13 LINK 0 30 2 0 32 45 13 2 Biscayne Blvd. NB 0 95 6 0 101 141 41 SB 0 0 7 0 7 10 3 LINK 0 95 13 0 108 151 44 Notes: 1 Roadway Name 2 Direction 3-6 From Traffic Studies on File at the City of Miami (see attached) 7 Total committed traffic assigned to analyzed roadways. 8 Person trips assigned to Transportation Corridor. 9 Transit trips assigned to Transportation Corridor. Downtown Lofts III MUSP Committed Developments Table: T-4.1 Bayview Market Everglades on the Bay Downtown Loft II Columbus Towers (Park Suites at 50 Biscayne) Az 0 u, (30) +- (30) NE 20 ST 28 —► NE 19 ST 1f 00 0 (0 NE 18 ST PROJECT SITE NE 17 ST 0, 293 NE 17 TER 1 co N MIAMI AVE NE 15 ST NE MIAMI CT U W Z 0 M (30) (79) —i co 1 NE 17 ST (151) (163) —; 1 f 2 56 t— 28 BISCAYNE BLVD CD CD l 28 N.T.S. VENETIAN CSWY N W W Z f (30) —t 1 f LEGEND XX - ENTER (XX) - EXIT PROJECT: BAYVIEW MARKET MUSP TRAFFIC IMPACT STUDY TITLE: PM PEAK HOUR PROJECT TRIPS EXHIBIT No. 13 Page 22 FIGURE 8 AM & PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. EVERGLADES ON THE BAY December 15, 2003 Page 29 FIGURE 8 AM & PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. RELATED LOFTS 11 May 27, 2004 Page 29 N.T.S NE 1ST ST TRANSPORT ANALYSIS PROFESSIONALS Traffic Impact Study FIGURE 4 Columbus Tower- Miami Project Traffic - PM Peak Hour 9 TRANSIT Downtown Lofts III - MUSP Traffic Impact Study Appendix F: Transit KaRICHARD GARCIA & ASSOCIATES, INC. Appendix 1 Downtown Lofts 111- MUSP Traffic Impact Study A4 Appendix G: Corridor Analysis (Person Trip) RICHARD GARCIA & ASSOCIATES, INC. Appendix Table: T-6 Downtown Lofts III MUSP PERSON TRIP VOLUME AND CAPACITY ANALYSIS TABLE ROADWAY MODE ROADWAY FROM TO STING ONDITION (Seasonally Adjusted) NE 2 ST NE 2 AVE DIR BISCAYNE BLVD EB Biscayne Blvd. Flagler St NE 8 St NE 2 ST NE 2 AVE NE 8 St NB Flagler St SB BISCAYNE BLVD Biscayne Blvd. Flagler St NE 8 St NE 8 St Flagler St WITH BACK'GROUND & COMMITTED•TRAFFIC • NE 2 ST EB NB SB MIAMI ADOPTED LOS CORRIDOR TYPE 4LD 6LD 4LD 6LD ROADWAY VEHICULAR CAPACITY 1800 2710 1800 2710 6LD 2710 j PERSON - TRIP CAPACITY (a� 1.6 PPV 2880 4336 2880 4336 4336 ROADWAY VEHICULAR VOLUME 287 1,627 295 1726 1210 PERSON - TRIP VOLUME 1.4 PPV 401 2277 413 2417 1694 EXCESS PERSON TRIP CAPACITY 2479 2059 2467 1919 2642 ROADWAY PERSON TRIP V/C 0.14 0.53 0.14 0.56 0.39 LOS NE 2 AVE Flagler St NE 8 St WITH BISCAYNE BLVD Biscayne Blvd. NE 8 St Flagler St EB NB SB I OJ'EC `'AND BACKGROUND & COMMI.TTED TRAFFIC NE 2 ST 4LD 6LD 6LD 1800 2710 2710 2880 4336 4336 327 1726 1210 458 2417 1694 2422 1919 2642 0.16 0.56 0.39 NE 2 AVE BISCAYNE BLVD EB 4LD 1800 2880 347 486 2394 0.17 Biscayne Blvd. Flagler St NE 8 St NB 6LD 2710 4336 1726 2417 1919 0.56 NE 8 St Flagler St SB 6LD 2710 4336 1210 1694 2642 0.39 Notes: INT. ANAT.VCTC Downtown Lofts 111- MUSP Traffic Impact Study Appendix H: Intersection & Driveway Analysis KaRICHARD GARCIA & ASSOCIATES, INC. Appendix Table: T-8 Downtown Lofts III MUSP Intersection Existing Delay LOS Biscanyne Blvd. & NE 2nd Street 24.6 c Delay 23.0 Proposed LOS c Biscanyne Blvd. & NE 3rd Street 3.5 A 4.4 A NE 2nd AVE & NE 2nd Street 7.7 A 22.3 NE 2nd AVE & NE 3rd Street 3rd Street Driveway 2nd Street Driveway Note: 40.0 33.3 7.8 7.9 c A A Lane Geometry Downtown Lofts III 06-094 Downtown Lofts III Existing PM Peak w co to )co N d' 3_7 225-� 282-y <--194 z--26 3 ST C� tO ~'v < 0 ID c0 r-- N 2 ST 531iv 115-y ' co m HCM Signalized Intersection Capacity Analysis 1: 2 ST & Biscayne Blvd. 06-094 Downtown Lofts III Existing PM Peak t 4, 1Vlovement EBL EBR . 'NBL . NBT ;SBU SBT SBR Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prat) Fit Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) Lane Group Flow (vph) r tttt ,A ttit 1900. 1900 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 0.97 1.00 0.86 1.00 0.86 1.00 0.85 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 3433 1583 6408 1770 6408 0.95 1.00 1.00 0.11 1.00 3433 1583 6408 209 6408 531 115 0 1601 8 1285 0 0.91 0.91 0.91 0.91 0.91 0.91 0.91 584 126 0 1759 9 1412 0 584 126 0 1759 9 1412 0 Turn Type Perm Perm Protected Phases 2 8 4 Permitted Phases 2 4 Actuated Green, G (s) 56.4 56.4 35.6 35.6 35.6 Effective Green, g (s) 56.4 56.4 35.6 35.6 3.5.6 Actuated g/C Ratio 0.56 0.56 0.36 0.36 0.36 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) ' 1936 893 2281 74 2281 v/s Ratio Prot c0.17 c0.27 0.22 v/s Ratio Perm 0.08 0.04 v/c Ratio 0.30 0.14 0.77 0.12 0.62 Uniform Delay,'d1 11.5 10.3 28.6 21.7 ' 26.6 Progression Factor 0.99 0.95 1.00 0.85 0.89 Incremental. Delay, d2 0.4 0.3 1.7 0.7 0.5 Delay (s) 11.7 10.2 30.3 19.1 24.1 Level of Service B B C B C Approach Delay (s) 11.5 30.3 24.1 Approach LOS B C C Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle.Length,(s) Intersection Capacity Utilization c Critical Lane Group 24.6 0.48 100.0 48.8% HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 A 06-094 Downtown Lofts III 12/1/2006 Existing PM Peak floridlvl7-AA51 Synchro 5 Report Page 2 Timings 1: 2 ST & Biscayne Blvd. 06-094 Downtown Lofts I11 Existing PM Peak Lane Group EBL .EBR NBL NBT . SBU SBT SBR Lane Configurations Total Lost Time (s) Satd. Flow (prot) 3433 Fit Permitted 0.950 Satd. Flow (perm) 3433 1583 Satd. Flow (RTOR) 62 4.0 fiat Mt 4.0 4.0 4.0 4.0 4.0 4.0 1583 0 6408 0 6408 1770 6408 0 0.094 175 6408 0 Volume (vph) 531 115 0 1601 8 1285 0 Lane Group Flow (vph) 584 126 0 1759 9 1412 0 Turn Type Perm Perm Protected Phases 2 8 4 Permitted Phases 2 4 Total Split (s) 30.0 30.0 0.0 70.0 70..0 70.0 0.0 Act Effct Green (s) 56.4 56.4 35.6 35.6 35.6 Actuated g/C Ratio 0.56 0.56: 0.36 0.36 0.86 v/c Ratio 0.30 0.14 0.77 0.15 0.62 Uniform Delay, d1 11.4 5.0 28.6 21.8 26.6 Delay 12.4 6.5 28.1 17.0 23.2 LOS B A C B C Approach Delay 11.4 28.1 23.2 Approach LOS B C C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 76 (76%), Referenced to phase 2:EBL and 6:, Start of Green Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.77 Intersection Signal Delay: 23.3 Intersection Capacity Utilization 48.8% Splits and Phases: 1: 2 ST & Biscayne Blvd. Intersection LOS: C ICU Level of Service A ` 02 1.. 04 t 08 70a 06-094 Downtown Lofts III 12/1/2006 Existing PM Peak Synchro 5 Report Page 1 floridlv17-AA51 2: 3 ST & Biscayne Blvd. HCM Signalized Intersection Capacity Analysis 06-094 Downtown Lofts III Existing PM Peak Mavernent Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary EBL EBT EBR WBL WBT ''WBR NBU NBL ` NBT NBR SBL SBT 4 4tt1 titT 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 4.0 4.0 0.86 0.86 0.99 0.99 0.99 1.00 6299 6348 0.71 1.00 4480 6348 0 0 0 0 0 0 139 78 1528 142 0 1153 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0 0 0 0 0 0 148 83 1626 151 0 1227 0 0 0 0 0 0 0 0 2008 0 0 1309 Perm Perm Perm 6 8 4 6 8 8 0.0 A 0.0 A 75.9 75.9 0.76 4.0 3.0 3400 c0.45 0.88d1 5.3 0.60 0.3 3.4 A 3.4 A 75.9 75.9 0.76 4.0 3.0 4818 0.21 0.27 3.7 1.00 0.0 3.7 A 3.7 A HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization dl Defacto Left Lane. Recode with c Critical Lane Group 3.5 0.59 100.0 Sum of lost time (s) 55.4% ICU Level of Service 1 though lane as a left lane. HCM Level of Service A 24.1 A 06-094 Downtown Lofts III 12/1/2006 Existing PM Peak Synchro 5 Report Page 3 floridlv17-AA51 HCM Signalized Intersection Capacity Analysis 2: 3 ST & Biscayne Blvd. 06-094 Downtown Lofts III Existing PM Peak Movement SBR LI ,Configurations Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) 77 Peak -hour factor, PHF 0.94 Adj. Flow (vph) 82 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary 06-094 Downtown Lofts III 12/1/2006 Existing PM Peak Synchro 5 Report Page 4 floridlvl7-AA51 Timings 06-094 Downtown Lofts III 2: 3 ST & Biscayne Blvd. Existing PM Peak -+ - 1- k. f1 t t 1 Lane Group EBL EBT. EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT Lane Configurations Ili 4+ 4itt tttr Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Satd. Flow (prot) 0 0 0 1695 3390 0 0 0 6299 0 0 6350 FIt Permitted 0.707 Satd. Flow (perm) 0 0 0 1695 3390 0 0 0 4481 0 0 6350 Satd. Flow (RTOR) 52 41 Volume (vph) 0 0 0 0 0 0 139 78 1528 142 0 1153 Lane Group Flow (vph) 0 0 0 0 0 0 0 0 2008 0 0 1309 Turn Type Perm Perm Perm Protected Phases 6 8 4 Permitted Phases 6 8 8 Total Split (s) 0.0 0.0 0.0 20.0 20.0 0.0 80.0 80.0 80.0 Act Effct Green (s) 75.9 Actuated g/C Ratio 0.76 v/c Ratio 0.88d1 Uniform Delay, di 5.1 Delay 3.1 LOS A Approach Delay 3.1 Approach LOS A intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 74 (74%), Referenced to phase 2: and 6:WBTL, Start of Green Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.59 Intersection Signal Delay: 3.3 Intersection LOS: A Intersection Capacity Utilization 55.4% ICU Level of Service A dl Defacto Left Lane. Recode with 1 though lane as a left lane. Splits and Phases: 2: 3 ST & Biscayne Blvd. 0.0 0.0 80.0 75.9 0.76 0.27 3.5 3.5 A 3.5 A lir 04 80 s..x. .__ 1 t 08 4-- 06 __..... . 8.Cfs l 06-094 Downtown Lofts III 12/1/2006 Existing PM Peak Synchro 5 Report Page 1 floridlvl7-AA51 Timings 2: 3 ST & Biscayne Blvd. 06-094 Downtown Lofts III Existing PM Peak 4, Lane Group SBR Lt,Configurations Total Lost Time (s) 4.0 Satd. Flow (prot) 0 Fit Permitted Satd. Flow (perm) 0 Satd. Flow (RTOR) Volume (vph) 77 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Total Split (s) 0.0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Uniform Delay, di Delay LOS Approach Delay Approach LOS Intersection Summary 06-094 Downtown Lofts III 12/1/2006 Existing PM Peak Synchro 5 Report Page 2 floridlv17-AA51 3:2ST&2AVE HCM Signalized Intersection Capacity Analysis 06-094 Downtown Lofts III Existing PM Peak Movement Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Fit Permitted Satd. Flow (perm) } --►P EBL EBT . EBR VWBL VWBT VVBR NBL 1900 1900 1900 1900 1900 1900 1900 4.0 0.95 0.92 1.00 3245 1.00 3245 NBT ' NBRSBL SBT SBR 414 1900 1900 1900 1900 1900 4.0 0.91 1.00 0.99 5045 0.99 5045 Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS intersection Summary 3 225 282 0 0 0 0 0 0 41 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 3 262 328 0 0 0 0 0 0 48 0 593 0 0 0 0 0 0 0 0 Perm Perm 2 2 77.1 77.1 0.77 4.0 3.0 2502 0.18 0.24 3.2 1.00 0.2 3.4 A 3.4 A 0.0 A 0.0 A 4 265 3 0.86 0.86 308 3 359 0 4 14.9 14.9 0.15 4.0 3.0 752 0.07 0.48 39.0 0.37 0.5 14.8 B 14.8 B HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization c Critical Lane Group 7.7 0.28 100.0 31.5% HCM Level of Service Sum of lost time (s) ICU Level of Service A 8.0 A 06-094 Downtown Lofts III 12/1/2006 Existing PM Peak Synchro 5 Report Page 8 floridlvl7-AA51 Timings 06-094 Downtown Lofts III 3: 2 ST & 2 AVE Existing PM Peak Lane Group EBL EBT . EBR `-WBL WBT WBR NB_L ` NBT NBR SBL SBT SBR Lane Configurations 414 414 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Satd. Flow (prot) 0 3245 0 0 0 0 0 0 0 0 5045 0 Fit Permitted 0.993 Satd. Flow (perm) 0 3245 0 0 0 0 0 0 0 0 5045 0 Satd. Flow (RTOR) 328 1 Volume (vph) 3 225 282 0 0 0 0 0 0 41 265 3 Lane Group Flow (vph) 0 593 0 0 0 0 0 0 0 0 359 0 Turn Type Perm Perm Protected Phases 2 Permitted Phases 2 Total Split (s) 58.0 58.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 42.0 42.0 0.0 Act Effct Green (s) 77.1 14.9 Actuated g/C Ratio 0.77 0.15 v/c Ratio 0.23 0.48 Uniform Delay, d1 1.3 38.9 Delay 1.5 14.1 LOS A B Approach Delay 1.5 14.1 Approach LOS A B Intersection Summary 4 4 Cycle Length: 100 Actuated Cycle Length: 100 Offset: 56 (56%), Referenced to phase 2:EBTL and 6:, Start of Green Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.48 Intersection Signal Delay: 6.3 Intersection Capacity Utilization 31.5% Splits and Phases: 3: 2 ST & 2 AVE Intersection LOS: A ICU Level of Service A -0' 4 04 ©2 i k42s :..: 1 I 06-094 Downtown Lofts ID 12/1/2006 Existing PM Peak Synchro 5 Report Page 7 floridlvl7-AA51 4:3ST&2AVE HCM Signalized Intersection Capacity Analysis 06-094 Downtown Lofts III Existing PM Peak Movement Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary EBL EBT EBR NVt3L 1900 1900 1900 1900 0 0 0 26 0.89 0.89 0.89 0.89 0 0 0 29 0 0 0 0 Perm 0.0 A 6 WBT WBR NBL NBT NBR SBL SBT SBR. 4 11* 1900 1900 1900 1900 1900 1900 1900 1900 4.0 4.0 0.95 0.91 1.00 0.95 0.99 1.00 3519 4825 0.99 1.00 3519 4825 194 0 0 0 0 0 349 181 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 218 0 0 0 0 0 392 203 247 0 0 0 0 0 595 0 6 4 78.2 78.2 0.78 4.0 3.0 2752 0.07 0.09 2.6 1.00 0.1 2.6 A 2.6 A 0.0 A 13.8 13.8 0.14 4.0 3.0 666 c0.12 0.89 42.4 1.00 14.4 56.7 E 56.7 E HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization c Critical Lane Group 40.9 0.21 100.0 25.7% HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 A 06-094 Downtown Lofts III 12/1/2006 Existing PM Peak Synchro 5 Report Page 10 florid1vl7-AA51 Timings 06-094 Downtown Lofts III 4: 3 ST & 2 AVE Existing PM Peak Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Satd. Flow (prot) 0 0 0 0 3518 0 0 0 0 0 4826 0 Flt Permitted 0.994 Satd. Flow (perm) 0 0 0 0 3518 0 0 0 0 0 4826 0 Satd. Flow (RTOR) 22 156 Volume (vph) 0 0 0 26 194 0 0 0 0 0 349 181 Lane Group Flow (vph) 0 0 0 0 247 0 0 0 0 0 595 0 Turn Type Perm Protected Phases 6 Permitted Phases 6 Total Split (s) 0.0 0.0 0.0 56.0 56.0 0.0 0.0 0.0 0.0 0.0 44.0 0.0 Act Effct Green (s) 78.2 13.8 Actuated g/C Ratio 0.78 0.14 v/c Ratio 0.09 0.74 Uniform Delay, d1 2.3 30.2 Delay 2.6 29.9 LOS A C Approach Delay 2.6 29.9 Approach LOS A C Intersection Summary 4 Cycle Length: 100 Actuated Cycle Length: 100 Offset: 47 (47%), Referenced to phase 2: and 6:WBTL, Start of Green Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.74 Intersection Signal Delay: 21.9 Intersection Capacity Utilization 25.7% Splits and Phases: 4: 3 ST & 2 AVE Intersection LOS: C ICU Level of Service A '# 04 44's 06 06-094 Downtown Lofts III 12/1/2006 Existing PM Peak Synchro 5 Report Page 9 floridivl7-AA51 06-094 Downtown Lofts III Proposed PM Peak (2009) w (.1 co o pp r M I' z-112 <-288 co in M M 3_7 271- 305--y 3 ST co rs� 2 ST 602-7 152— HCM Signalized Intersection Capacity Analysis 1: 2 ST & Biscayne Blvd. 06-094 Downtown Lofts III Proposed PM Peak (2009) I Movement EBL EBR NBL NBT SBU SBT SBR Lane Configurations liIi ri tttt A tttt Ideal Flow (vphpi) 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 1.00 0.86 1.00 0.86 Frt 1.00 0.85 1.00 1.00 1.00 Fit Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 1583 6408 1770 6408 FIt Permitted 0.95 1.00 1.00 0.10 1.00 Satd. Flow (perm) 3433 1583 6408 186 6408 Volume (vph) 602 152 0 1761 8 1362 0 Peak -hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 662 167 0 1935 9 1497 0 Lane Group Flow (vph) 662 167 0 1935 9 1497 0 Turn Type Perm Perm Protected Phases 2 8 4 Permitted Phases 2 4 Actuated Green, G (s) 51.9 51.9 40.1 40.1 40.1 Effective Green, g (s) 51.9 51.9 40.1 40.1 40.1 Actuated g/C Ratio 0.52 0.52 0.40 0.40 0.40 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1782 822 2570 75 2570 v/s Ratio Prot c0.19 c0.30 0.23 v/s Ratio Perm 0.11 v/c Ratio 0.37 0.20 Uniform Delay, d1 14.3 12.9 Progression Factor 0.83 0.80 Incremental Delay, d2 0.6 0.6 Delay (s) 12.5 10.9 Level of Service B B Approach Delay (s) 12.2 Approach LOS B Intersection Summary 0.05 0.75 0.12 0.58 25.7 18.8 23.4 1.00 1.00 1.00 1.3 0.7 0.3 27.0 19.6 23.7 C B C 27.0 23.7 C C HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization c Critical Lane Group 23.0 0.54 100.0 53.6% HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 A 06-094 Downtown Lofts III 12/1/2006 Proposed PM Peak (2009) Synchro 5 Report Page 2 floridlvl7-AA51 Timings 1: 2 ST & Biscayne Blvd. 06-094 Downtown Lofts III Proposed PM Peak (2009) Lane Group EBL ' EBR NBL NBT SBU SBT SBR Lane Configurations li'll r tilt A tttt Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Satd. Flow (prot) 3433 1583 0 6408 1770 6408 0 Fit Permitted 0.950 0.074 Satd. Flow (perm) 3433 1583 0 6408 138 6408 0 Satd. Flow (RTOR) 52 Volume (vph) 602 152 0 1761 8 1362 0 Lane Group Flow (vph) 662 167 0 1935 9 1497 0 Turn Type Perm Perm Protected Phases 2 8 4 Permitted Phases 2 4 Total Split (s) 30.0 30.0 0.0 70.0 70.0 70.0 0.0 Act Effct Green (s) 51.9 51.9 40.1 40.1 40.1 Actuated g/C Ratio 0.52 0.52 0.40 0.40 0.40 v/c Ratio 0.37 0.20 0.75 0.16 0.58 Uniform Delay, d1 14.3 8.6 25.7 19.2 23.4 Delay 13.1 8.4 25.3 17.4 23.0 LOS B A C B C Approach Delay 12.1 25.3 22.9 Approach LOS B C C Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 76 (76%), Referenced to phase 2:EBL and 6:, Start of Green Control Type: Actuated -Coordinated Maximum vfc Ratio: 0.75 Intersection Signal Delay: 21.9 Intersection Capacity Utilization 53.6% Splits and Phases: 1: 2 ST & Biscayne Blvd. Intersection LOS: C ICU Level of Service A ") 02 1 04 30 170... 1 08 06-094 Downtown Lofts III 12/1/2006 Proposed PM Peak (2009) Synchro 5 Report Page 1 floridlvl7-AA51 HCM Signalized Intersection Capacity Analysis 06-094 Downtown Lofts III 2: 3 ST & Biscayne Blvd. Proposed PM Peak (2009) Movement EBL Lane Configurations Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS intersection Summary "i EBT EBR WBL 1900 1900 1900 0 0 0 0 0 0 0.94 0.94 0.94 0.94 0.94 0.94 0 0 0 0 0 0 0 0 0 0 0 0 Perm 6 6 4-- AL fl 4\ t WBTWBR NBU NBL NBT NBR SBL SBT 411 Rttt 1900 1900 1900 1900 1900 4.0 4.0 1.00 0.86 1.00 0.99 0.95 1.00 1770 6305 0.15 0.71 275 4472 147 177 1629 0.94 0.94 0.94 156 188 1733 156 0 2081 Perm Perm 8 4 8 8 75.0 75.0 75.0 75.0 0.75 0.75 4.0 4.0 3.0 3.0 206 3354 c0.57 0.47 0.76 0.86d1 7.2 5.8 0.88 0.55 13.6 0.3 19.9 3.5 B A 0.0 0.0 4.7 A A A tttt+ 1900 1900 1900 4.0 0.86 0.98 1.00 6304 1.00 6304 150 0 1222 0.94 0.94 0.94 160 0 1300 0 0 1457 75.0 75.0 0.75 4.0 3.0 4728 0.23 0.31 4.1 1.00 0.0 4.1 A 4.1 A HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization 4.4 0.76 100.0 Sum of lost time (s) 58.8% ICU Level of Service HCM Level of Service dl Defacto Left Lane. Recode with 1 though lane as a left lane. c Critical Lane Group 25.0 A 06-094 Downtown Lofts III 12/1/2006 Proposed PM Peak (2009) Synchro 5 Report Page 3 floridlvl7-AA51 HCM Signalized Intersection Capacity Analysis 2: 3 ST & Biscayne Blvd. 4, Movement SBR . 06-094 Downtown Lofts III Proposed PM Peak (2009) L t)Configurations Ideal Flow (vphpl) 1900 Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) 148 Peak -hour factor, PHF 0.94 Adj. Flow (vph) 157 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, dl Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS intersection Summary 06-094 Downtown Lofts III 12/1/2006 Proposed PM Peak (2009) Synchro 5 Report Page 4 floridlvl7-AA51 Timings 06-094 Downtown Lofts III 2: 3 ST & Biscayne Blvd. Proposed PM Peak (2009) -P► 4-- fl *\ t P \* �► Lane Group EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR . SBL SBT Lane Configurations 'I 4+ A 4t11 tttt Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Satd. Flow (prot) 0 0 0 1695 3390 0 1770 0 6306 0 0 6305 Flt Permitted 0.147 0.706 Satd. Flow (perm) 0 0 0 1695 3390 0 274 0 4470 0 0 6305 Satd. Flow (RTOR) 52 85 Volume (vph) 0 0 0 0 0 0 147 177 1629 150 0 1222 Lane Group Flow (vph) 0 0 0 0 0 0 156 0 2081 0 0 1457 Turn Type Perm Perm Perm Protected Phases 6 8 4 Permitted Phases 6 8 8 Total Split (s) 0.0 0.0 0.0 21.0 21.0 0.0 79.0 79.0 79.0 0.0 0.0 Act Effct Green (s) .75.0 75.0 Actuated g/C Ratio 0.75 0.75 v/c Ratio 0.76 0.86d1 Uniform Delay, d1 7.2 5.6 Delay 20.2 3.2 LOS C A Approach Delay 4.3 Approach LOS A Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 74 (74%), Referenced to phase 2: and 6:WBTL, Start of Green Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 4.1 Intersection LOS: A Intersection Capacity Utilization 58.8% ICU Level of Service A dl Defacto Left Lane. Recode with 1 though lane as a left lane. Splits and Phases: 2: 3 ST & Biscayne Blvd. 05 t 04 ?ss ":] 1 } m8 .4-- .1, _.., 7/8s. I 79.0 75.0 0.75 0.31 3.8 3.8 A 3.8 A 06-094 Downtown Lofts III 12/1/2006 Proposed PM Peak (2009) Synchro 5 Report Page 1 floridlvl7-AA51 Timings 2: 3 ST & Biscayne Blvd. 4, Lane Group SBR 06-094 Downtown Lofts III Proposed PM Peak (2009) L14Configurations Total Lost Time (s) 4.0 Satd. Flow (prot) 0 Fit Permitted Satd. Flow (perm) 0 Satd. Flow (RTOR) Volume (vph) 148 Lane Group Flow (vph) 0 Turn Type Protected Phases Permitted Phases Total Split (s) 0.0 Act Effct Green (s) Actuated g/C Ratio v/c Ratio Uniform Delay, d1 Delay LOS Approach Delay Approach LOS Intersection Summary 06-094 Downtown Lofts III 12/1/2006 Proposed PM Peak (2009) Synchro 5 Report Page 2 floridlv17-AA51 3:2ST&2AVE HCM Signalized Intersection Capacity Analysis 06-094 Downtown Lofts III Proposed PM Peak (2009) Movement Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS intersection Summary EBL EBT ,EBR WBL V1/BT 'WBR NBL NBT NBR' SBL SBT SBR 1900 1900 1900 1900 1900 1900 1900 1900 1900 4.0 0.95 0.92 1.00 3258 1.00 3258 3 271 305 0 0 0 0 0 0 115 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 3 315 355 0 0 0 0 0 0 134 0 673 0 0 0 0 0 0 0 0 Perm Perm 2 2 77.4 77.4 0.77 4.0 3.0 2522 0.21 0.27 3.2 1.00 0.3 3.5 A 3.5 A 0.0 A 0.0 A 4 41+ 1900 1900 1900 4.0 0.91 1.00 0.99 5016 0.99 5016 326 3 0.86 0.86 379 3 516 0 4 14.6 14.6 0.15 4.0 3.0 732 0.10 0.70 40.6 1.08 3.0 46.8 D 46.8 D HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization c Critical Lane Group 22.3 0.34 100.0 37.0% HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 A 06-094 Downtown Lofts III 12/1/2006 Proposed PM Peak (2009) Synchro 5 Report Page 8 floridlvl7-AA51 Timings 06-094 Downtown Lofts III 3: 2 ST & 2 AVE Proposed PM Peak (2009) Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' , 4444 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Satd. Flow (prot) 0 3260 0 0 0 0 0 0 0 0 5014 0 Fit Permitted 0.987 Satd. Flow (perm) 0 3260 0 0 0 0 0 0 0 0 5014 0 Satd. Row (RTOR) 299 1 Volume (vph) 3. 271 305 0 0 0 0 0 0 115 326 3 Lane Group Flow (vph) 0 673 0 0 0 0 0 0 0 0 516 0 Turn Type Perm Perm Protected Phases 2 Permitted Phases 2 Total Split (s) 58.0 58.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 42.0 42.0 0.0 Act Effct Green (s) 77.4 14.6 Actuated g/C Ratio 0.77 0.15 v/c Ratio 0.26 0.70 Uniform Delay, d1 1.6 40.5 Delay 1.8 43.4 LOS A D Approach Delay 1.8 43.4 Approach LOS A D Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:, Start of Green Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.70 Intersection Signal Delay: 19.9 Intersection Capacity Utilization 37.0% Splits and Phases: 3: 2 ST & 2 AVE Intersection LOS: B ICU Level of Service A -'I' ir m4 02 r 4 4 06-094 Downtown Lofts III 12/1/2006 Proposed PM Peak (2009) Synchro 5 Report Page 7 floridIvl7-AA51 HCM Signalized Intersection Capacity Analysis 06-094 Downtown Lofts III 4:3ST&2AVE Proposed PM Peak (2009) Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT . SBR Lane Configurations + ' , Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 Lane Utii. Factor 0.95 0.91 Frt 1.00 0.95 Flt Protected 0.99 1.00 Satd. Flow (prot) 3490 4820 Flt Permitted 0.99 1.00 Satd. Flow (perm) 3490 4820 Volume (vph) 0 0 0 112 288 0 0 0 0 0 370 198 Peak -hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 0 0 0 126 324 0 0 0 0 0 416 222 Lane Group Flow (vph) 0 0 0 0 450 0 0 0 0 0 638 0 Turn Type Perm Protected Phases 6 4 Permitted Phases 6 Actuated Green, G (s) 77.1 Effective Green, g (s) 77.1 Actuated g/C Ratio 0.77 Clearance Time (s) 4.0 Vehicle Extension (s) 3.0 Lane Grp Cap (vph) 2691 v/s Ratio Prot v/s Ratio Perm 0.13 v/c Ratio 0.17 Uniform Delay, di 3.0 Progression Factor 1.00 Incremental Delay, d2 0.1 Delay (s) 3.1 Level of Service A Approach Delay (s) 0.0 3.1 Approach LOS A A Intersection Summary 0.0 A 14.9 14.9 0.15 4.0 3.0 718 c0.13 0.89 41.7 1.00 12.9 54.6 D 54.6 D HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization c Critical Lane Group 33.3 0.28 100.0 32.3% HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 A 06-094 Downtown Lofts HI 12/1/2006 Proposed PM Peak (2009) Synchro 5 Report Page 10 floridiv17-AA51 Timings 06-094 Downtown Lofts III 4: 3 ST & 2 AVE Proposed PM Peak (2009) -► T *- k- '\ t P \. •/ Lane Group EBL EBT. EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ ++1+ Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Satd. Flow (prot) 0 0 0 0 3490 0 0 0 0 0 4821 0 Fit Permitted 0.986 Satd. Flow (perm) 0 0 0 0 3490 0 0 0 0 0 4821 0 Satd. Flow (RTOR) 85 160 Volume (vph) 0 0 0 112 288 0 0 0 0 0 370 198 Lane Group Flow (vph) 0 0 0 0 450 0 0 0 0 0 638 0 Turn Type Perm Protected Phases 6 Permitted Phases 6 Total Split (s) 0.0 0.0 0.0 56.0 56.0 0.0 0.0 0.0 0.0 0.0 44.0 0.0 Act Effct Green (s) 77.1 14.9 Actuated g/C Ratio 0.77 0.15 v/c Ratio 0.17 0.75 Uniform Delay, d1 2.4 30.2 Delay 2.7 29.8 LOS A C Approach Delay 2.7 29.8 Approach LOS A C Intersection Summary 4 Cycle Length: 100 Actuated Cycle Length: 100 Offset: 47 (47%), Referenced to phase 2: and 6:WBTL, Start of Green Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 18.6 Intersection Capacity Utilization 32.3% Splits and Phases: 4: 3 ST & 2 AVE Intersection LOS: B ICU Level of Service A 411177. 06 04 06-094 Downtown Lofts III 12/1/2006 Proposed PM Peak (2009) Synchro 5 Report Page 9 floridlv17-AA51 06-094 Downtown Lofts III Site Driveway T W Q N 25 HCM Unsignalized Intersection Capacity Analysis 5: 3 ST & N. D/W 06-094 Downtown Lofts III Site Driveway owement Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (veh/h) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free cM capacity (veh/h) "`# 4-- 4\ VVt3L WBT NBL NBR *it Free Free Stop 0% 0% 0% 0 0 25 0 12 0 0.92 0.92 0.92 0.92 0.92 0.92 0 0 27 0 13 0 4.1 None 54 6.8 6.9 2.2 3.5 3.3 98 99 100 1622 931 1084 D section; Lane# WB 1', WB 2 NB717 Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS i!rFtersection Suimary 27 0 27 0 0 0 1622 1700 0.02 0.00 1 0 7.3 0.0 A 7.3 Average Delay Intersection Capacity Utilization 13 13 0 931 0.01 1 8.9 A 8.9 A 7.8 ct`-o\ LO G 13.3% ICU Level of Service 06-094 Downtown Lofts III Page 1 floridlvl7-aa51 HCM Unsignalized Intersection Capacity Analysis 6: 2 ST & S. D/W 06-094 Downtown Lofts III Site Driveway 1ovement ESL EBT ,1/VBT. ' WBR SBL SBR Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (veh/h) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) vC, conflicting volume vC1, stage 1 confvol vC2, stage 2 conf vol tC, single (s) tC, 2 stage (s) tF (s) 2.2 p0 queue free % 99 cM capacity (veh/h) 1622 Direction„Lane # E8 i EB'2 SB 411 Free Free Stop 0% 0% 0% 20 0 0 0 15 0 0.92 0.92 0.92 0.92 0.92 0.92 22 0 0 0 16 0 4.1 None 43 0 6.8 6.9 3.5 3.3 98 100 949 1084 Volume Total 22 0 16 Volume Left 22 0 16 Volume Right 0 0 0 cSH 1622 1700 949 Volume to Capacity 0.01 0.00 0.02 Queue Length (ft) 1 0 1 Control Delay (s) 7.3 0.0 8.9 Lane LOS A A Approach Delay (s) 7.3 8.9 Approach LOS A )ntersection Surhrriary Average Delay Intersection Capacity Utilization 7.9 14 (d\-i L,. o s 13.3% ICU Level of Service 06-094 Downtown Lofts III Page 2 floridlv17-aa51 LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QILOS PERSON -TRIP LOS A B C D E A B C D E CLASS i 1LU 0 220 720 860 890 0.00 0.25 0.81 0.97 1.00 2LD 0 1530 1810 1860 1910 0.00 0.80 0.95 0.97 1.00 3LD 0 2330 2720 2790 2840 0.00 0.82 0.96 0.98 1.00 4LD 0 3030 3460 3540 3590 0.00 0.84 0.96 0.99 1.00 CLASS II 1LU 0 100 590 810 850 0.00 0.12 0.69 0.95 1.00 2LD 0 220 1360 1710 1800 0.00 0.12 0.76 0.95 1.00 3LD 0 340 2110 2570 2710 0.00 0.13. 0.78 0.95 1.00 4LD 0 440 2790 3330 3500 0.00 0.13 0.80 0.95 1.00 CLASS III 1LU 0 0 280 660 810 0.00 0.00 0.35 0.81 1.00 2LD 0 0 650 1510 1720 0.00 0.00 0.38 0.88 1.00 3LD 0 0 1020 2330 2580 0.00 0.00 0.40 0.90 1.00 4LD 0 0 1350 3070 3330 0.00 0.00 0.41 0.92 1.00 CLASS IV 1LU 0 0 270 720 780 0.00 0.00 0.35 0.92 1.00 2LD 0 0 650 1580 1660 0.00 0.00 0.39 0.95 1.00 3LD 0 0 1000 2390 2490 0.00 0.00 0.40 0.96 1.00 4LD 0 0 1350 3130 3250 0.00 0.00 0.42 0.96 1.00 NOTES: DERIVED BY DIVIDING THE FDOT's 2002 LOS BY THE LOS 'E' FOR EACH TYPE OF ROADWAY. LOS 'E' DETERMINED BY INCREASING LOS D BY 50 VPH CAPACITY WHICH CAN EASILY BE ACHIEVED BY OPTIMIZATION AND OTHER TECHNIQUES.