Loading...
HomeMy WebLinkAboutTraffic Impact Analysis07/12/2007 ;C0 FAX io 1 duly 12, 2007 Ms. Lilia I. Medina, AICP Assistant Transportation Coordinator City of Miami, Office of the City ManageriTransportatian 414 SW 2nd Avenue (10t Floor) Miami, Florida 33130 Re; Off Srkckell Sufficiency Letter —. W=O. # 182 Fax an US Mail Dear Ms. Medina Subsequent to our June 5, 2007 review comments for the subject project, we have received a response letter from KH&A dated June 26, 2007. The response letter was accompanied with a revised traffic report and also included vehicle maneuverability details. Photocopies of the response letter and the vehicle maneuverability details are included herew{th. Please note that in reference to the issue of committing to a Transportation Control Measure Plan, the response indicates that the applicant will provide the following specific Transportation Control Measures: 1. Providing transit subsidies for the employees; 2. Placement of transit information — schedule, maps, etc., at convenient Iocatioris of the site; 3. Providing convenient and secure spaces for bicycles; and 4. Providing transit oriented amenities. The development approval should be conditioned upon applicant fulfilling above commitments. Further, the site plan should identify the location of the designated bicycle storage area., Note, for the signalized intersections to function adequately signal timing/phasing modifications (optimization) at signalized Intersections are recommended in the traffic study. Although the proposed modifications are reasonable, the applicant needs to coordinate with the Miami Dade Gounly Traffic Control and Signs Division to secure appropriate approval as this project goes through the review process. At this time, we conclude that the traffic impact report along with the subsequent submittal meets all the traffic requirements and the study is found to be sufficient with the aforementioned conditions. Should you have any questions, please call me at 954.739.1881. Since u Raj hanrnuga Se or Traffic Eng LIRs corporation Lakeshore Complex, Attachment 51c0 NW 33r1 Acme, Suite 1.50 Fort Leude►dsle, FL 33349-637S Ca; Mr. Antonio E. Perez, Plannerfl. City of Miami Planning (Fa.x- 305,476.1443) Tel: 984,7313.18Si Mr, John,1. McWilliarns PF., KH&A, (Fax e 954,739.2247) Fax: E54,739.t7a9 uthern 07/12/07 THU 16:56 [TX/RX NO 62201 12/2007 1809 FAX t, s 001/0i0 • • Kim{ey-Hart and Associates, inc, Tune 26. 2007 Mr, Raj Shacmugan, I:JRS Southern Corporation 5100 NW 33'4 Avenue, Suite 150 Fort Lauderdale, EL 33309 Re: Off .T3rickell MUSF Traffic Impact Analysis Response to Comments Dear Mr. Shartrxtugarn: We received your comments dated June 5, 2007, regarding the traffic study submitted for the above referenced project. We offer the following responses: 1. The site plan indicates a total of 213 hotel units, 135,100 s.f. Office Space, 1.01,043 5.1. Retail Space, and 4,685 s.f, Restaurant, whereas the traffic study is based on 213 hotel units, 133,733 s.f. Office Space, and 106,108 al. Retail Space. The net trip difference nasty not be significant. However, the accurate floor space and land uses should be used to document the traffic impact. The analysts was updated with the accurate floor space and land uses. revived report has been included in this response. 2, A significant difference in turning movement volumes between intersections are anted for the existing conditions. Please check the accuracy of the data and/or explain the rational for the large ditlereuces in turning movements. A New counts were taken and the analysis was revised accordingly, The revised report has been included in this response. 3. The site plan does not include the maneuvering (turning path) of delivery trucks to and from the loading -bays, nor the maneuvering of passenger vehicles through. the parking garages. The site plan must ■ TEL e54 535 510o FAX g54 ?35 2247 1111 State If* 520o kW, 33td Avra ie Ladivdait, Fbrld 33306 07/12/07 THU 16:58 [TX/RX NO 6220] 07/12/2007 1$1.0 FAX 2a 004 / 1 0 • • Kiatey-Horn and Assoclates Inc, Shiranugam, ,fpnc 28. 2007, 2 include the turning path or design vehicles, using "Autonritisi" or any other approyed method, This analysis is attached, It should be noted that the loading area has been revised based upon new entry easement information, Additionally, the analysis demontrates that loading areas 1, 2, raid 4 can be entered into as long as loading area 3 is unoccupied. Furthermore, loading area. 1 and 2 can be exited while loading area 3 is occupied. Therefore, the operation of the loading area is sufficient as long as the dockmaster utilize.s loading area 3 es last loading area to be occupied, We trust these responses should 'address your conunents. Should you have any questions, please feel free to contact me. Very truly yours, Attachments GA04:5137(100-011 tiricfccli MUSPICorrcspondon60,06 26 07 URS r.dot 07/12/07 THU 16:56 [TX/RX NO 6220] (TX/RX NO 622Oj 7971 I WO. AREA SO_ Q /RX NG 6220i Age • X/RX NO 62201 et) eJ LEVEI 37 SPA( 26909 SC i IMIZENIMMEB 07/12/07 T J 16:56 .-d CD G•1 Ct9 z Traffic fic .Impact Analysis for Submittal to the City of'Miami Off Brickell Miami, Florida Prepared for: Taylor Development & Land Company Aventura, Florida Prepared by: Kimley-Horn and Associates, Inc. Fort Lauderdale, Florida CC•2007 Kimiev-Horn and Associates; Inc. April 2007 043137000 im ey-Hoy anc Associate • • i i i Traffic Impact Analysis for Submittal to the City of .Miami Off Brickell Miami, Florida Prepared for: Taylor Development & Land Company Aventura, Florida Prepared by: Kimley-Horn and Associates, Inc. Fort Lauderdale, Florida ©2007 Kirnley-Horn and Associates, Inc. April 2007 043137000 TABLE OF CONTENTS INTRODUCTION...........................................................................................................................1 DATACOLLECTION...w...................w,....,a..,,..,....,.,......,....,.....w......,..,.......,..,,,.....,....,..,....,.....,.....3 CAPACITY ANALYSIS METHODOLOGY,. Level of Service Standard ...................... ........ w.,..w..,....,...,.........,,.,...................................... .7 Transportation Corridor Level of Service Methodology .....................................................7 Intersection Level of Service Method©togy.........................................................................7 EXISTING CONDITIONS (2007) CAPACITY ANALYSIS........................................................9 Transportation Corridors............... ...... ...... _________ ...... 1 Intersections 13 ......................................... I BACKGROUND TRAFFIC 14 BackgroundArea Growth................................................................................. 14 CommittedDevelopments14 IPROJECT TRAFFIC 17 III Existing and Proposed Land Uses 17 Project Access 17 Trip Generation 17 ITrip Distribution and Assignment 22 FUTURE CONDITIONS (2010) CAPACITY ANALYSIS ?6 Future (2010) Background Traffic Conditions 26 Future (2010) Total Traffic Conditions 28 TRANSPORTATION CONTROL MEASURES PLAN 31 CONCLUSIONS32 1 G:1O431370OO-Off BrickeHl MUspaeport\TIA.aoc Page -1 April 2007 1 ley -Horn LIST OF APPENDICES =pactAfalys_. rs E{ Appendix A: Methodology Correspondence Appendix B: Traffic Count Data Appendix C: Miami -Dade Transit Data Appendix D: Existing Conditions (2007) SYNCHRO 6.0 Outputs Appendix E: Growth Trend Analyses Appendix F: Volume Development Worksheets Appendix G: P.M. Trip Generation Table Appendix H: Cardinal Distribution Appendix I: Future Conditions (2010 Without Project) SYNCHRO 6.0 Outputs Appendix J: Future Conditions (2010 With Project) SYNCHRO 6.0 Outputs LIST OF FIGU Figure 1: Project Location Map 2 Figure 2: Intersection Lane Configurations 4 Figure 3: 2007 P.M. Peak Hour Traffic Volumes6 Figure 4: 2010 P.M. Peak Hour Background Traffic....................................................................16 Figure 5: Project Trip Distribution �3 Figure 6: P.M Peak Hour Detailed Project Trip Assignment 24 Figure 7: 2010 P.M Peak Hour Total Traffic 25 Cz `,04' 3 ? 3 7 000-O`i Bricke l MUSE' \ReportyTIA.doc Page - ii April 2007 LIST OF TABLES Table 1: Transportation Corridor Level of Service Thresholds,_...... ..... .......... ........ ..... Table 2: 2007 P.M. Peak Hour Roadway Volunies......................................................................... Table 3: P.M. Peak Hour Miarni-Dade Transit Conditions — South Miami Avenue__ ..... i l Table 4: P.M. Peak Hour Miami -Dade Transit Conditions — Brickell Avenue__ Table 5: 2007 .P,M. Peak Hour Transportation Corridor Conditions12 Table 6: 2007 P.M. Peak Hour Intersection Conditions13 Table 7. P.M. Peak Hour Project Trip Generation.... ........ ..... ...... .........„._19 Table 8: P.M. Peak Trip Generation Comparison,.._ ................ ....._._ ....... ..... Table 9: Cardinal Trip Distribution 22 Table 10: Future (2010) Background P.M. Peak Hour Transportation Corridor Conditions 27 Table 11: Future (2010) Background P.M. Peak Hour Intersection Conditions 28 Table 12: Future (2010) Total P.M. Peak Hour Transportation Coulidor Conditions 29 Table 13: Future (2010) Total P.M. Peak Hour Intersection Conditions 30 G:`'`J43137000-Off Brick&i MUSP`ReporttT[A.doc Page - iii April 2007 INTRODUCTION Taylor .Development & Land Company is proposing a mixed -use development((Off Brickell) in Miami, Florida. The proposed development is bounded by SW 1 `; Avenue to the east, Metrorail to the west, Coral Way (SW 13th Street) to the north, and SW 15th Road to the south. A project location map is provided as Figure 1. The project proposes to redevelop the site with 133,733 square feet of office space, 106,108 square feet of retail space, and 213 hotel units. The site is currently occupied by a building with 21 residential units. Build out and occupancy of the project is expected to occur by 2010. Kimley-Horn and Associates. Inc. has completed this traffic impact analysis for submittal to the City of Miami as part of the Major Use Special Permit (MUSP) application. The purpose of the study is to assess the project's impact on the surrounding transportation network and determine if adequate capacity is available to support future demand. The study's methodology is consistent with the requirements outlined by the City of Miami for traffic studies. A methodology meeting was conducted with the City of Miami's traffic consultant on April 3`, 2007. Methodology correspondence is included in Appendix A. This report summarizes the data collection, project trip generation and distribution, and capacity analyses. a'043137000-Off BrickeIl'VIL1SP \Report\TIA.doc Page - 1 2007 FIGURE 1 Kimley-Horn and Associates, Inc. , DATA. COLLECTION A study area was examined for this traffic impact analysis commensurate with the anticipated increase in traffic associated with the project. The study area for this project is defined as: • SW 8t Street/Tamiami Trail (north) • Biscayne Bay (south) • Biscayne Bay (east) ® 1-95 (west) Additionally, the following intersections within the study area were examined: • SW 13th Street at SW 1st Avenue (signalized) • SW 15th Road at SW 3rd Avenue (unsignalized) • SW 15th Road at SW 2„d Avenue (unsignalized) • SW 15`h Road at SW PI Avenue (signalized) The following corridors were identified for analysis: • South Miami Avenue • Brickell Avenue ® SW 151h Road Lane configurations for each of the examined intersections within the study area are provided in Figure 2. G:\043137000-OffBrckell MUSY.Keport0TLA.doc Page - 3 April 2007 LEGEND LANE CONFIGuRAPON FIGURE 2 ILPSEC.J1CN ANF CONE1GURATI.ONS Kirnley-Horn and Associates, Inc. P.M. peak period (4:00 PM to 6:00 P.M.) turning movement counts were collected in the study area on April 19, 2007 (Thursday). To be conservative, the individual intersection or segment peak hour was used in this analysis. The traffic count data is included in Appendix B, The FDOT peak season conversion factor was applied to the traffic counts to adjust the traffic to peak season volumes. The appropriate peak season conversion factor for when the traffic counts were collected is 1.01. The peak season conversion factor table is also provided in Appendix B. Figure 3 presents the peak season turning movement volumes at the study intersections. 0:`,043137000-©ff Brickell M USP\Repari'\.TIA.do Page - 5 April 2007 t SW 1 3th Street LEGEND XX VEHICLES PM PEAK HOUR VOLUMES FIGURE . 2007 P.M. AK OUE---- PEAK SEASON TRAFFIC Kimley-Hom and Associates, inc. -Horn 7:,(11fi<, itil ;s;f t A na ys%5 CAPACITY AN, L T IMETHODOLOGY I .Level of Service Standard Level of service (LOS) is the traffic performance measure generally used in traffic impact I analysis. Levels of service range from LOS A (free flow with negligible delays) to LOS F (heavily congested with long delays). The City of Miami has adopted LOS E as its minimum Ilevel of service standard. Transportation Corridor Level of Service Methodology Transportation corridor traffic conditions were examined applying the methodology outlined in Ithe Miami Comprehensive Neighborhood Plan. This methodology considers the person -trip capacity (including transit) for transportation corridors rather than evaluating only the vehicular roadway capacity. Level of service analyses were performed to assess the capacity of the transportation corridors evaluated in this study based on a comparison between person -trip 1111 volume and person -trip capacity within the corridors. The analyses of person -trip volumes and person -trip capacities account for both passenger vehicle and transit service within the corridors. Table 1 illustrates the level of service thresholds for each study corridor. The corridor level of service thresholds, measured in volume (v) to capacity (c) ratios, were developed from the 2002 version of FDOT's Quality/Level of Service Handbook. Intersection Level of Service Methodology Level of service analyses were performed for study intersections using Trafficware 's SYNCHRO 6.0 Software, which applies methodologies outlined in the Highway Capacity Manual, 2000 Edition. 1 043 i 37000-Offf Brickell tv, SP'_71.1.doc Page - 7 Apr il 2007 1 IIIIIII MIMI MS I I M MS 1111 SO MI N MN M 'W r L"I KirnleyHorn L and Associates, Inc. Table 1: Transportation Corridor Level of Service Thresholds Traffic Impuc(4nalysis Offflrickell I.OS S Miami Avenue Peak Hour Directional Volume Thresholds (Northbound) S Miami Avenue (Southbound) Brickell Avenue SW 1 541i Road V/C Ratio Peak Dour Directional Volume Thresholds (1) V/C Ratio Peak Hour Directional Volume Thresholds V/C :Ratio Peak }lour Directional Volume Thresholds 1 WC Ratio A B (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) (2) 504 (2) C 480 0.59 1,064 0.65 650 0.38 0.59 1) E 1 760 0.94 .1.,539 0.94 1,510 0.88 798 0,94 1.00 810 1.00 1,634 1.00 1,720 1.00 850 - >1.00 - >1.00 >1.00 >1.00 (I) Peak hour direc€ionat volumes adjusted for median type, presence of turn lanes, and one way operation. (2) Cannot be achieved per "Table 4-7" from FDOT's 2002 Quality/Level of Service Handbook. Ci:10431370€10-Off Brickell MUSPIReperrtVfIA.doc Page - 8 Apri4 200'7 • Kmiey Horn and Associates, inc. EXISTING CONDITIO1 S (2007) CAPACITY ANALYSIS Transportation Corridors Vehicular roadway conditions and transit ridership were examined to determine the current level of service for the transportation corridors examined in this study. Table 2 presents the unadjusted 2007 P.M. peak hour directional traffic volumes, peak season conversion factors, and the 2007 peak season RM. peak hour directional traffic volumes for the study corridors. Table 2: 2007 P.M. Peak Hour Roadway Volumes Roadway Segments S Miami Avenue Brickell Avenue SW 15`h Road Direction P.M. Peak Hour Volumes FDOT Peak Season Conversion Factor P.M. Peak our Volume 1,336 Existing transit conditions were examined considering the ridership and capacity of the Miarni- Dade Transit (MDT) service operating in the corridors. MDT staff was contacted to obtain the P.M. peak hour ridership and capacities. The only information readily available was the ridership by route on a typical weekday. Therefore, additional research was conducted to deteinnine the transit ridership and capacities in the study corridors. Two (2) Miami -Dade Metrobus routes presently serve the Brickell Avenue corridor during the P.M. peak hour. Route 48 operates with 30 minute headways in both directions. Route 102 (B) operates with 15 minute headways in both directions. G:\043137000-off 3rickeli MUSP1Repeiri,,TLA.doc Page - 9 April 2007 > m[PHcm rid Associates, Inc. ;t�ac im ari An In addition, the Brickell Avenue corridor is served by the Metrornover which operates -itl ley minute headways, The following Metrornover route runs in the vicinity of Brickell Avenue within the study area: Brickell Loop runs southbound with a stop on Brickell Avenue. It should be noted that the Brickell Loop operates in the northbound and southbound direction. However, northbound ridership data was not available. Therefore, to provide for a conservative analysis, northbound ridership/capacity was not included in this analysis. In addition, the South Miami Avenue coiiidor is served by the Metrorail which operates with 6 minute headways in the southbound direction. Northbound ridership data was not available. Therefore, to provide for a conservative analysis, northbound ridership/capacity was not included in this analysis. SW 15`h Road is not currently served by any Miami -Dade Transit (MDT) routes in the study area. MDT staff indicated that the Metrobus routes on the studied corridors sometimes use different bus types on the same route with variable capacities. For purposes of this analysis, an average capacity for each route was determined using data obtained from Miami -Dade Transit. The ridership capacities for the bus routes were calculated for the P.M. peak hour using the appropriate headways and capacities. Route maps are included in Appendix C. Tables 3 and 4 summarize the transit capacity provided by the routes. Data were obtained to determine the existing P.M. peak hour ridership for the identified transit routes. The data reflects typical ridership on the routes using the most recent ridership information. The P.M peak hour ridership data is summarized in Tables 3 and 4. This ridership data is also included in Appendix C. \0431 1000-01Tarlckeil Musp'.xepor0riA.doc Page - i 0 April 2007 Nam ..late Table 3: P.M. Peak Hour .Miami -Dade Transit Conditions — South Miami Avenue Transit Route Direction o Information Travel Metrorail P.M. Peak ]Hour I-leadways Vehicles per Hour Average Vehicle Capacity (riders) P.M. Peak ! P.M. Peak Hour Hour Average Directional j Directional Person -Trip Route Capacity Ridership Southbound 6 minutes 10 900 ( 9,000 3,960 (396 riders per train) Table 4: P.M. Peak Hour Miami -Dade Transit Conditions — Erickell Avenue Brlckell Avenue Transit Route Information Route 48 Direction of Travel Northbound P,M, Peak Hour Headways 30 minutes Vehicles per Hour 2 Average Vehicle Capacity (riders) P.M, Peak Hour Directional Person -Trip Capacity 41 82 P.M. Peak Hour Average Directional Route Ridership 24 (12 riders per bus) Southbound 30 minutes 2 41 82 32 (5 riders per bus) Route 102 Northbound 15 minutes 4 53 212 164 (41 riders per bus) Southbound 15 minutes 4 53 212 36 (9 riders per bus) Metromover Brickell Loop Total Southbound Northbound Southhound 1.5 minutes 40 75 6 46 3,000 294 3,294 480 (12 riders per train) 188 (26.5 riders per vehicle) 548 (9 riders per vehicle) In order to determine person -trip level of service for the study area's transportation corridors, total person -trip volumes (vehicular and transit) were compared to the total person -trip capacities, The person -trip volume to capacity (v/c) ratios were compared to the person -trip v/c level of service designations outlined in Table 1. Table 5 presents the existing transportation corridor level of service for the P.M, peak hour. As indicated in Table 5, the transportation corridors have excess person -trip capacity during the P,M. peak hour and operate at acceptable levels of service. G:\043337000.OffBrickell MLr5P`:Report'TEA.doc Page - 1 1 April 2007 MIN 11111111.1111111 r MB r MB — i 1 I MO w OM i w Nil Kimley-Horn l and Associates, Inc. Table 5: 2007 P.M. Peak Hour Transportation Corridor Conditions Traffic impact Ana1)'sis (5T!.'trickeli Principal Roadways Peak Season P,M. Peak Hour RoadwayI`ransit Volumes P.M. Peak Hour Ridership P.M. Peak Hour Total Volume (V) Directional Peak Hour Vehicular Capacity tZt P.M. Peak Hour Transit Capacity P.M. Peak Hour Total Capacity (C) Person- 'Trips P.M. Peak Hour Excess Capacity P.M. Hour of Service WC Ratio Peak Level Vehicles Trips tat Person- Trips Trips Person- Trips Vehicles Person- Trips (') Person- Trips Person- Trips 1 C)S Brickell S Miami Avenue Avenue NB 246 344 344 810 1,134 - 1,134 11,288 790 7,045 0.30 C SB 202 283 3,960 4,243 1,634 2,288 9,000 0.38 NB 749 1,049 188 1,237 1,720 2,408 294 2,702 5,702 1,465 3,302 0.46 0.42 D 1 SI3 1,323 1,852 548 2,400 1,720 2,408 3,294 SW 15th Road EB WB 381 351 491 533 850 1.,190 1,190 1,190 657 699 0.45 0.41 C� C 491 850 1,190 (1) Volumes (vehicles) were converted to person -trips using 1.4 person/vehicle occupancy (2) Directional peak hour capacity derived from the 2002 FDOT Quality/LOS Handbook and the Miami -Downtown DR.f. G:1043137000-Of'1Briekell MUSP\Reportl'CiA.doc Page- 12 Apn12007 Intersections P.M, peak hour capacity analyses were also perforrned for the study intersections. Table 6 presents the results of the analyses, As indicated, the majority of the intersections operate at acceptable levels of service. The stop -controlled approach of the intersection SW 159h Road and SW 131.h Street operates at LOS F. This result is common where a stop -controlled minor approach intersects with a high -volume major street, Detailed SYNCJRO 6.0 outputs are included in Appendix D, along with existing intersection traffic signal timing plans. it should be noted that the intersection of SW 15th Road/SW 13t" Street and SW 3rd Avenue could not be examined using SYNCHRO as the intersection has five approaches. Therefore, the southbound approach (SW 3rd Avenue) was omitted from the analysis as the volumes associated with this link are minimal. Table 6: 2007 P.M. Peak Hour Intersection Conditions 2007 P.M. Peak Hour Intersection Overall Level of Service LOS Delay (s) P.M. Peak Hour SW 13th Street and SW 1' Avenue 15.3 SW 15th Road and SW 13th Street (unsignalized) F (1) 293.6 SW 15th Road and SW 2'1Avenue (unsignalized) B (1) 13.1 SW 15`h Road and SW 151 Avenue 10.1 (1) Overall intersection LOS not provided for two-way stop controlled intersections. The LOS stop controlled approach is shown G:1043137000-O£? 13ricke;! MUSP'',Report\TIA.doc Page. - 13 Apr ti 2007 mf€y-Horn Associates, BACKGROUND T FFIC Ira/fl f d €&f,.t 3E;,=fi5?,4 s)r?(33'cke/ Background traffic conditions are defined as the expected traffic conditions on the prevailing roadway network in the year 2010 (corresponding to the total build out of Off Brickell) without the development of the proposed project. The background traffic volumes are the sum of the existing traffic and additional "background" traffic to account for expected traffic growth in the study area, Background Area Growth Future traffic growth on the area roadway network was determined through review of historic growth trends at nearby FDOT traffic count stations. The following FDOT count stations were referenced for this analysis: Count station 0086 is located on SR 972/SE 13th Street • Count station 1035 is located on SR 9721SW 3` d Avenue • Count station 5041 is located on SR 5/ US 1/Biscayne Boulevard • Count station 5042 is located on SR 5/ US 1/Biscayne Boulevard • Count station 5090 is located on SR 90/US-41/SW 8`h Street • Count Station 5091 is located on SR 90/US-41/SW 7th Street The review of historic growth trends resulted in an annual growth rate of 5.97 percent (5.97%) for count station 0086, 1.46 percent (1.46%) for count station 1035, -0.37 percent (-0.37%) for count station 5041, 0.77 percent (0.77%) for count station 5042, -4.32 percent (-4.32%) for count station 5090, and 3.50 percent (3.50%) for count station 5091. To be conservative in the traffic analysis, an annual growth rate of 1.5 percent (1.5%) was applied annually to traffic counts to attain future (2010) background conditions. Historical traffic count data and growth trend calculations are included in Appendix E. Committed Developments The City of Miami staff was contacted to determine if any projects that have been approved but not yet completed in the vicinity of the project site should be accounted for in this analysis. The Real Estate Development Database from the City of Miami was reviewed on April 4th, 2007, and G:y043137000-Off Brie kell MUSP'v,Repo;t1TI_A.doe Page - 14 Apnl 2007 1 twelve ajor use special permits (MUSP) projects were identified. These twelve (12) .jects are listed below. 1. Coral Station at Brickell Way Village 2. Axis Condominium (Brickell Station Towers) 3. 1390 Stickel' Bay 4, The Beacon at Brickell Village 5, Premiere Towers Brickell Village 1 6. West Brickell Centre 7. Infinity at Brickell (Coral Way Development) 8. Mary Brickell Village & Skyline at Mary Brickell Village (Brickell Main Street) 9. The Pointe at Brickell Village 10. The Avenue 11. Villa Magna t12. 1451 Brickell The projected traffic from these committed projects was added to the background traffic. Please refer to Appendix F for committed project trip assignments to the Off Brickell project study intersections. Figure 4 presents the 2010 background traffic for the study area. 1 1 1 1 C:'y047137fl00-Off 13dcke11.MUSP`ReportyTiA.doc Page - 15 April 2007 1 17, 4.10.- MOO OM ONO IMO LEGEND X VEHICLES PM PEAK HOUR VOLUMES P.M. PEAK HOUR ANALYSIS ONLY, PER CITY OF MIAMI TRAFFIC CONSULTANT 111 IMO On NB ION MO Marl FIGURE 4 F'UIUPL. 201Cij €JI`r-f l"?Ct:;c.C,? Pt A Kimley-Horn and Associates, Inc. _. PROJECT T FFIC Project traffic is defined as the vehicle trips expected to be generated by the project (Off Brickell) and the distribution and assignment of this traffic over the roadway network. Existing and Proposed Land Uses The project proposes to develop the site (Off Brickell) with 133,733 square feet of office space, 106,108 square feet of retail space, and 213 hotel units, The site is currently occupied by a building with 21 residential units. Build out and occupancy of the project is expected to occur by 2010. Project Access The site will be accessed via two (2) main driveways that lead to the parking area. One site driveway is proposed along SW 151 Avenue and the other site driveway is proposed along SW 15th Road. The service driveway is proposed to the west of the development under the Metorail line. Trip Generation Trip generation characteristics were quantified through use of data available from the Institute of Transportation Engineers (ITE) report Trip Generation, 7th Edition. These documents provide trip generation data for a variety of development types and indicate the percentage split between entering and exiting trips. Tables 7 and 8 summarize trip generation characteristics of the existing and proposed development scenarios, respectively. Site traffic volumes shown in these tables were derived using rates provided in land use categories `Apartment' (Land Use Code 220), `Hotel' (Land Use Code 310), `General Office Building' (Land Use Code 710) and `Shopping Center' (Land Use Code 820), As Table 7 shows, the proposed land uses are expected to generate 707 net new external trips during the P.M. peak hour, Internal capture calculations were performed in accordance with the methodology outlined in the ITE Trip Generation Handbook. A pass -by capture trip reduction was also applied to the commercial retail land use consistent with the ITE Trip Generation Handbook methodology. As G:v043137©00-Cif 8nckell MUSE' Report\ 1A.doc Page - 17 April 2007 Kinieom and Associates, Table 7 shows, it was dete the project. that a250percent (23%)pass-by c m7 was ! 25we for o: £ 37009-Off Br ckellMUSPR Is2w aR-9 April 2007 61•1111111 1•111 I I NM 111 I E MO OM i MO r" /1 Kimley-Horn and Associates, Inc. Table 7. P.M. Peak Flour Project Trip Generation Traffic 1n) oot Argilpsrs — Off iiric.kelt Internal Pass -By Net New Ex ri ITE Gross Project Trips Driveway Volumes Land Use Scale Capture Trips Capture Trips Trips Code _ _ Enter Enter Total % Trips Total °/a Trips rzter Exit Total Hotel General Office Building Shopping Center Development Totals 310 220 rooms 69 P.M. Peak Hour Project Trip Generation 61 130 22.3% 710 820 140 k.s.f. IIO k.s.f 40 320 429 196 347 604 236 667 1,033 8.1% 6.3% 8.7% 29 19 42 90 54 28 302 384 47 101 0.0% 189 323 559 217 0.0% 625 37.8% 943 25.0% 0 54 0 28 236 184 236 266 CI:1043137000-01TBriekell MUSPIReport1TIA.doe Page - I Aprif 2007 1 111 1111111 KI ley -Horn i111111 A at As Tables 7 and 8 show, the proposed development (Off Brickell) -will generate 707 additional new external trips during the P.M_ peak hour prior to modal/vehicle occupancy adjustments. .As Table 8 shows, the net new external trips generated during the P.M. peak hour is 678, after removing trips generated by the current land use (an apartment building). Please note that ITE trip generation assumes a vehicle occupancy rate of 1 o2 persons per vehicle; however, the City of Miami has determined that I persons per vehicle are more appropriate for the local area. Therefore, net new vehicular trips shown in Table 8 were reduced by 16 percent to adjust for these vehicle occupancy assumptions. Additionally, the net new vehicular trips were reduced to account for transit and pedestrian trips consistent with the Downtown Miami DRI Increment II for the Brickell area. P.M peak hour trip generation tables are included in Appendix G. G:A043137000-01T Brickc0 MUSP;Report TlA.doc Page - 20 Apr0 2007 1 irdey-Horn 1 ri H: fiI t5 CoJI ij#"if'€� Table 8: PM, Peak Trip Generation Comparison Existing Peak Hour Trip Generation Proposed Peak Hour Trip Generation Transit Trip Reduction (14.1% Reduction) Pedestrian Trip Reduction (15% Reduction) Adjusted Vehicle Trips After Mode Split Reduction ITE/Miami vehicular occupancy adjustment (16% reduction) Net External Person Trips (Vehicle+Transit) C 0431370(X-Off Bricked Mi SP;ReporrlT1A.doc Page - 21 April 2007 M 1 I t Trip Distribution and Assignment The likely distribution of project traffic was forecast for the trips expected to be generated by the project. The trip distribution was based on a cardinal trip distribution obtained from the 2005 cost Affordable Plan for the project site's traffic analysis zone (TAZ 574). The cardinal trip distribution for TAZ 574 is provided in Table 9. The detailed cardinal distribution is included in Appendix H. Table 9: Cardinal Trip Distribution Cardinal Direction Percentage of Trips North -Northeast 20.48% East -Northeast 14.5 8% East -Southeast 2.71 % South -Southeast 1.09% South -Southwest 4.50% West -Southwest 21.12% West -Northwest 15.70% North -Northwest 19.81% Total 100.00°/0 Figures 5 and 6 show the project trip distribution and assignment respectively at the project driveways and adjacent intersections. u:'y043 i 37000-Oft Brickefi UMUSPvRep©r0, i'La.0oc Page - 22 Apr . 2007 F5 IA t*Lio. 15% 5% 20% 10XTh4 LEGEND XXX NEW DISTRIB11110N 4—15X 7S 0 .�1 FIGURE 5 TRW' D STR!£ W1ON mi «H N SW 13 h Stree LEGEND XX NEW ASSIGNMENT PM<XX> PASS -BY TRAFFIC 29 411--- 38 co kr) 37 Si I E A kt) CO v 0 5 1 102<15> 52<18>-- ND (0 1 st Avenue AA Vj V URE 3 1"Rif' ASSIGNMENT �._42 ►�._._ 254 4— 1412 7 2.5 --,_ 496 -- 132 LEGEND XX VEHICLES PM PEAK HOUR VOLUMES SW 13th Street Sly S7 a a) v _.. 88 C �29 600 ---- 39_ ,„;. 17 70 CD Lo IGURE 7 2i Kimley-Horn and Associates, Inc. i FUTURE CONDITIONS (2010) CAPACIT ' ANALYSIS Two separate future conditions peak hour capacity analyses were performed. A transportation corridor capacity analysis was performed examining person -trip volumes and capacity. lntersection capacity analysis was performed at the study intersections. The future conditions analysis were performed for the 2010 background traffic conditions and the 2010 total traffic conditions, which included the 2010 background traffic and the new trips expected to be generated by the project. Future (2010) Background Traffic Conditions Table 10 presents the results of the transportation corridor capacity analysis for the 2010 P.M. peak hour background traffic conditions. As indicated in Table 10, the coilidors have sufficient capacity and are expected to operate at acceptable levels of service (LOS D or better). Table 11 presents the results of the intersection capacity analysis for the 2010 P.M. peak hour background traffic conditions. During the P.M. peak hour, the majority of the intersections are expected to operate at LOS B or better. The stop -controlled approach of the intersection SW 15`h Road and SW 13`h Street is expected to operate at LOS F. This result is common where a stop - controlled minor approach intersects with a high -volume major street. Detailed SYNCHRO 6.0 outputs are included in Appendix 1. C :'y043 ? 37000-zOff Brickell MUSPyRepoet.T. A_doc Page - 26 April 2007 P I 11111111— — A III# — "l MIR- E IIIIIII z/'I Kimley Horn L 1 and Associates, Inc, Traffic impact Analysis Off Bricke(1 Table 10: Future (2010) Background P.M. Peak Hour Transportation Corridor Coltditions Principal Roadway 2010 P.M. Peak Hour Backgroundte Committed Peak Hour Volume m 2010 P.M. Peak Hour Total Volume (3) 2010 P.M. Peak Hour Total Capacity (C) Ta} 2010 P.M. P.M. Peak Hour ces Caxae s p y 2010 P. Peak Hour ofToService ivel Person- Trips Person- Trips Person- Trips Person- Trips Person- Trips ViC Ratio 1 C1S i o rt)¢ NE 349 504 853 1,134 281 0.75 14 S13 4,307 64 4,371 11,288 6,917 0.39 C ° � y 'o° ¢ NB 1,256 459 1,715 2,702 987 0.63 SE 2,436 2,993 5,702 2,709 0.52 —:a tx En EB 541 100 641 1,190 549 0.54 C WE 498 88 586 1,190 604 0.49 C 1) An annual growth ra e (0.5 percent) was applied to the 2007 P.M. peak hour total volume to determine the 2010 background volume. 2) Total traffic generated along the corridors by committed developments 3) The summation of 2010 peak hour background volumes and committed trips. 4) Total capacity determined in Table 5. G:1043137000-C)ff 13rickett MUSP\Report \1IA,doc Page - 27 April 200'7 -Hoag{ sod t s, 1 , Traffic Impact Analysis Table 11 ° Future (2010) Background P M. Peak Hour I tersection Conditions Intersection 2010 P Peak Hour Overall Level of Service LOS Delay (s P.M. Peak Hour SW 13th Street and SW 15` Avenue W 15th Road and SW 13th Street (unsignalized) F (1) i 393.2 SW 15`h Road and SW 2°`' Avenue (unsignalized) B(l) 13.7 SW 15`' Road and SW 15F Avenue A 9.8 (I) Overall intersection LOS not provided for two-way stop controlled intersections. The LOS stop controlled approach is shown Future (2010) Total Traffic Conditions Table 12 presents the results of the transportation corridor capacity analysis for the 2010 P.M. peak hour total traffic conditions. As indicated in Table 12, the corridors have sufficient capacity and are expected to operate at acceptable levels of service (LOS D or better). Table 13 presents the results of the intersection capacity analysis for the 2010 P.M. peak hour total traffic conditions. During the P.M. peak hour, the majority of intersections are expected to operate at LOS C or better. The stop -controlled approach of the intersection SW 15th Road and SW 13th Street is expected to operate at LOS F. This result is common where a stop -controlled minor approach intersects with a high -volume major street. The stop -controlled approaches of the project driveways will operate at LOS B. Detailed SYNCHRO 6.0 outputs are included in Appendix J. G:`04333 000 OffBrickefl MUSP\ReportvT1A.doc Page - 2t April 2007 Kimsey -Horn and Associates, Inc. Traffic c 1mpaacl nalysis (..y1 Prickell Table 12: Future (2010) Total P.M. Peak .Hour Transportation Corridor Conditions Principal Roadway 2010 PAL Peak HourCommitted Background Volume Peak Hour Volume tat P.M. Background Peak Hour Total Volume (3) Project P.M. Peak Hour Distribution (Maximum) Project P.M. Peak Hour Assi Assignment g 2010 2010 P.M. Peak HourHour Total Volume (4) (V) 2010 P.M. Peak Total tst Capacity (C) 2010 P.M. Peak Hour Excess (.opacity 2010.P.M. Peak Hour Total Level of Service V/C RatioLtl Person- Trips Person- Trips Person- Trips Person -Trips Person- Trips Person- 'Trips 1,134 11,288 Person" Trips 243 6,895 SW 15th.Brickell S Miami Road Avenue Avenue NB 349 4,307 1,256 2,436 541 504 64 459 100 88 853 15% OUT 38 891 SB 4,371 15% 1N 22 4,393 0,39 0.65 1) NB SB 1,715 16% OUT 41 1,756 2,702 946 2,993 15% IN 22 3,015 5,702 7,687 Oe3 I� EB WB 641 15% OUT 38 679 1,190 511 489 0.57 C 0,59 498 586 45% OUT 115 701 1,190 (1) An annual growth rate (0.5 percent) was applied to the 2007 P.M. peak hour total volume to determine the 2010 background volume. (2) Total traffic generated along the corridors by committed developments (3) The summation of 2010 peak hour background volumes and committed trips. (4) 2010 P.M. peak hour total volume (V) is defined as the sum of the project P.M. peak hour assignment and the background volume. (5) Total capacity determined in Table 5. 6:104l i 37t100-i.3ff Brickeil M I ISP\Report\ l'IA.doc Page - 29 April 2007 t M TRANSPORTATION CONTROL MEASURES PLAN A Transportation Control Measures Plan is required for this site to demonstrate how the developer plans to alleviate traffic from the proposed site on the surrounding roadway network. Miami -Dade County provides public transit in close proximity to the project site. In addition, other measures of transportation control can be used by the developer to encourage people to use public transportation, promote bicycling and walking, encourage car/vanpooling and offer alternatives to the typical workday hours. Examples of these incentives include, but are not limited to: • Provide transit subsidies for employees of the site Provide transit information within the site including route schedules and maps ▪ Provide convenient and secure areas for bicycles Provide other transit -oriented amenities The applicant intends to make the site pedestrian- and transit -friendly and will consider these features for incorporation into the site. 0004 3I.7000-Off Bricke11 MUSP\Report\TIA.doc Page - 31 April 2907 1 CONCLUSIONS This traffic impact study assessed the impacts of the Off Brickeii project on the surrounding transportation networks The analysis was conducted in accordance with the City of Miami requirements and included data collection; project trip generation, distribution, and assignment; transportation corridor segment capacity analysis; and intersection capacity analysis. This report is being submitted as part of a MUSP application. Transportation corridor capacity analyses and intersection capacity analyses were performed for the existing 2007 P.M. peak season conditions. Results of the analyses demonstrate that the transportation corridors and intersections in the vicinity of the project site currently have sufficient capacity and operate at acceptable levels of service. Trip generation calculations indicate that the project is expected to generate 678 new vehicular trips and 698 person -trips during the P.M. peak hour. These trips were assigned to the roadway network based on a cardinal trip distribution obtained from the 2005 Cost Feasible Plan. Intersection capacity analyses were conducted for 2010 non -project conditions and future (2010) total conditions. The future traffic condition analysis indicates that the majority of the intersections are expected to operate under conditions similar to future (2010) non -project traffic. The overall delays at the majority of the intersections do not change significantly as a result of the proposed project. The stop -controlled approaches of the project driveways will operate at LOS B. Results of these analyses demonstrate that the transportation corridors and intersections will continue to have sufficient capacity and operate at acceptable levels of service. G:1043137000-Off Bricked MUSP \ReportlTiA.doc Page - 32 Ap; i 1 2007 :(6 APPENDIX A: Methodology Correspondence • Kimiey-Horn and Associates, inc. Memorandum To: Mr, Rajendran Shaninugam, Mr. John Arrieta, P.E. URS Southern Corporation From: John McWilliams, P,E.Ai /AK Date: April 3, 2007 Subject Off Brickell — Mixed -Use Development MUSP Traffic Impact Analysis Methodology The purpose of this memorandum is to summarize the. MUSP traffic impact analysis methodology as agreed to during the April 3"i meeting. The following items were discussed: Trip Generation Trip generation calculations will be performed using ITE Trip Generation, r Edition and the ITE Trip Generation Handbook. Trip Distribution Trip distribution will be determined using the cardinal distribution from the appropriate Traffic Analysis Zone (TAZ). According to Miami -Dade County's TAZ Map, the project is located in TAZ 574, Committed Development The following MUSP's were identified within the study area. The listed projects are currently under construction or approved. Projects in the application stage who have submitted a traffic study are also included: • Coral Station at Brickell Way Village • Axis Condominium (Brickell Station Towers) • 1390 Brickell Bay • The Beacon at Brickell Village * Premiere Towers Brickell Viltage * \Vest Erickell Centre • Infinity at Brickell (Coral Way Development) TEL 954 522 5100 FAX 954 732 2247 Suile 309 5200 3.3r4 AnnE 333Q3 KirPJey-Horn and Associates„ Mr. Ri.i4ridrx.1 Sharirringim PE. Aprii 3. 21)07, P 2 • Mary Brickeli Villaee & Skyline at Mani Brickell VIhge i3ricke1L Maio Street) * The Pointe at Brickell Village • Thc Avenue • Villa Magna As discussed in the methodology meetig. MUSP's in the study area will be included in the analysis when previously completed traffic impact studies are readily available from the City of Miami. Study Area The study area for this project is bound by Biscayne Bay on the south, Tamiami Trail/SW 8th Street on the north, Biscayne Bay on the east, and 1-95 on the west. Within this study area, four (4) intersections were identified for analysis: • SW 13th Street at SW I Avenue (signalized) • SW I5th Road at SW 3n1 Avenue (signalized) • SW 15th Road at SW 2.'d Avenue (unsignalized) * SW 1.5th Road at SW 1 Avenue (signalized) The following corridors were identified for analysis: • South Miarni Avenue • Brickell Avenue • SW I5th Road Data Collection PM peak hour turning movement counts will be conducted at all identified study intersections. 24-hour machine counts will be conducted on South Miami Avenue, Brickell Avenue, and SW I5th Road. All traffic counts will be adjusted to reflect peak season conditions using the appropriate FDOT adjustment factors. Capacity Analysis Capacity analyses will be conducted for the PM peak hour at all identified intersections and corridors. Intersection analyses will be performed using the Highway Capacity Manual (HCM) methodology. Corridor analyses will be conducted using information from the Miami DRI-II (i.e. person -trip capacity) and the FDOT Quality/LOS Handbook. Documentation The results of the analysis will be summarized in a report. The report shall include all necessary supporting documents including signal timings, lane geotnetry, and software output sheets. G:1011Brickell NIUSF'NCon-ospondcr.c604 03 07 URS 1+eirrio.doc 111111 rz RIM IMP NMI IMO OM GNI 1111 MI MI In MI IMF MI NM Off Brickell Miami, Florida, SW 9th St SW 10th St ti SW 11th St Triangle Park dl a �cr 151/46 SW 9th St" SW 10th St SW 10th St Firehouse qr SW loth St 4q ¢ Motromover-1 Oth St/Promenade Ste SW11thSt SW11thSt SW 11thSt El 7 Southside Park SW 12th St SW 12th St 972 0 41.1 SP d fit ,St SE lath St a Club las Vegas Resorts c G7 SE 74„ 7 1 a i 5, 14th Fortune Terri use Hotel Legaoy international ores JWhd Marriott Hates SE t3th St St errace Simpson Park �e ��L Pie S.E. 14th Ln ��tl .L -C> �4e Ocean Grande. 7,54 it ` Beach Ciub 1YU' \ y'Goad % �J ®Vil al egina Copyright* 1998-2005 Microsoft Corp- endfor its suppers. all rights reserved, http..uvnvv.microsoft.corrvslreetsr t0 2004 NAvea Art rights reserved. This data inctudeS inrora a ion taken with perrtassion frprn Canadian authpr[tles Is Her Majesty the Queen in /Right o} Canada. © CepyYighl 2004 by 7aleAflab North America, IOC. All rights reserved BlsCayr10 Bay Aquatic Preserve le APPENDIX B: Traffic Count Data Intersection Turning Movement Counts r Richard Garcia & Associates, inc. 13117 NW 107 Ave. Hialeah Garden, FL 330 Tel: 385.595.7505 Fax: 305,675.6474 WWW.RGATRAFFJC COM Gram s Primed AVE SW 13 ST From North From East fa, Rig i Thr left ?ea i App Rig Thr eft Pe 1 App. i Rig rme _ nt u s Total i u s Total tit Factor 1.0 1.3 1.0 1.0 I 1.0 1.0 ....1 0 1 0 i 1 04:00 PM 40,10 i 7 0 70 : 0 129 5 0 134 ; 5 04:15 PM 49 20 12 0 81 : 0 143 4 9 156 7 04:30 PM 62 17 16 4 99 i 0 174 1 31 206 8 04.45 PM 47 24 18 0 89 ' 0 136 2 7 145 i 6 Total 201 71 63 4 339 ' 0 582 12 47 641 266 05:00 PM 49 16 17 0 82 0 150 4 3 157' 7 05:15 PM 40 14 10 1 65 0 136 1 1 138 ' 7 05:30 PM 54 30 16 0 100 ' 0 184 1 9 194 I 6 05:45 PM 56 28 20 0 104 0 173 3 2 178 4 Total 199 88 63 1_ 3510 643 nshiited SW 1 AVE SW 13 ST From South From West Thr Left Ped App. Rig Thr Loft Ped App Inf, u sTota! hi i s Total Total 1.0, 1.0-1.0 10- ?.0: 1.0' 1.0 _..... 4 0 .__ 9 8 112 0.._ 9 129 I 342 6 2 15 6 110 0 0 116' 368 29 0 37 6 111 0 1 118 460 16 0 22 4 105 0 1 110 366 0 55 2 83: 24 438 0 11 473, 1536 IieName : SIN 1AVE. &SW 93ST Site Code : 00000000 Start Date : 4/19/2007 Page No : 1 0 6 0 13 ' 7 88 0 1 96 348 0 19 1 27 i 1 108 0 3 1121 342 0 12 0 18 i 6 85 0 5 96 l 408 0 5 0 9 • 10 100 0 3 113 404 667 24 0 42 1 67 24 381 0 12 417 i 1502 Grand 400 159 126 5 690 0 122 21 62 1308 50 0 97 3 150 48 819 0 23 890 3038 Total 5 58. 23. 18. 93. i 33. 64 92 APP cr h % 0 0 3 0.7 0.0 7 1.6 4.7 3 0.0 7 2.0 5.4 0.0 2.6 3 Total To1 2 5.2 4.1 0.2 22.7 0.0 40 0.7 2.0 43.1 1.6 0.0 3.2 0.1 4.9 1.6 2 0 0.0 0.8 29.3 SW 1 AVE Out in Tataf __ ©_ 6901 690: 400 1591 126: 51 Right Thru Left Peds North 4/1912007 4:00:00 PM 4/19/2007 5:45:00 PM Unshifter5 Left Thru Right Pads 97i DI 5(3' 3 228; I 1501 378' Out in Iota: SW 1 AVE t t t M t t pi Richard Garda & Associates, Inc, 13117 NW 107 Ave, Hialeah Garden, EL 330 el:305.595,7505 Fax: 305.675,6474 WWW.RGATRAFFtC.COM File Name : SW 1 AVE $ SW 13 ST Site Code : 00000000 Start Date : 4/19/2007 Page No : 2 W 1 AVE SW 13 ST SW 1 AVE SVV 13 ST om North From East From South From West Start Rig Thr Ped App - Rig Thr . Ped App. Rig Thr Ped App. Rig Thr Pe- App irzt. Leff Left Left eft Tota Time ht u s . Total ht u ' s Total ht u s Total ht u s Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersects on Volume 64:15 PM 207 77 63 4 351 0 603 11 Percent 59. 21. 17. 1.1 0.0 90- 7 0 9 9 8 04:30 62 17 16 4 99 0 174 1 Volume Peak Factor High int. 04:30 PM Volume 62 17 16 4 99 0 174 Peak 0.88 Factor 6 04:30 PM 50 664 7.5 31 206 31 206 0.80 6 28 0 57 2 ?7 23 414 0 3 440 1542 32 0.0 6 5 2.3 5.2 9 4' 0.0 0.7 1 8 0 29 0 37 6 111 0 1 118 460 04:30 PM 4:30 PM 8 0 29 0 37', 6 111 0 1 118 0.58 : 0.93 8 21 'D. 0 m. 0 v: N o SW AVE . Total tal 35t 3511 207: 77 63i _ 4 Right Thru Leff Peds 4 0 North 4/19/2007 4:15:00 PM '4/19,2007 5:00:00 PM Unshifted 4-T Lei Thru rt.9h1 Pods. 57l 0 281 2 111: 871 198. Out in Total SW 1 AVE 1 8 t 0I nl o p_ cn 0) 0.838 1 nor On NIB 11111111 1111111 111 11111. MIS 11111. 1111111 11111111 1111111 Richard Garcia & Associates, Inc. 13117 NW 107 Ave, Hialeah Garden, FL 330 Tel: 305.595.7505 Fax; 305.675.6474 WWW.RGATRAFFIC.COM Groups Printed- Unshifted SW 3 AVE , 13ST 15 RD CW From North From East From Southeast From West Har : , , d Boa Bea ' Har i Start Time ' . 1 r ! Left Rig , Ped App. ! Rig r Thr acfr Ped App. : d Ped App. Rig i Thr Left s Total I ht H•d Ped App. Rig! u I Left s Total Rig s Total ht i u Left s Total ht ; Left ht . I h Factor : 1.0 ; 1.0 1.0 1.0 I 1.0 1.0 ' 1.0 i 1.0 1.0 1 1.0 : 1.0 1.0 1,0 [ 1.0 1.0 1.0 04,00 PM 1 3 2 3 9 2 41 186 1 0 230 8 0 8 28 93 6 2 0 129 04:15 PM 0 2 2 0 4 0 56 192 1 0 249 8 0 8 26 87 4 4 0 121 04:30 PM 3 0 3 0 6 ! 1 47 235 0 0 283 6 0 6 17 83 6 2 i 04:45 PM 2 1 1 0 4 ! 0 48 273 4 0 325 ; 5 0 5 27 101 2 1 Total 6 6 8 3 23 : 3 192 886 6 0 1087 27 0 27 98 364 18 9 File Name : SVV3AVE-3 Site Code 00000000 Start Date : 4/19/2007 Page No 1 15 RD From Northwest 0 108 17 13 16 3 0 1311 19 10 17 3 0 489 56 43 59 9 Har d Thr : Beal. Har Ped r Rhigt Left Left 8 1.0 1.0 1.0 1 1.0 1,0 9 6 14 2 0 11 14 12 1 0 0 App. int. Total Totai 31 407 38 i .420 491 452 49 •514 1671 1793 05:00 PM 1 0 2 0 3 2 53 343 3 0 401 7 0 7 22 94 4 2 0 122 1 11 12 11 2 0 36 05:15 PM 2 2 1 1 6 ' 1 62 342 1 0 406 . 12 0 12 26 110 9 3 1 149 1 7 7 12 1 0 27 05:30 PM 3 1 2 0 6: 1 58 329 0 0 388 1 6 0 6 24 122 4 1 0 151 7 8 14 2 0 31 05:45 PM 1 1 1 1 4 i 0 55 275 2 0 3321 5 0 5 39 129 7 2 0 177 5 15 15 4 0 39 Total 7 4 6 2 19 i 4 228 128 6 0 1527 ; 30 0 30 111 455 24 8 1 599 30 42 52 9 0 133 Grand 217 'Total 13 10 14 5 42 7 420 12 0 2614 57 5 Apprch % 31.0 23.8 33.3 11.9 0.3 16.1 83.2 0.5 0.0 100. 0.0 1 0 Total % 0.3 0.2 0.3 0.1 1.0 0.2 10.2 53.0 0.3 0.0 63.7 1.4 0.0 0 57 209 819 42 17 1 1088 1.4 19.2 75.3 3.9 1.6 0.1 5.1 20,0 1.0 0.4 0.0 26.5 569 600 582 557 2308 86 85 111 18 0 300 1 4.101 28.7 28.3 37.0 6.0 0.0 2.1 2.1 2.7 0.4 0.0 7.3 - 11101VIN/11 IMP OW INN IIMII MIMI 1111 — Ole OMB Richard Garcia & Associates, Inc. 13117 NW 107 Ave. Hialeah Garden, FL 330 Tel: 305.595.7505 Fax: 305.675.6474 WWW.RGATRAFFIC.COM SW 3 AVE ,&.'71 \. /-•••\ Out In Total . 67! I 421 : 1091 • /.. se.,'S'' 1'1\ 1 1 ./ , •• I I 131 101 14 5 ,\ • ,,Y Hardse,1,-Bear Left Peds 1';/71:. / ,.6 ,2'.''•4(:''- ._i,,-,. North 4/19/2007 4 00:00 PM 4/19/2007 5:45:00 PM Unshlfted r o 7 ' 1,9 2 -- a) 0 RD Fife Name SW3AVE-3 Site Code : 00000000 Start Date : 4/19/2007 Page No 2 noill I II in RIM SIMI Sill MIS 11 SIIIS SIN On SUS SOS SIM Richard Garcia & Associates, Inc. 13117 NW 107 Ave. Hialeah Garden, FL 330 Tel: 305.595.7505 Fax: 305.675.6474 WWW.RGATRAFFIC.COM File Name SVV3AVE-3 Site Code 00000000 Start Date 4/19/2007 Page No :3 SW 3 AVE 13ST 15 RD CW 15 RD Har From North From East ! From Southeast From West Prom Northwest Bea ! Har .• Bea Har Har Har Bea Har Fed App, Rig r Thr Ped App. d Ped App. Rig Thr Start Time . Left ! d I App. d Thy d Ped r?.t Left s Total I ht Rig u ! Left s Total Rig s Total ht u Left I t LePed s Total Rig u Left Left ht ht ! ht I Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersectio 05.00 PM 2 2 1 1 6 128 Volume 7 4 6 2 19 4 228 6 0 1527 30 0 30 Percent 36.8 21,1 31.6 10.5 05:15 Volume Peak Factor High Int. 05:15 PM 05:15 PM 05:45 PM 05:15 PM Volume 2 2 'I 1 6 1 62 342 1 0 406 12 0 12 39 129 Peak Factor 0.792 100. 0.3 14.9 84.4 0.4 0.0 0.0 1 62 342 1 0 406 12 0 12 0.940 0.625 App. int. 'rot13t Total i 111 455 24 8 1 599 30 42 52 9 0 133 18.5 76.0 4,0 1.3 0.2 22.6 31.6 39.1 6.8 0.0 26 110 9 3 1 149 7 7 12 1 0 27 7 2 0 177 0.846 05:45 PM 5 15 15 4 0 39 0,853 2308 600 0,952 "rim I MN OW MB U M N O OM IMP 1111115 - '15 r Richard Garcia & Associates, Inc. 13117 NW 107 Ave. Hialeah Garden, FL 330 Tel: 305.595.7505 Fax: 305.675.6474 WWW.RGATRAFFIC.COM DA/ 3 AVE Out In Total 37 191 556 `a 7 4 6 2, /� �l�' . ® Hard Bear Left Peds t / K ai Right Left 1 1 0 /4' CIO"' T North 14/19/2007 5:00:00 PM =4/19/2007 5:45:00 PM Unstilted__ 1 RD File Name : SW3AVF•-3 Site Code : 00000000 Start Date : 4/19/2007 Page No : 4 • Richard Garcia & Associates, Inc. 13117 NW 107 Ave. Hialeah Garder,„ FL 330 Tel: 305,595,7505 Fax: 305.675,6474 File Name : SW2AVE-1 WWW.RGATRAFFIC.COM Site Code : 00000000 Start Date : 4119/2007 Page No , 1 Groups Printed- Linshifted • SW 2 AVE SW 15 RD SVV 2 AVE t SW 15 RD From North From East FFOM South From West • Start ! RLeft Leig : Thr • Ped , App. RLeft ig ! Thr ; Ped App ; Rig Thr • Left Ped : App. : Rig Thr ! ! Peet 1 App. I Int. . ' ! ' Tirne ht i u s Total : hi i,r ! I s Total : ht ! u : s. ! Totai ht 1 u ! Left ! s Total Total • i . Factor i 1.01 1.0 1 0 1.0 : 1.0 1.0 ' 1.0 ! 1.0 1.0 r 1.0 1.C) ! 1.0 1 1.0 1 1.0 „ 1.0 ! 1,0 , - 04:00 PM 2 2 0 0 4 : I 41 , 0 52: 7 0 53 O. 60 36 12 0 6-- 48 : 164 04:15 PM 2 2 0 0 4 3 28 3 0 34 ! 3 2 43 0 48 72 15 1 0 88 i 174 04:30 PM 1 2 1 0 4 0 34 6 0 40 3 4 29 0 36.48 10 2 2 62 142 04:45PM 3 4 0 0 7 0 34 8 0 42 3 3 46 0 52:49 13 0 4 66 1 167 Total 8 10 1 C) 19: 4 137 27 0 168 ! 16 91710 196 ! 205 50 36 264 1 647 05:00 PM 3 5 0 0 8 ! 0 33 4 0 37 i 2 0 29 0 31 40 9 1 0 50 126 05:15 PM 0 7 1 0 8 0 34 5 0 39 i 2 2 43 0 47 51 11 0 0 62 156 05:30 PM 1 1 1 0 3 0 28 4 0 32 2 5 52 0 59 47 9 0 0 56 150 05:45 PM 3 3 1 0 7 2 37 4 0 43 ! 3 3 43 0 49 75 10 2 0 87 186 Total 7 16 3 0 26 j 2 132 17 0 151 i 9 10 167 0 186 213 39 3 0 255 i 618 • Grano 15 26 4 0 45 6 269 44 0 319 25 19 338 0 382 „ 418 89 6 6 519 1 1265 Totat 33. 57. 84. 13. .0 88. 1 5.5 5.0,2 1.2 Apprch % 8.9 0,0 1.9 00.0 80. 17. 1 3 83 8 5 ' 5 1 33. Total % 1.2 2.1 0.3 0.0 3.6 ; 0.5 21. 3,5 0.0 25.2 ! 2.0 1.5 26. 0.0 30.2 : 7.0 0.5 0.5 41.0 37: 0 SW 2 AVE out s€1 Totai 31 45 15 28 01 Rght Thru Left Peds -' Nortn 4/19/2007 4:00:00 PM 4/19/2007 5:45:00 PM Unstilted Lett Thru R4 Pods SOSi 19 25 0 • 488. 382 870 Iota' SW 2 AVE Richard Garcia & Associates, Inc, 13117 NW 107 Ave- Hialeah Garden, FL 330 Tel: 305 595,7505 Fax: 305.675,6474 WWW.RGATRAFHIC.COM SW 2 AVE SW 15 RD From North From E Start Rig Thr Left Ped App Rig Thr Left Time h? u s Total ht u Peak Hour lntersecti on Volume 8 10 1 0 19 ' 4 137 27 0 165 16 9 171 0 1 Percent 42. 1 52 6 5.3 0.0 2 4 81 6. 05 1,0 8.2 4.6 t3 2 SW 2 AVE From South From West App. Rig Thr Left Ped : App Rig Thr Loft Ped App Total ht u : s Iota# ht s "'eta! Totat File Name : SW2AVE '1 Site Code : 00000000 Start Date : 4/19/2007 Page No : 2 04:00 PM 0.0 205 50 3 8 264 77. 18. 1.1 2.3 7 9 04:15 2 2 0 0 4 3 28 3 0 34 3 2 43 0 48 ' 7 2 15 1 0 88 Volume Peak Factor l-0gh int. 04:45 PM 04:00 PM 04:00 PM 04:15 PM Volume 3 4 0 0 7 1 41 10 0 52 7 0 53 0 6072 15 1 0 88 Peak 0.67 0.80 0.81 0.75 Factor 9 8 7 0 SW 2 AVE Out In Total 16 98 35, ...... 8 10 1 0'', Right Thru Loft Peds North 4/19/2007 4 00:00 PM 4/19/2007 4:45:00 PM Unshifted 4- Left Thru Right Peds 171, 9 18 0 242 198'', 438' Ou? !nTotal SW 2 AVE 647 174 0.930 Richard Garcia & Associates, inc, 13117 NW 107 Ave. Haleah Garden, FL 330 Tel: 305.595.7505 Fax: 305.675,6474 WWW,RGATRAFFIC.COM File Name SW1AVE-1 Site Code : 00000000 Start Date : 4/1912007 Page No ;1 Groups Printed- Linshifted SIN 1 AVE SVV 15 RD SVV 1 AVE SVV 1 fb"------- - 1 From North From East From South From Wesi • Start ! Rig . Thr Fed App. ! Rig ! Thr , ft i Ped App. Rig i Thr : , ft Ped : App.1 Rig Thr E t ! Ped i App. i Int, I . eft : T4rie ht ' u : L: s Total , ht u -° . s Total ! ht ! u : '-e s : Total ! h1 u "-e ' s i Total : Totaactor l ..: 0 18, .10 i 10 , 1.0 . 1.0 1.0 1.0 : 1.0 : 1.0 , 1.0 , T.0 = . . . . . . , • a-4:00 PM 7 0 16 0 23 2 40 0 0 420 0 0 0 0 0 66 3 0 69 " 174 --- 04:15 PM 15 0 19 0 34 6 34 0 0 40 0 0 0 0 0 0 78 3 0 81 155 04:30PM 16 0 24 0 40 1 46 0 0 47 0 0 0 0 0 0 76 9 0 85 172 04:45 PM , 5 0 12, 0 17 4 53 0 0 57 i 0 0 0 0 0 , 0745 0 79 ' 153 Total 43 0 71 0 114 13 173 0 0 186 [ 0 0 0 0 0 0 294 20 0 314 ' 614 05:00 PM 10 05:15 PM 8 05:30 PM 11 05:45 PM 11 Total--40 Grand Total Apprch % Total% 0 12 0 22 3 44 0 0 47 0 16 0 24 • 5 40 0 0 45 0 31 0 42 1 37 0 0 38 0 19 0 30 1 48 0 0 49 0 78 0 118 10 169 0 0 179 83 0 149 0 232 23 342 0 0 365 35, 93. 0.0 0.0 6.3 0.0 0,0 8 7 6.9 0.0 12 4" 0.0 19.3 1,9 28.0.0 0.0 30.3 4 0 0 0 0 GI 0 56 3 0 59 1 128 0 0 0 0 0 0 77 5 0 82 1 151 0 0 0 0 0 0 69 2 0 71 I 151 0 0 0 0 0! 0 78 3 0 81! 160 0 0 0 0 0 0 280 13 0 293 590 0 0 0 0 0 0 574 33 0 607 1204 94. 0.0 0.0 0.0 0.0 0.0 5.4 0.0 47. 0.0 0.0 0.0 0.0 0.0 0.0 2.7 0.0 50.4 SW 1 AVE Out In Intal 56. 232 : 288i 83 Oi 149i 0 Right Thru Left Peds North 4/19/2007 4:00:00 PM 4119(2007 5:45:00 PM Linshifted Left Thru Right Pods Oi 0: Oi . 0 . 0 Out fr Totaf SW 1 AVE" Richard Garcia 8, Associates, Inc. 13117 NW 107 Ave. Hialeah Garden, FL 330 Tel: 305,595,7505 Fax: 305.675,6474 WWW.RGATRAFFIC.COM $W 1 AVE SW 15 RD SW 1 RVE From North From East From South Start Rlg ° Thr Left Ped App.: Rig Thr VLe 1 W Ped App. Rig Thr Left Ped App. s Total ht to s ' Total Time s ht u s Total ht u __. ....... Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 #ntelsecii on Volume 43 0 71 0 114 13 173 0 Percent 37. 0.0 6 ' 0.0 7.0 93' 0.0 04:30 Volume Peak Factor High Int. Volume Peak Factor 04:00 PM 16 0 24 0 0 186 0.0 40 1 46 0 0 47 04:30 PM 04:45 PM 16 0 24 0 40 4 53 0 0 57 0.71 0.81 3 6 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 3:45:00 PM 0 0 File Name ; SWIAVE-1 Site Code : 00000900 Start Date : 4/19/2007 Page No : 2 SW 15 RD From West Rig Thr Left Ped App int. ht r l s Total ; Total 0 294 20 0 314 614 0. 6.4 0.0 0 76 9 0 85 172 0.892 04:30 PM 0 0 76 9 0 85 0.92 4 SW I AVE Out In Total 33 1141 147] 431 01 71: 0 Right Thu Left Pads North 4/19/2007 4:00:00 PM 4/19/2007 4:45:00 PM U nshifted 4--, -� Left 3 hna Right Pods 0 0 0: 0 In Total SW 1 AVE � w 2 r r-m io. 1 4-Hour Machine Counts 1 M RICHARD GARCIA & ASSOCIATES, INC. 13117 NW 107 AVE, UNIT NO.4 HIA.LEAH GARDENS, FL 33018 Site C.. .:.: 0000 1I000 305,595.7505 I FAX 305.675.6474 Station : • 53 S.MIAMI AVE between SW 15 RD & SW 13 ST Page 1 Latitude: 0' 0,000 Undefined Start Time 12:00 AM 5 4 9 12:15 2 4 6 12;30 3 3 1 6 12:45 1 5 1 6 01:00 3 1 4 01:15 2 0 2 01:30 1 5 6 01:45 2 4 6 02:00 0 4 4 02:15 0 2 2 02:30 1 2 3 02:45 0 0 0 03:00 0 1 1 03:15 0 1 ' 1 03:30 2 3 5 03:45 0 0 0 04:00 0 2 04:15 0 0 04:30 1 1 04:45 2 2 05:00 0 3 05:15 0 3 05:30 1 6 05:45 4 8 06:00 1 12 06:15 4 . .24 06:30 7 17 06:45 11 38 07:00 19 49 fib 07:15 13 38 51 07:30 9 46 i 55 07:45 7 74 81 08:00 11 76 87 08:15 14 114 i28 08:30 13 IN 121. 08:45 20 15. 171 09:00 13 114 127 09:15 16 88 102 09:30 6 0 ! 6 09:45 18 0 18 10:00 16 21 39 10:15 13 16 29 10:30 12 46 58 10:45 15 35 50 11:00 14 30 41 11:15 26 36 62 11:30 17. 29 46 11:45 23 62 85 Total 347 1286 1633 Percent 21.2% 78.8% Wed 38 NB Tots! 2 0 2 4 3 3 7 12 13 28 24 49 Peak 11:00 08:15 Vol. 77 487 PAY. 0,740 0.806 08:15 547 0.800 • 1 1. RICHARD GARCIA & ASSOCIATES, INC, 13117 NW 107 AVE, UNIT NO.4 HIALEAH GARDENS, FL 3301 Site Code: 000000000000 305,595.7505 / FAX 305,575.6474 Station ID: 9453 S.MIAMI AVE between SW 15 RD & SW 13 ST Start Time 12.00 PM 26 78 12:15 21 28 12:30 23 36 12:45 20 33 01:00 38 43 01:15 29 34 01:30 24 01:45 37 02:00 26 02:15 33 47 02:30 34 43 0245 18 55 03:00 27 61 03:15 23 48 03:30 29 63 03:45 36 41 04:00 27 40 04:15 29 39 04:30 35 55 04:45 38 40 05:00 54 59 0515 47 0530 i 48 88 0545 81 '81 0600 44 64 06:15 37 54 06:30 45 68 06:45 38 43 07:00 41 47 07:15 35 51 07:30 31 44 07:45 26 35 08:00 23 37 08:15 29 37 08:30 21 42 08:45 22 32 09:00 13 31 09:15 19 27 09:30 19 21 09:45 15 25 10:00 13 19 10:15 18 18 10:30 4 12 10:45 5 18 11:00 12 24 11:15 10 8 11:30 12 22 11:45 7 10 Total 1310 1969 Percent 40.0% 80.0% 41 58 53 2 Latitude: 0' 0.000 Undefined Total 104 49 59 53 81 63 65 95 79 80 TT 73 88 71 92 77 67 68 90 78 113 103 16 112 112 108 91 113 79 88 86 75 61 60 66 83 54 44 46 40 40 32 36 16 23 36 18 34 17 3279 Peak 17:00 17:15 Vol. 200 249 P.H.P. 0.926 0.7 Grand 1657 3255 Total Percent 33.74 66.3% ADT Not Calculated 17:00 444 0.957 4912 1:* • Start 18-Apr-07 Time Wed SS NB RiCHARD GARCIA & ASSOCIATES, INC. 13117 NW 107 AVE. UNIT NO HIALEAH GARDENS, FL 33018 Ste 000000000000 305.595,7505 FAX 305,675.6474 Station ID: 8248 BRICKELL AVE (between SW 13 ST & 15 St) Page 1 Latitude: 00.000 Undefined Total 12:00 AM 50 45 12:15 43 38 12:30 45 21 12:45 30 22 01:00 33 22 01:15 23 19 01:30 12 21 01:45 16 18 02:00 12 13 02:15 11 13 02:30 13 5 02:45 11 7 03:00 8 5 03:15 6 9 03:30 6 6 03:45 4 2 04:00 7 9 04:15 8 8 04:30 9 10 04:45 8 10 05:00 8 15 05:15 15 20 05:30 14 30 05:45 20 45 06:00 30 39 06:15 39 73 06:30 55 118 06:45 68 129 07:00 88 141 07:15 88 124 07:30 134 155 07:45 in 211 08:00 137 274 08:15 in 291 0830 145 308 08:45 185 338 0900 158 ' 340- 09:15 445 254 09:30 170 281 09:45 183 .233 10:00 178 215 10:15 152 193 10:30 188 174 10:45 200 188 11:00 ire 186 11:15 22 185 11:30 190 180 11:45 196 196 Total 3810 5217 Percent 42.2% 57.8% 81 56 52 55 42 33 34 25 24 18 18 13 15 12 6 16 16 19 18 23 35 44 65 69 112 173 197 227 212 289 344 411 419 453 521 498 399 451 416 393 345 362 388 362 391 378 392 9027 Peak 10:45 08:15 Vol. 800 1275 P.H.F. 0.885 0.938 08:15 1891 0.907 • -Start Time 1 /344pr-07 Wed SS NB RICHARD GARCIA & ASSOCIATES, INC, 13117 NW 107 AVE. UNET NO. 4 HIALEAH GARDENS, FL 33018 305,595,7505 / FAX 305.675.6474 Page 2 Site Code: 000000000000 Station ID: 6248 BRICKELL AVE (between SW 13 ST & 15 Si) Latitude: 0" 0,000 Unde5ned Total 12:00 PM 12:15 12:30 12:45 0100 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 225 207 201 178 168 235 .187 235 168 235 203 233 234 223 211 218 234 203 244 267 319 367 295 342 306 355 324 297 296 262 239 219 197 194 187 136 138 122 106 121 129 101 120 98 99 115 85 55 201 176 179 179 175 175 498 146 191 163 1 156 146 179 179 170 177 159 157 189 204 200 149 196 170 191 172 174 167 161 167 165 140 177 144 124 140 124 114 123 112 87 89 80 63 77 54 426 383 380 357 343 410 385 381 364 426 366 419 390 369 390 397 404 380 403 434 508 571 495 4.91 502 525 515 469 470 429 400 388 362 334 344 280 280 262 230 235 252 213 207 187 179 178 162 109 Total Percent 9911 7451 57.1% 42.9% 17362 Peak Vol. P.H.F. Grand Total Percent 17:45 1327 0.904 13721 52.0% ADT Not Calculated 16:45 760 0.931 12668 48.0% 17:00 2065 0.904 26389 M Start 7 RICHARD GARCIA & ASSGCiATE$, iNC. 13117 NW 107 AVE. UNIT NO, 4 HIALEAH GARDENS, FL 33018 Site Code: 000000000000 305.595,7505 / FAX 305.675.6474 Station ID: 9373 SW 15TH ROAD - WEST OF SW 1 ST AVE Time We 41Y0 E8 12:00 AM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 � 03:30/ 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total Percent 4 3 5 7 2 3 4 1 0 2 1 2 2 0 1 1 3 1 1 3 3 2 6 12 11 12 14 15 25 18 30 26 22 27 23 39 57 44 80 44 86 ea 1.17 46. _.....' i22. 84> 139 5Et 97 46 9fi 43 76 54 59 58 56 42 41 41 49 33 52 41 50 30 58 46 41 58 59 1020 1556 39.6% 60.4% Latitude: 0' 0.000 Undefined Total 10 14- 5 8 8 18 8 15 10 12 2 5 6 10 4 5 2 2 2 4 2 3 0 2 0 3 2 1 1 5 8 2. 3 2 5 6 6 6 3 6 3 6 5 4 9 6 Peak 08:15 08:15 Vol. 220 475 P.H.F. 0.859 0.854 Page 1 7 10 21 17 26 40 48 48 50 96 124 130 177 150 203 147 142 119 113 114 83 90 85 91 86 87 117 2576 08:15 695 0.85t 6 1 1 • RICHARD GARCiA & ASSOCIATES, INC. 13117 NW 107 AVE. UNIT NO14 HIALEAH GARDENS, FL 33018 : 000000000000 305595,7505 i FAX 305.675.8474 Station ID: 9373 SW 15TH ROAD - WEST OF SW 1 ST AVE Page 2 Site Latitude: 00.000 Undefined Start Time r-07 Wed W/3 58 Total 12:00 PM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total Percent 43 46 52 32 38 54 56 55 47 47 55 59 71 77 52 55 62 57 66 97 83 69 64 77 57 66 78 76 64 80 50 82 65 76 50 72 82 73 58 81 80 89 118 90 80 97 73 -96 56 100 82 69 67 81 69 94 57 88 52 88 54 61 40 90 30 63 39 61 32 49 35 54 39 44 29 56 21 48 27 36 22 44 12 44 21 39 15 27 16 27 13 28 10 20 9 20 2257 3135 41.9% 58,1% 95 101 114 89 104 151 in 124 111 124 112 125 149 153 144 132 141 122 135 137 169 217 177 169 156 131 148 163 145 140 115 130 93 100 81 89 83 85 69 63 66 56 60 42 43 41 30 29 5392 Peak Vol. P.H.F. 17:00 351 0.744 17:15 392 0.980 17:00 732 0.843 Grand Total Percent 41.1% ADT Not Calculated 3277 4691 58.9% 7968 FDOT Peak Season Conversion Factor Report m:cr. o,yo na 's ,,~~~,_----~-,�~~�~,~~~~�~ uunuuznos u o�/oz/zoo� oouo/zoos s ouna/zoos 01/'15/200s 4. oz/zs/zouu 0,1 /2 2/20u5 71 uo�z/anns uum/zoos ^ a n000/mou 02/05/20,13s ~ � nz/omzons oz/n/uooz ° a uu/zs/000s o2/z9/2005 ~ y oz/zo/zuu� 02/26/2005 ~zn uz/unzoos us/os/zuus °o oz/os/eous o�/�z/zoos x oxa/zous oz/,mzuos 03f20/2003 0-2/26/2005 °1* ns/xn000s oouz/znus ou/na/zoos u4/us/aoos 04/10/:0n5 nm:s/uoos owznznou 04/23/2005 0.99 z.nz 04/24/2on5 04/30/2005 1,00 i.oz os/nI/cons ovou/zoos os/s/zuos :�/cz/cons ns/zs/zoo� uwos/zaus os/�o/uuns n*/zy/2ons us/2s/2oos or/nz/aon* ov/Iu/2on5 u7/1nuous o�/zu/zno� o7/z1/2uos on/nvuoo5 ua/z4/2oos ou/z1/uuus oa/zo/zon* oy/ou/2ous oe/znznus oy/1a/zoos oo/zs/uoos m/nz/oons 1u/ne/znos zo/zmuoos zo/z3/2nns m/ao/zou5 �z/ua/2ous 1n1s/zoos o/zn/uoos 1z/ur/znos �z/n�/znos 1z/1z/zuns 1z/1u/eous o/os/xoos umonuons os/zwuuos os/zu2uus os/zu/zuos no/owznns nw11/2uos ns/1o/2nos n*/zs/zoos nnnz/eno--- unee/eoos n//�mzoos o7/c3/2nos nvm/zoos nn/oe/2oos omo/znus � na/zo/zoo» no/cnenus nv/ns/znos no/1o/znus ny/1vxoos ny/uu/zoos 1-u/o-1/zoos m/uu/2oos m/1s/zoos 1o/zozons io/uo/zoos o/os/zno5 ']-/12/2005 �ow/2ons /zmzous z2/n3/oon5 zz/zn/onos zz/zvuonS 1z/2u/zuos n/znzuus �� -aeb-zuus 13.26.04 830oeo s_amz_pnsFAoom-txt APPENDIX C: Miami -Dade Transit Data Route Maps 11° Santa Clara Metrorail Station 21 St 4 NW 20 St NW 13 Ave Jackson iMemoria Hospitai a> > Z Douglas Road Metrorail Station 6e SW 66 St Qot\oe 0) oc- Bob Hope Rd cs) 0) __- Winn -Dixie „1ii NW 11 S Somerville NW 6 St +-1 r, Residences zNW5St Downtown Bus Terminal a) < Peacock co GranAve a) 2y ■ Mercy \) < ('�� c) Hospital Hardee °�0 ix rn co �" ¢ 4 0 III= z Lb"NW 3 St Z �— a 4-- Z WHEELCttAtR BIKE ACCESSIE -E ACCE$SIBLE Downtown Miami SW/SE 1 St SW/SE 2 St 3 > CO ui rn Mercy Way t University '' Metrorail 2 Station South Miami Metrorail Station r SE 4 St North Map not to scale Government Center Metrarail Station Brickell Metrorail Station c, WHEELCHAIRS Stop the bus at any location near the stop to allow wheelchairs on or off the bus. DOWNTOWN SW/SE 1 St ��.�Ctl:���11."IIK�I�I.�► j SW/SE 7 St Rickenbacker Causeway DESTINATION SIGN NORTH DOWNTOWN MIAMI - 021D SOUTH KEY BISCAYNE VIA HARBOR - 021E SOUTH KEY BISCAYNE VIA CRANDON - 0220 NOT IN SERVICE - 02D6 North Map not to scale 1 EFFECTIVE: December 7, 2003 ■ Seaquarium KEY BISCAYNE c Crandon Lo ■ Park o° c Cape Florida State Park route Route 02 ALL ALiSES ARE M IEELCHAIR ACCEssaa?.r NW llle St- 1-395 N14 St. NW 6 St. NW 5 St. NW 4 St, NW 3 St. GOVERNMEN CENTERS STATION: NW 1 St. W. Hagler St. SW 1 St. SW 2 St. SW 3 St. SW 7 St. SW 8 St SW 9 St. SW 10 St. SW11St. 5W 12 St. SW 13 St. SW 14 St. COLLEGE E5St. O SE St OMNI GENT i `:t'.•ARK S;1 (closed NTH STREET ARK WEST TATION WER ATKON OLLEGE!BAYSIDE TATION NE2St. FIFTH STREET STATION EIGHTH STREET la tri ch VE •ETiAN CAUSEWAY MacARTHUR CAUSEWAY lam,6 : PORT BOULEVARD LEGEND ELM Omni Loop £' Brickell Loop Downtown Loop Metrorail Last Transfer Station to Omni Loop Last Transfer Station to Brickell Loop Transfer Station between Omni, Downtown, and Brickell Loops Transfer Station to Metrorail i Ridership Data Route 48 Day Friday Date 4/15/2005 Time 1617 Number of Passengers 'Three SB ion 1 Seats 26 Standees Capacity 15 41 Thursday Wednesday 2/24/2005 2/23/2005 1739 1549 10 16 NB NB 26 15 1 41 26 15 1 41 Wednesday 4/7/2004 1704 7 SB 26 15 41 Wednesday 8/27/2003 1650 6 SB i 26 15 1 41 Monday Monday 8/11/2003 8/11/2003 1651 1744 9 4 NB 26 15 1 41 SB I 26 15 1 41 r Average Per Direction Ridership Capacity NB 12 41 SB 5 41 t • t Mill Ole VIII ell MIN 1111111 IMO M OS MI MB MN SIM Day Monday Monday Monday Tuesday Tuesday Tuesday Tuesday Tuesday Tuesday Wednesday Wednesday Monday Monday Date 6/27/2005 6/27/2005 6/27/2005 4/26/2005 4/26/2005 4/26/2005 4/26/2005 10/19/2004 10/19/2004 11/26/2003 11/26/2003 3/31/2003 3/31/2003 Number of Time Passengers 1600 43 1630 12 1722 40 1600 44 1638 11 1723 29 1801 4 1641 6 1725 51 1639 20 1722 7 1641 11 1737 57 Direction Miamibound Keybound Miamibound Miamibound Keybound Miamibound Keybound Keybound Miamibound Miamibound Keybound Keybound Miamibound Seats Standees 38 15 38 15 Average Per Direction Ridership Capacity Miamibound 41 53 Keybound 9 53 t • t PM Peak Period Brickell op (Metro neve Dad Date Time Friday 9/15/2006 1723 Friday 9/15/2006 1653 Thursday 9/15/2005 1622 Tuesday 9/26/2006 1710 Wednesday 4/5/2006 1612 Tuesday 2/7/2006 1603 Friday n 4/7/2006 1646 Friday 4/7/2006 1716 Tuesday 12/20/2005 ! 1734 e of Passenger 11 12 23 2 16 11 9 8 16 Direction Capacity. SB 75 SB 75 SB 75 SB 75 SB 75 SB 75 S13 75 SB 75 S13 75 Average Per Direction Ridership ` Capacity NB #DIV/0! #DIV/0! SB 12 75 i i • t i PM Peak Period : 1etroralf (Wicket! Sta1ioa Day Date Time umber of Passenger s Direction Capacity Thursday 11 / 16/2006 1600 337 SB 900 Thursday Thursday Thursday 11 /16/2006 11/16/2006 11/ 16/2006 1607 1614 1620 306 334 369 SB SB SB 900 900 900 Thursday 11/16/2006 1625 259 SB 900 Thursday 11/16/2006 1630 184 SE 900 Thursday 11/16/2006 1639 365 SB 900 Thursday 11/16/2006 1646 405 SB 900 Thursday 11/16/2006 1653 441 SB 900 Thursday 11/16/2006 1702 447 S13 900 Thursday 11/16/2006 1709 392 SB 900 Thursday 11/16/2006 1714 452 SB 900 Thursday 11/16/2006 1723 492 SB 900 Thursday 11/16/2006 1728 362 SB 900 Thursday 11/16/2006 1734 412 SB 900 Thursday 11/16/2006 1738 358 SB 900 Thursday 11/16/2006 1750 556 SB 900 Thursday I1/16/2006 1754 207 SB 900 Thursday 11/16/2006 1800 276 SB 900 Tuesday 12/05/20006 1608 490 SB 900 Tuesday 12/05/20007 1611 165 SB 900 Tuesday 12/05/20008 1618 313 SB 900 Tuesday 12/05/20009 1625 368 SB 900 Tuesday 12/05/20010 1636 468 SB 900 Tuesday 12/05/20011 1646 568 SB 900 Tuesday 12/05/20012 1654 553 SB 900 Tuesday 12/05/20013 1701 428 SB 900 Tuesday 12/05/20014 1710 661 SB 900 Tuesday 12/05/20015 1714 438 SB 900 Tuesday 12/05/20016 1722 616 SB 900 Tuesday 12/05/20017 1726 248 SB 900 Tuesday 12/05/20018 1731 357 SB 900 Tuesday 12/05/20019 1736 269 SB 900 Tuesday 12/05/20020 I747 593 SB 900 Tuesday 12/05/20021 1753 379 SB 900 Average Per Direction Ridership Capacity NB #DIV/0? #DIV/0! SB 396 900 S m Ro NBIE,BI IA1 BO N ) SBIWE/KEYBOUND Average Ridership Average Capaci Route 48 12 41 Avera ;e Ridership Average Capaci 41 Ro02 4 1 55 9 �? error over (Brickeli Loop) Metrorail (Brickell Statio 12 75 396 90 Total Ridership 422 1 APPENDIX D: Existing Conditions (2007) SYNCHRO 6.0 Outputs Miami -Dade County Public Works Department Existing Timing Plans untitled 4813 SW 1 AvE & ERG,AaiikY TIMING FOR DAY 4 4 (EECTI05 211) PAGE TIME PT OFF 8DG G Y 5 55G Y 6 5 Y m CYC MIS: 26 7 0 20 15 37 i 4 1 4 1 6 55517E 6/0 500 4 15 24 i 4 1 7 4 1 r 424FF 5536 700 6 35 41 1 4 1 8 4 1. 8 60Am PEAK 800 1 35 41 1 4 1 8 4 1 8 60AM PEAK, 900 5 15 41 1 4 1 8 4 1 8 64056 PEAK 1330 2 15 41 1 4 1 8 4 1 8 6DAFT SCH 1430 5 15 41 1 4 1 8 4 1 5 60063 PEAK 1.600 7 18 41 „ 4 1 ...8 4 1 .....___ 5 6(�Pr4 PEAK -1800., 4.. 1.5 .24 4 1 4 1 42OFF PEAK 2330 20 15 37 1 4 1 7 4 2 6 55N14E 5/0 ENTER NEXT PAGE # (I DIGIT), DAY # (2 DIGIi,99=HELP) OR ASSET iI (4 DIGIT) 2257 40432 WAY & $W 1 AYE TIMING FOR DAY # 4 (sEcTI 211) PAGE 4 TIME PT OFF EWW F Y N5w F G '! 5 Y 8 CYC !ITN: 13 7 10 1 0 20 35 57 7 4 7 16 1 4 0 9057T4 6/0 600 4 35 27 7 4 7 10 1 4 60066 PEAK 700 6 0 27 7 4 7 10 1 4 60AM PEAK 600 3. 0 27 7 4 7 10 1 4 13 60Am PEAK, 900 5 35 27 7 4 7 10 1 4 60066 PEAK 1330 2 35 27 7 4 7 10 1 4 13 60AF7 5C5 1430 5 35 27 7 4 7 10 1 4 60055 PEAK 2600 7 38 24 7 4 7 10 4 4 >RQPF' PEAK 1800 4 35 7 7 4 7 10 1 4 600FF PEAK 2330 26 35 57 7 4 7 10 1 4 6 90NITE 6/0 ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGLT,99=HELP) OR A55ET # (4 DIGIT) Page 1 2007 P.M. Peak Hour Existing Timings 11° HCM Signalized Intersection Capacity Analysis 1: SW 13th Street & SW 1 st Avenue 2007 PM Peak Hour Existing Traffic Conditions Lane Configurations € eal Fioit (vphpi) Total Last time (') Lane Util. Factor rwrt Fit Protected Said. Flo (prg%) Fit Permitted Satd. Plow (perm olurne vpl ) Peak -hour facto fit% Flew (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G"(s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle'.Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s). :> Approach LOS 90 1900 1900 4.0 0,5 0.99 1.00 3512 1.00 3512 1900 1; 4.0 .00 1.00 i:.00 1861 099 1843 1900 900 009 900 .:1900 4.0 4.0 4.0 4.0 1.00 ; 1.00 10 100 0.96 .00 1.00 0.85 0..97 ' 0.95 1,00 1.00 1723 1770 1863 1583 0.80 0,75 1.00 1,00 1423 1389 1863 1583 0.84 418 " 23 ;:11 609 0 58 0 28 64 78 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 498 27 'i 3 725 0 69 ;:: 0 33: 76 7 0 0 0 0 0 20 0 0 518 : 0 0 738 0- 0 °:; 82 0 76 Perm Perm Perm 4 24 25.4 0.46 4.0 30 1631 0.15 0,32 9.2 100 0. 9'3 A 9.3 A 8 25.4 25.4 0 46 4.0 3.0 856 c0.40 0.86 13.1 1 00 8.9 ... . 22.0 C 22.0 2 209 0.84 93 249 0 106 93 143 Perm 6 6 21.3 :; 21 3 21,3 21.3 21.3 21.3 21.3 21.3 0.39 0.3 9 0.39 0.39 4.0 4.0 4.0 4.0 3.0 30 :3.0 . 3.0 554 541 725 616 0.07 0,15`;; 10.8 1.00. 0.6 11.4 B 11.4 B 0_05 0.05 0.16 14 0,13 ...0.23 0.8 10.7 11.2 1,00 1.00 100 0.5 0.4 0.9 11.3 11.1 12.1 B B B 1.1.7 B HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 15.3 0;65; 54.7 60.5% 15 HC evel of Service Sum of lost time (s) ICU Levelof Service 8.0 B G:1043137000-Off Brickell MUSP\Calcs\Synchro\Existing.sy7 Synchro 6 Report 4/30/2007 Kimley-Horn and Associates, Inc. 1: SW 13th Street SW 1st Avenue 2007 PM Peak Hour Existing Traffic Conditions 4, ran' Lane Configurations Volume (vph) 418 09 Turn Type Protected Phases Permitted Phases Detector Phases 4 2 2 6 Minimum Initial (s) 4,0 4.0 4,0 4,0 4.0 4.0 4.0 4.0 Minimum Spits) 20,5 20.5 20,5 20.5 20,5 20.5 20.5 20,5 Total Split (s) 35.0 35.0 35.2 25.0 25.0 25,0 25.0 25.0 Total Split (%) 58.3% 58. % 58.3 %% 41 7% 41.7% 41 7% 4 .7% 41 7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.0 0.0 Doti 0.0 0.0 0.0 0.0 0.0 Lead/Lag Lead Lag Optimize? Recall Mode Perm Perm 64 Perm 209 Perm None None None Max Max Max Max Max Cycle Length: 60 Actuated Cycle Length 54.8 Natural Cycle: 60 Control Type: Semi Act-Uncoard Splits and Phases: 1: SW 13th Street & SW 1st Avenue -1" 04 4- G:1043137000-Off Brickeil MUSP\Caics\SynchrolExisting.sy7 4/30/2007 Synchro 6 Report Kimley-Horn and Associates, Inc. HCM Linsignalized Intersection Capacity Analysis 2007 PM Peak Hour 2: S 13th Street & SW 15th Road ( r1 Existing Traffic Conditions 4 Lane Configure gn:Control Grade Volume ;vehlh Peak Hour Factor Hourly flow rate:(vph);'. Pedestrians l ne Width (ft) Walking Speed (ft/s Percent Blockage Right turn flare (veh Median, type Median storage veh Upstream signal (ft) pX, platoon unblocked vC, conflicting volume, 1600 vC1, stage 1 conf vol vC2, stage 2 calif vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) 2.2 p0 queue free % 92 cM capacity (veh/h) 405 Free 32 460 112 0.96 0.96 0.96 33 479 t'17 1600 4.1. 4 Free 6 1302 234 62 0.96 0.96 0.96 0.96 0.96 6 =156 244 65 44 0 596 Stop 0% 42 Stop 0% 30 0 ;9 0.96 0.96 0.96 0.96 None 797 2153 800'. 1317. 2217 298 596 1797 2153 800 1317 4.1 Volume Total 273 356 684 922 Volume Left 33 0 6 0 Volume Right 0 117 0 244 cSH 405 1700 977 1700 Volume to Capacity 0.08 0.21 001 0.54 .44 1.01 0.10 0.04 Queue Length (ft) 7 0 0 0 158 102 8 4 Control Delay (s) 3.0 00 0.2 0.0 432.3 286.2 17.1 10.4. Lane LOS A A F F C B Approach Delay (s) 1.3 0.1 293.6 10.4 Approach LOS F B 2217 7.5 6.5 6.9 7.5 65 298 69 3 3 0 0 90 0 100 96 45 43 328. 0 39 698 k «s 44 31 31 65 0 0 0 0 0 31 31 45... 43 328 698 Average Delay Intersection Capacity Utilize tion Analysis Period (min) 17.6 ' 57.8a/o 15 ICU: Level of Service C:1043137000-Off Brickell MUSP\Calcs\Synchro\Pxisting.sy7 Synchro 6 Report 4/30/2007 KimleyHorn and Associates, Inc. HCM Unsignaiized intersection Capacity Analysis SW 15th Road & SW 2nd Avenue Lane Configurations Sign Control Grade Volume (veh/h)' Peak HOLir Factor Dourly flow rate<(oti) Pedestrians Larne Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked u, conflicting volume 153 }vC 1, stage age 1 conf vol vC2, stage 2 conf vol .:. vCu, unblocked voi tC, single (s) tC, 2 stage (s) tF (s) 22. p0 queue free % 100 cM capacity (vehlh) 1428 Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Inferieat o � Average Delay Intersection Capacity Utilization Analysis Period (min) 0.93 Free Free Stop 0% 0% 0i/0 51 207 27 ;138 4 173 9 16 0.93 0.93 0.93 0.93 0 93 0.93 0.93 0.93 55 223 29 148 4 186 10. 17 2007 PM Peak Hour Existing Traffic Conditions fr 277 893 .93 None 282 ':. 272 55 290. 490 148 53 277 282 272 55 290 490 148 4r 4.1 2.2 98 1285 a.8 .. •223 177 4 213 3 0 29 0 186.., : . ( 223 0 4 17 0 1428 1700 1285 1700 659 631 0 0 2 0....35 0 3 0. 00 140.0 l3.l 10.7 '`11.3 A A B B B 0.1 1;;4 13.1 11.2 B B 7.1 6.5 > 6.2 7.1 65 6.2 3.5 ': 4.0 3.3 3.5 40 33 71 98 98 100 98.:.. 99 640 619 1012 631 467 898 19 0 9 594 4.7 39:8% ICU Level of Service 15 G:\043137000-Off Brickell MUSP\Calcs\Synchro\Existing.sy7 Synchro 6 Report 4/30/2007 Kimley-Horn and Associates, Inc. t HCM Signalized intersection Capacity Analysis 4: SW 15th Road & SW l st Avenue ane Configurations Ideal Fier (vpli) Total Lost time (5) Lane Uti€'. Factor Frt Fit Protected Satd. Flow (prat Fit Permitted Satd. Flow (perry: 900 900 00• 4,0 4.0 4.0 4.0 4.0 1.tO.1>00 10 1ti0 1..00 1.00 1.00 1.00 0.85 1.0 1770 1863 1863 1583 1770 0 03 1.00 1.00 1 a00 . €3:95• 1181 1863 1863 1583 1770 4.0 00 0.85 1.00 1583 1.0O 1583 2007 PM Peak Hour Existing Traffic Conditions Volume (vph) 20 297 17.6 13 72 Peak -hour factor, Pf-iF 0.89 0.89 0.89 0.89 0.89 Adj. Flom (vph) 22 334 197 15=81 RTOR Reduction (vph) 0 0 0 10 0 Lane Group Flow (vph)22 334 197 6 81 43 0.89 48 26.. 22 Turn Type Perm Protected Phases 4 Permitted Phases 4 8 6 Actuated Green, G (s) 12.1 12.1 12.1 12.1 17.4 17,4 Effective Green, g (s) 13.1 13.1 13.1 13.1 18.4 18.4 Actuated g/C Ratio 0.33 033 0.33 0.33 0.47 0.47 Clearance Tirrie (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3,0 3.0 3.0 3,0 3.0 Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm vie Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS ei* firma Perm Perm 392 618 618 525 825 737 c0.18 0.11 c0.05 0.02 0.01 0.06 054 0.32 001 010 9.0 10.7 9.9 8.9 5.9 1.00 1.00 1.00 1.00 1.00 0.1 1.0 0.3 0.0 9.0 11.7 10.2 8.9 A B B A 11.6 101 B B 0.2 6.1 A 6.0 A 0.03 0.03 5.7 1..00 0.1 SA HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) intersection Capacity Utilization Analysis Period (min) c ` Critical Lane Group. 10.1 39.5 26.5% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 A G`\043137000-Off Brickell MUSP\Calcs\Synchro\Existing.sy7 Synchro 6 Report 4/30/2007 Kinney -Horn and Associates, Inc. 1 T1rigs 4: SW 15 h Road & SW l st Avenue Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phases 4 8 8 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split.( 21 21 21,0 21.0 21.0 1.0 Total Split (s) 47.0 47.0 47.0 47.0 13.0 13,0 Total Split.(°i%) ; 78,3% 78.3% 78 3% 78 3% 21.7% 21.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All Red Time (s) 1.0 1 0 1.0 1.0 1 _ 1.0 2007 P Peak Hour Existing Traffic Conditions Lead/Lag Lead -Lag Optimize? ......... .......:..........:......... Recall Mode None None None None Max �0 3 Cycle Length: 60 Actuated Cycle Length; 39.6 Natural Cycle: 45 Control Type: Seal Act -Unto rd Splits and Phases: x 4: SW 15th Road & SW lst Avenue s8 O:\043137000-Off Bricked MUSPICalcs\Synchro\Existing.sy7 4/30/2007 Synchro 6 Report Kimley-Horn and Associates, Inc, M 1 1 1 1 1 APPENDIX E: Growth Trend Analyses FDOT Historical Count Information ___ 59 _. ie 7 0086 _= ar 2004 203 C 2032 C ,999 C 1998 r 1997 C 1995 0 1994 C 1993 C 1991 1990 1989 1988 1987 1986 1985 FICT1c3 Deps.. k e,., _ can,,port,a....._... ransD _7ation St Historical 42D_ Report SR 972; ._, 13 53 2 W SR 5..;5-... DT, 0._rec , 10 , 1 Direction 2 1: Factor D EacCQT _ Factor 500 F 11000 5 9500 0.08 G.66 2.50 _.9700 E 1 .500 5 9200 08 0.6; 6.4L. 15200 7300 ' 0.72. 4_30 51 0 E 7300 rx 8800 0,09 0.68 17660 9000 w '600 0,08 .54 3 20200 F _1500 8 8700 0.08 0.53 5.70 15500 7200 830 0.09 6.10 5100 2 7200 5 7900 0.10 0.53 1,90 11700 E 5600 8 6200 0_09 0.85 5.20 10300 E 4700 W 5600 0.09 0.53 5.30 8200 0. 3600 5 4600 0.08 0.63 10.30 10800 2 5100 Pi 5700 0.09 0.60 2.40 10100 5 4800 Pd 5300 0.00 0.00 0,00 11482 F 0 W 0 0.00 0.00 0.00 10480 2 0 5 0 0.00 0.00 0.00 10470 F 0 Sri 0 0.00 0.00 0.00 10205 9 3 2 0 0.00 0.00 0.00 12820 2 0 5 C 0.00 0.00 0.00 9978 S 3 5 0 0.00 0-00 0.00 10202 7 0 5 0 0.00 0.00 0.00 AADT Maas: C = Computed; E = Manua". Estimate; F = First Year Estimate S = Second Year Estimate; : = Third Year Estimate; K = Unknown 1 ID \ e: } Year 1 1 1 1 1 2004 C. 7000 0 1998 \ :a7c 1996 c 1995 c 1994 c 1993 : 1„2c 1991 1990 1989 1988 1987 1986 0985 0 1 1 1 1 1 1 Transportation Statisticseff'ce SR 972 . SW 08 RD AADT Direction : DHreion 2 r G mcz a Factor c sa= m: 20400 , 993 0 10500 0.08„ 0.66 3.0 17 00 0 8300 9 400 0.08 0.7 2.20 19000 w 9400 0 9600 0.09 0.75 6.20 19500 r 9000 0 _05=, 0.08 0.54 3.10 :>_:, « 9001 5 1050, . 10200 < c 00 2 10500 0. 09 0.S3 6.50 18300 w 87005 ,600 010 0.53 1.90 1g 00 » 7700 s aay 0.09 035 5.20 15100e 7000 s 8100 0.09 0.53 520 13200 s 6300s r,m 0.08 0. g 103E 1E400 N sw 0: 8400 0.09 0.60 2.40 15400 w 7500 S 7900 0.0, 0.00 0.00 15300 9 7200 a 8100 0.00 0.00 0.00 1517E a 7480 s 7596 0.00 0.,, 0.00 12260 7482 z 8244 0.00 0.00 0.00 14765 < 7134 z 7631 0.00 0.00 0.00 12898 a 6105 z 6793 0.00 0.00 0.00 1:437w 7533z GQ 0«0 000 0.00 14544 N 7355 8 7189 0.00 :.00 0.00 1680814 8760 5 804E 0.00 0.00 0.00 AA n Flags: 7 - Co G m s = Manual Estimate; F = First Year Estimate := Second YearEstimate; T Third Year Estimate; X=U own 1 1 1 1 1 1 1 2u- Historical6 9\w ?ions Department c T.r.'ansportiaicn Transpol-8ation Statistics Office Site! 5041 Sx:may»200'SE 13 ST Year AADT DirecLion1 Direcion 2xF°ters Factor 3Facto: 2003 2001 1999 \ 199E « 1997 c 199E c 1995 C 1„4C 1„!_ 1992 _ 1990 1929 1988 1987 198E 197E • 1 1 1 1 1 1 28003 \ 29008 5 g/ \ 2o>e< ay/\ 26000 z 25000 < 23000 s 29000 z 16600 a 16200 = 25500 = 23500 z 25820 a 27345 e 2291J go5e 23778 m 7256 = 13979 N 12:o z 1 11500\ j 12500 S _2500 2 12500 5 12000 5 wy:: 1anus 1„0S 9000 : 8307 3 13000 : 11500 s 12084 5 11149 5 11914 a awes 10554 5 8987 s 6232 5 13500 16000 14000 15503 14500 14000 14000 195E0 12500 12000 7603 7„: 12500 12000 13738 16196 12635 13114 8869 7747 0.08 8.08 0.08 02 08 0,08 30 0.08 0.09 \// «a 0.00 00.00 0.00 0.00 0.00 \00 0.00 0.66 0.67 077 r«8 0.54 0.53 0.53 \53 00.63 3.60 0.00 0.0 0.00 0.00 0.00 0.00 0.00 \00 00 2.70 \\90 ;2: 3.00 3.20 4.90 3.30 2.30 2.90 6.70 5.5E 0.00 0.00 0.00 ,.,E n3& 0.00 0.00 0.00 0.00 AADT Sags: t=Computed; s e Manual Estimate; F= First Year Estimate 5 = Second Year Estimate; T = Third Year Estimate; :: Unknown 1 Transpc- Transportaion Statistics Office Or]5 Historical AADT Report 87 DADE 042 .. Sr .. U, 200 ST1SR 9 1TJM:.8M1 TRL Year .8 k7T Direction _ Direction 2 8 Factcr 2 Factor _ Factor 2005 C 32800 N _4 90 2 18000 0.08 0.65 4.4' 2004 C 3 800 N _6500 v 19000 0.08 0.67 4.40 31000 N 14000 S 17000 0.08 0.72 4.40 2002 C 33000 N 16000 5 1"..000 0.09 0,68 3.00 2001 5 32500 5 15000 6 17500 0.08 0.ry4 ..2G %000 0 32000 N 1450(}, 2 17500 0.06 .5- 3.00 1999 C 2 000 . 2500 8 18500 0.09 0.53 3.30 1998 0 32500 N 15000 S 17500 0.08 0.53 3.30 1997 C 27500 N 12500 S 15000 0.09 0.65 2.30 1996 C 28000 N 1300E S 75000 0.09 0.53 2.90 1995 C 16800 N 8800 S 8000 0.08 0.63 6.70 1994 C 18800 2 8800 8 10000 0.09 0.50 5.50 1993 C 33000 N. 16500 S 16500 0.00 0.00 0.00 1992 C 30500 N 13500 S 17000 0.00 0.00 0.00 1991 32280 N 14598 S 17682 0.00 0.00 0.00 1990 29253 N 12459 S 16794 0.00 0.00 0.00 1989 30934 N 14162 S 16772 0.00 0.00 0.00 1988 29424 N 16783 5 12641 0.00 0.00 0.00 1967 29675 N 13446 S 16229 0.00 0.00 0.00 1986 37084 N 19390 5 17694 0.00 0.00 0.00 1976 34559 N 18228 S 16331 0.00 0.00 0.00 M AANT Flags: C . Computed; E W Manual Estimate; F = First Year Estimate S = Second Year Estimate; T = Third Year Estimate; X = unknown 11, 1 1 1 1 1 1 Department of csportation Transportation Statistics Office m:6 Site, :ter. nr z®« q 8 STIONE-WAYrn 200' w sr «ew: Year 7 5 Direction : Direction 2 z Factor oFactor + F ctor ,00 \\/ \ 15504 \ 14\0 / 0 C 11000 E 11000 \\ 1 03 .00 00 4.30 2002 c 13000 s 13000 0 0,09 1.00 4.50 :=c c w:w : 13500 0 0.98 1,00 6.50 w a 14500 .: :_ 4.80 /\/ c 13500 : 13500 / 0 09 1.00 5.30 159 c 13000 s 13000 0 0.09 1.00 5.20 1,97 c 11000 : 11000 0 C.09 1.00 7.60 1996 c 11000 z 11000 3 0.09 1.00 8.40 1,95 0 15000 s 15000 0 0.08 0.63 8.20 1994 _ 13500 s 0 0 0.09 0.60 28.90 :g, c 14000 s 0 0 0.00 0.00 0.00 1992 c 1 mnn s 0 0 0.00 0.00 0.00 1991 10456 E 0 0 0.00 0.00 0.00 1990 19359 z 0 0 0.0E 0.00 0.00 1989 18.576 z 11267 7309 0.00 0.00 0.00 1>88 17699 s 10527 7172 0.00 0.00 0.00 1987 13899 e 7908 5991 0.00 0.00 0.00 1985 28220 z 0 0 0.00 0.00 0.00 1984 26924a 12094 14830 030 0.00 0.00 197E 12395 z 7746 464; 0.00 0.00 0.00 • 1 1 1 1 1 AADT Fags: : = Computed; a = Manual Estimate; e - First Year Estimate z= SecondYear Estimate; e= 'third Year Estimate; z=u own 1 1 1 1 1 1 ; o . DADE w m: : wl .SR 0.33 A3< < STIONE-WAY WD, 233 3 33 : Year P,ADT Direction 1 Dil-ection 2 K FactorD Factc.7,r«'actor \ky \ 11500 3 2003 0 10000 z 2002 c 9900 1 2001 c 10500 3 10000 z 1 a\ c 9900 s 1998 z 8900 : a2« S00z 1996 c 9100 3 95 c 12000 3 1a<: w:003 1993 = 12500 a 1992 c 7900 3 1991 8265 e :990 1230E a • 1 1 1 1 1 1 :w 12// . /», 00 0 w 10000 0 \ 00 1.05 4 0.08 1.00 \0 0 w 9900 0.09 1.00 4,33 2w 10500 0 1.00 6.50 10000 0.08 1.00 4.80 9900 _ 1.0030 O • 3 8900 0. 1.00 5.20 03 8500 0.09 1.00 7.60 E w 9100 0.09 :.00 8.40 0 w 12000 0.08 0. o 5.40 0 w > 0.09 0.60 4.40 0 w 0 0.00 0.00 0.00 u w 0 0.00 0.00 0.00 O w 0 0.00 0.00 0.00 O w 0 0.00 0.00 0.00 AADT slags: _ = Computed; s = Manual Estimate; 0 = First Year Estimate s= Second YearEstimate; !=Thi Year Estimate; X = Unknown 1 Growth Trend Analyses I�IIr1111r NI NB n ON n NM111 la An r M .MIN NM no TRAFFIC TRENDS SR 972/SE 13 St — W SR 5/US-1 Average Daily Traffic (Vehicles/Day 45000 40000 35000 30000 25000 20000 15000 10000 5000 0 2001 Observed Count Fitted Curve 2006 -+ E } I I I + 2011 2016 Year Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2005 to Design Year): Printed: 940 42.9% 5.97% 4.77 25-Apr-07 Straight Line Growth Option 2021 County: Station #: Highway: Miami -Dade 0086 SR 972/SE 13 St Traffic (ADT!AAOT) Year Count* Trend** 2001 2002 2003 2004 2005 17600 16100 15200 19700 20500 15900 16900 17800 18800 19700 2007 Opening Year Trend 2007 N/A 21600 2008 Mid -Year Trend 2008 N/A 22500 2010 Design Year Trend 2010 N/A 24400 TRANLAN Forecasts/Trends *Axle -Adjusted 11111.1111Ik IIIIIIII TRAFFIC TRENDS SR 972/SW 3 Ave -- NE SW 18 Rd 30000 — 25000 co -471) 09. 2 000 15000 10000 cn 5000 rmr1Observed Count 40.0—Fitted Curve 2001 I 2006 MN NMI NM MN II NM IS NMI Ulla MN MINI County: Station #: Highway- . 2011 2016 Year *. Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2005 to Design Year): Printed: 280 17.9% 1.46% 1 .41 ')/0 25-Apr-07 Straight Line Growth Option 2021 Miami -Dade 1035 SR 972/SW 3 Ave_ Traffic (ADTIAADT) Year Count* - Trend** 2001 2002 2003 2004 2005 19500 19000 17700 20000 20400 18800 19000 19300 19600 19900 2007 Opening Yew Trend 2007 N/A 20400 2008 Mid -Year Trend 2008 N/A 20700 2010 Design Year Trend 2010 N/A 21300 TRANPLAN Forecasts/Trends *Axle-Adiusted Average Daily Traffic (Vehicles/Day 35000 30000 25000 20000 15000 10000 - 5000 2001 TRAFFIC TRENDS SR 5/US-1 --SSE 13 St Observed Count Fitted Curve 2006 2011 2016 Year 2021 "* Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2005 to Design Year): Printed: -100 1.2% -0,3 7% -0.37% 25-Apr-07 Straight Line Growth Option County: Station #: Highway: Miami -Dade 5041 SR 5/US-1 Year 2001 2002 2003 2004 2005 Traffic (ALIT/AADT) Count* 27000 28000 25500 29000 26000 Trend** 27300 27200 27100 27000 28900 2007 Opening Year Trend 2007 2008 N/A 26700 2008 Mid -Year Trend N/A 26600 20 0 Design Year Trend 2010 N/A 26400 TRAN>PLAN Forecasts/Trends. *Axle -Adjusted .1111 =VW Inn IIIIII IMO an NIP III me mei MIR IMP MI TRAFFIC TRENDS SR 5/US-1 S SE 8 St/SR 90/Tamiami TrI 45000 - 40000 00 35000 .c 0 25000 20000 7.1 CI 15000 0:D cn 10000 30000 5000 2001 CM Observed Count Fitted Curve 2006 : 4 i 1 1 2011 Year 2016 **Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2005 to Design Year): Printed: 250- 5.8% 0.77% 0.78% 23-Apt-07 Straight Line Growth Option 2021 County: Station #: Highway: Miami -Dade 5042 SR 5/US-1 Year 2001 2002 2003 2004 2005 Traffic (ADT/AADT) Trend** 32400 32700 32900 33200 33400 Count* 32500 33000 31000 35500 32500 2007 Opening Year Trend 2007 2008 N/A 33900 2008 Mid -Year Trend N/A 34200 2010 Design Year Trend 2010 N/A 34700 TRANIPLAN Foreca s/Trends *Axle -Adjusted 11111.11111 — NM SIN MS OM 11111 III OM an NMI En — VIII Ian TRAFFIC TRENDS SR 90/US-41/SW 8 St — SR 5/US-1 Average Daily Traffic (Vehicies/Day) 16000 14000 12000 10000 8000 6000 4000 2000 001 -2000 Observed Count Fitted Curve 4- 2006 2011 2016 County: Station #: Highway: Miami -Dade 5090 SR 90/US-41/SW 8 St + 4 I 2021 Year " Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2005 to Design Year): Printed: -600 43,4% -4.32% -5 22% 23-Apt-07 Straight Line Growth Option Year 2001 2002 2003 2004 2005 Traffic (ADT/AADT) Count* 13500 13000 14500 11000 11500 Trend** 13900 13300 12700 12100 11500 2007 Opening Year Trend 2007 2008 N/A 10300 2008 Mid -Year Trend N/A 9700 2010 Design Year Trend 2010 N/A 8500 TRANPLAN Forecasts/Trends *Axle -Adjusted 111111111 ma 11111111 OM NM MI 11 OM NM MP NM TRAFFIC TRENDS SR 90/US-41/SW 7 St — W SR 5/ US-1 20000 18000 16000 0 R. 14000 c.) a) > 12000 6.1 6000 w 10000 8000 4000 2000 2001 =I Observed Count Fitted Curve 2006 2011 Year 2016 ** Annual Trend Increase: Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2005 to Design Year): Printed: 360 52.9% 3.50°/0 3.16% 23-Apr-07 Straight Line Growth Option 2021 County: Station it: Highway: Miami -Dade 5091 SR 90/US-41/SW 7 St Traffic (ADT/AADT Year Count* 1 Trend** 2001 10500 10000 2002 9900 10300 2003 10000 10700 2004 11500 11000 2005 11500 11400 2007 Opening Year Trend 2007 N/A 2 00 2008 Mid -Year Trend 2008 N/A 2500 2010 Design Yea Trend 2010 N/A 13200 TRAMPLAN Forecagls/Trends *Axie-Adjusted APPI+:NDIX F: Volume Development Worksheets � 11.11111.111111 SIM On ale rn r ON III ar an MIMI i OM VOLUME DEVELOPMENT SHEET SW lst Avenue & SW 13th Street PM PEAK HOUR Description Lett SW 1st Avenue South bound Right Loft SW 13th Street Westbound Right Lcft SW 1st. Avenue Northbound Right Left SW 13th Street Eastbound Through Right Through 'through Through 2007 Existing Traffic 63 77 207 11 603 0 57 0 28 0 414 23 Peak Season Factor 1.01 1.01 1.01 1.01 1.01 1.01 1.0f 1.0! 1.61 1.01 1.01 1.0! 2007 Volume Conversion 64 78 209 11 609 0 58 0 28 0 418 23 Annual Growth Rate Background Growth 1.5% 1.5% 1.5% 10 1.5% 1 1.5% 28 1.5%, 0 1.5% 3 1.5% 0 1.5% 1 1.5% I.5%r 1.5% 3 4 0 19 1 Committed Projects Coral Station at Brickell Way Village 0 57 0 39 0 0 37 0 85 0 0 14 Axis Condominium (Brickell Station Towers) 0 0 0 O 0 0 0 0 0 0 0 tl 1390 Bricked! Ray 0 0 0 0 0 0 0 0 0 0 0 0 Pie 13eacon at Brickell Village 0 0 0 0 0 (1 0 0 0 0 0 0 Prenderc Towers Brickcl! Village 0 1) 0 0 0 0 0 0 0 0 0 0 West Brickell Center 0 0 0 0 0 0 0 (1 0 0 0 0 Infinity at Brickell (Coral Way Dttvclopnlent) 56 0 0 0 69 0 0 0 0 0 64 0 Mary Brickell Village & Brickell Main Street 6 27 67 0 4 0 0 0 0 0 99 0 The Pointe al Brickell Vr !age 0 0 0 0 0 0 0 0 0 0 0 0 The Avenue 0 0 0 0 0 0 0 0 0 0 0 0 Villa Magna 0 0 0 0 0 0 0 0 0 0 0 0 1451 Brickell 0 0 0 0 0 0 0 0 0 0 0 0 2010 Background Traffic 129 166 286 51 710 0 98 0 114 0 600 38 Project Traffic 0 15 0 37 0 0 38 0 64 0 0 51 Pass -By Traffic 0 0 0 0 0 0 0 0 0 0 0 0 2010 Total Traffic 129 181 286 88 710 0 136 0 178 0 600 8.9 t INN 1117DMINII IIIIII Inn INS On MI NM Inn NMI INS MN MIS MIS Mal VOLUME DE'VEL,OPMENT SULET SW 3rd Avenue & SW 15th Road PM PEAK HOUR )eseti tlon Lett SW 3,0 Avc South€iovnd Ha€d Rav ft Huai Lett SW €3th St Westbound Ri )Fi !lard Le )i SW I301S€ E s 1Jatinti L.e#t Tilton i! Ruhr [lard la^t0 SW €Sth 0rl Soushe:4-tbouri0 i[ard Ri 13€ h.R SW 15.9ltd tivtitlxsses;I)[€Osttt Ihraueh '.= Rirkd Boar Left llanueh hear Ri h) Sear Leh 'I3rrouOt 24)071.visting Traffic 6 4 7 6 1289 228 4 8 :24 its 1I3 9 52 42 30 0 0 10 Peak Season Pitch, 1.0f I.0I 1.01 1.0i 1.01 € 0! L0! i .01 1-01 1-01 1.01 l0l 1,01 12!! 1.01 I.OI 10I 1_01 2007 Voiunre Cunveeslon 1) 4 7 6 l302 230 4 a 24 460 ill 9 53 42 30 0 0 30 Annual Growth Ra€o 0acifgtr4 (5rowih I.9% 3.52 I555 1.5'T 1.557 I.50 1.51! 1.55 l.S t- €.50 1.5 1.55] 1Sk 1S'7 1.30- 1. S% i,?`5 f.SV, 0 0 0 0 59 H (# 0 1 2i 5 0 _ .. 1 O 5) Committed Projects enrol S00i0 at ffrirkc0 Way Village 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Axis Ccnuinnunium l 0ri kr-1l Sta(;nn `fowcnl 0 0 0 0 0 13 0 0 0 0 0 0 0 0 t1 0 0 0 1390 Rrickell Buy 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 0 a Tlxr B:icon at Brickelt Village 0 0 0 0 0 0 0 0 0 0 0 0 i) 0 0 0 0 (5 Premiere Towers Nickell Village 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1) 0 0 0 Wosi 8rickell Center 0 0 0 0 0 0 0 0 0 0 0 0 0 t) 0 (l 5) 0 Infinity at Rfickdl 315rra1 Wary I3eedepxxe€rf i 0 0 0 0 i} 13 0 0 0 0 0 0 0 0 0 0 0 0 Mary 03 ickell Village.. & iisicke!! Main Sttew 0 0 0 0 (3 0 0 0 6 0 13 0 0 {) 0 0 0 0 The Pointe at 0rieke1l Vd]ago 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 '1"he Avetrur, 0 0 0 0 13 0 0 0 0 0 0 0 0 0 0 0 0 (5 Villa Magna 0 0 0 0 0 0 0 (1 0 0 0 0 f) 0 0 0 0 0 14.51 Brickel! 0 0 0 0 0 0 0 0 0 0 0 0 0 £) 0 0 0 0 2010 BaclArnundTraffic 6 4 7 6 1361 241 4 8 25 48! I17 9 55 S-6 31 I. 0 33 Pro}cct 'traffic 7 7 0 0 51 €3 38 0 0 15 15 0 7 0 0 0 0 0 Ps x 9y Tta(00c 0 0 0 0 0 0 0 0 0 0 0 0 i) 1) 0 0 0 I1 2010 Total Trdlic 13 31 7 6 1412 254 42 8 25 496 ;32 9 62 4E 31 0 fl 3i �•. .■s S — — — r NS III — — rMMM- war VOLUME DEVELOPMENT SHEET SW 2nd Avenue & SW 15th Road PM PEAK HOUR Ikscriition Lett SW 2nd Avenue Southbound Right l-Turn SW 15th Road Westbound Right Left SW 2nd Avenue Northbound Right i.e SW 15th on Eastbound /rough Rr.,,ht "through Left Through Through i2007 Existing Traffic 1 10 8 0 27 137 4 171 cs I6 3 50 205 Peak Season Factor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1_01 2007 Volume Conversion 1 10 8 0 27 1.38 4 173 9 16 i 51 207 Annual Growth Rate 1.550 .. 1.5% 1.5% 1.5% 1,5% 1.5% .....�.. .. l.5%o i 5%0 l.5%r. 1.5% ..�. 1.5% 1.5% ....... 1.5% 0 0 6 0 .and 8 0 9 Background Growth 0 0 1 1 0 2 Committed Projects Coral Station at Brickell Way Village 0 0 4 0 0 0 26 0 0 0 10 0 1) Axis Condominium (Brirkell Station Towers) 0 0 0 0 0 0 0 0 0 0 0 0 0 1390 Brickell Bay The beacon 0 0 0 0 0 1) 0 0 0 0 0 0 4) at Brickell Village Premiere Towers Towers Brickell Village 0 (1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 West 13rickell Center 0 0 0 0 0 0 0 0 t) 0 0 0 0 Infinity al Brickell (Coral Way Development) 0 0 0 0 0 0 0 0 0 0 0 0 0 Mary Brickell Village & Brickell Main Street 0 0 0 0 0 0 0 0 0 0 0 0 0 The Pointe at Brickell Village 0 0 0 0 0 0 0 0 0 0 0 0 0 The Avenue 0 0 0 0 0 0 0 0 0 0 0 1) 0 Villa Magna 0 0 0 0 0 0 0 0 0 0 0 0 it 1451 Brickell O 0 0 0 0 O 0 #) 0 0 (i 0 0 2010 Background Traffic 1 10 12 0 28 144 30 199 t# 17 13 53 216 Project Traffic 0 0 0 0 0 0 115 0 0 0 0 32 I) Pass -By Traffic 0 0 0 51 0 0 0 0 0 0 0 0 0 201011'otat Traffic 1 10 12 51 28 144 145 181 9 17 13 75 216 me 're En NM Inn NEI Sill NM ID SW SIM I= VIM INS NIB 1)escrf' ti 2007 Exi= Peak Sea Vol Annual (I Backgro Commiu (.oral Stat Axis Con 1340 Bric -he Beac Prentiere West Bric Infinity at Mary }Aloe The Point The Aven Vida Mag 1451 Bric 0 Bac Project Tr Pass -By T VOLUME DEVELOPMENT SHEET SW 1st Avenue & SW 15th Road PM PEAK HOUR On Left SW 1st Avenue 5onthbound Right Left SW 15th Road Westbound Right Left SW 1st Avenue Northbound Right l_[-Turn Left SW 15th Road Eastbound "Through Right. through Through Through ;ling Traffic 71 0 43 0 173 13 0 0 0 0 20 294 0 on Factor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 i.01 1.01 rote Conversion 72 0 43 0 175 13 0 0 0 0 20 297 �0 rowih Rate 1.551 1.5% 1_5%n 1.5% 1.5% 1.5% 1,517c 1.5% 1.5% 1.5%n 1.5% 1.555 LS% Lind (Growth d Projects inn at Brickell Way Village 3 37 0 0 2 8 0 (1 8 0 1 17 0 0 0 0 0 0 0 0 I 12 4 0 0 0 9ominium (Brickell Station Towers) 0 0 0 0 0 0 0 0 0 (1 0 0 0 WI Bay 0 0 0 0 0 0 0 0 0 0 0 0 0 m at Brickell Village 0 0 0 0 0 0 0 0 0 0 0 0 0 lowers Brickell Village 0 0 0 0 0 0 0 0 0 0 () (3 0 kell Center 0 0 0 0 0 0 0 0 0 0 0 0 0 Brickell (Coral Way Development) 0 0 0 0 0 0 0 0 0 0 0 0 0 kell Village & Brickell Main Street 0 0 0 0 0 0 0 0 0 0 0 0 0 :^ at Mickel' Village 0 0 0 0 0 0 0 0 0 0 0 i) 0 ae 0 0 0 0 0 0 0 0 0 0 0 0 0 na 0 0 0 0 0 0 0 0 0 0 0 0 0 kell 0 (} 0 0 0 0 0 0 0 0 (} 0 0 kgronad Traffic 112 0 53 0 183 31 0 0 0 fl 33 ;311 0 :Laic 38 0 13 0 22 0 0 0 0 22 0 0 0 raffic 0 0 0 0 0 0 0 0 (1 51 0 51 0 d'rya ff3'ic_ l50 0 66 0 205 31 i} 1) 0 73 33 260 ft -- /! - NS MS NM 111 MS A i MI W i N VOLUME DEVELOPMENT SHEET Project Driveway & SW 15th Road PM PEAK IIOUR Description Project Left Driveway Soutlrbound Right Left SW 15th Road Westbound Ri hi Project Driveway Northbound RiE ht Left SW 15th Road Eastbound "Iluouelr Rid ht. Through Throu h Left Throu h 2007 Existing Traffic 0 0 0 0 0 0 0 0 0 0 0 0 Peak. Season Factor L01 1.01 1.01 1.01 I.{)1 1.01 L01 1.01 1.0I L01 1 O1 l.()I 2007 Volume Conversion 0 0 0 0 218 0 0 0 0 0 317 0 Annual Growth Rate 1.1% 1.5% l 5% l.5% 1 5 % 1.5% 1.5% I.5% 1.5% 1.5% I.5% 1.5% Background Growth 0 0 0 0 10 0 0 0 0 0 14 0 Committed Projects (I oral Station at Brickell Way Village 0 0 0 0 0 0 0 0 0 0 0 0 Axis Condominium (Brickell Station Towers) 0 0 0 0 0 0 (1 0 (1 0 t) 0 1390 Brickell Bay 0 0 0 0 0 0 0 0 0 0 0 0 The Beacon at Brickell Village 0 0 0 0 0 0 0 0 0 0 0 O Premiere Touters Brickell Village 0 0 0 1) 0 i) 0 0 0 0 0 0 West Brickell Center 0 0 0 0 0 0 0 0 t) 0) 0 0 Infinity at .Brickell (Coral Way Development) 0 0 0 0 0 0 0 0 0 0 0 0 Mary Brickell Village & Brickell Main Street 0 0 0 0 0 0 0 0 0 0 0 0 le Pointe at Brickell Village 0 0 0 0 0 0 0 0 0 0 0 0 The Avenue 0 0 0 0 0 0 0 0 0 0 0 0 Villa Magna 0 0 0 0 0 0 0 0 0 0 0 0 1451 Brickell 0 0 0 0 0 0 0 0 0 0 0 0 2010Backkround Traffic 0 0 0 0 228 tl 0 0 0 0 331 ........... Project Traffic 0 0 102 0 13 44 0 0 0 1) (I 0 Pass -By Traffic 0 0 85 0 -34 85 0 0 0 0 0 0 2010'1''(Mil Tratftic 0 0 187 0 207 129 0 0 0 0 331 0 VOLUME DEVELOPMENT SHEET SW 1st Avenue & Project Driveway PM PEAK IIOUR SW 1st Avenue Southbound Project Driveway Westbound SW 151 Avenue Northbound Project Driveway Eastbound Description Lett Throne Rip( 1...elt f0rou h Right l..elt "l'hcough Right Left Through Rio )u 2007 Existing'i'raltic 0 0 0 0 0 0 0 0 0 0 0 0 Peak Season Factor 1.01 1.01 1.01 1.01 1.01 1.01 1,01 1_01 1.01 1.0i 1.01 1.O1 2007 Volume Conversion 0 115 0 0 0 11 0 86 0 0 0 {1 Annual Growth Rate 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5%r. 1.5% 1.5% 1.5% Background Growth 0 5 0 0 0 0 0 4 0 0 0 0 Committed Projects Coral Station at Brickell Way Village I) 0 0 {) 0 0 0 0 0 0 (1 0 Axis Condominium (Brickell Station Towers) 0 0 0 0 0 0 0 0 1) 0 0 0 1390 Brickell Bay 0 0 0 0 0 0 0 0 0 0 l) 0 The Beacon at Brickell Village 0 0 0 0 0 0 0 0 0 0 0 0 Premiere Towers Brickell Village 0 0 0 0 0 0 0 0 0 0 0 0 West Brickell Center 0 0 0 0 0 0 0 0 0 0 0 0 lnCinity at thicken (Coral Way Development) 0 0 0 0 0 0 0 0 0 0 0 0 Mary Brickell Village & Brickell Main Street 0 0 0 0 0 0 0 0 0 0 0 0 The Pointe at Brickell Village 0 0 0 0 0 0 0 0 0 0 0 0 The Avenue 0 0 0 0 0 0 0 0 0 0 0 0 'Villa Magna 0 0 0 0 0 0 0 0 0 O 0 0 1451Brickell 0 0 0 0 0 0 0 0 0 0 0 (1 2010 Background Traffic 0 .120 0 0 t) 0 0 90 0 0 0 0 Project 'I'raffic 0 0 103 0 0 0 0 0 O 102, 0 52 Pass -By 'Ir10c 0 -19 19 0 0 0 14 -14 0 15 0 11 2010 Total Traffic 0 101 122 0 0 0 14 76 0 117 0 70 - A MN - - I - Al U MI M i I r Committed Deveiopme rson Trip Inventory Pro(ect s Miami Avenue 3rick*II Avenue Sw 15t1t Road PTO Ion Volume Vehicle Trip Adjustment Factor Vehicular Occupancy Adjustment (18% Rsduct)onl Conversion to People Trips VA) Direction Volume Vehicle Trip Adjustment Factor Vehicular Occupancy Adjustment (16% Reduction} Conversion to People Trips (1.4) Direction Volume Vehicle Trip Adjustment Factor Vehicular Occupancy Adjustment j185 Reduction) Conversion to People trips )1,4) Coral Station at Bricker Way VillageNB - - NB - - EB 3E3 41 SB SB - - lh E3 35 37 - 521 is Ccndominium {Bricker Station 'rowers) NB 1g 15 - 21 NB 28 30 - 41.E8 - - SB 9 10 14 SB 18 21 - 2SW6 - - - 139013ricker Bay NB - JNB 13 - 11 15 B rsB - SB 18 - t5 21 W8 The Beacon al Bricked Visage NB 8 7 - 9 NB 26 29 - 49 Eg _ Sg 12 i3- 185E 25 29- 45�gWB - - Premiere -rowers Backer Village NB 43 - 39 51 NB 5 - 4 ES SB 8 - 7 9-SJ3 5 - 5 71�N8 West Bdckell centre NB - - - - NB 2 - - 2 EB - - - SB - _ - S8 3 - - 3 W B Minify at 19rickni (Coral Way Development) NB 61 - 51 72 NB - - _ LB SB 8 - 7 9 S8 - - - - WB Mary Bricker]Visa92 &Skyline ai Mary Bricker] Vil€are (Brir-^&sl[ Maki Street) NB 179 197 - 278 NB 126 3;)9 - 194 B - - SB - - - SB 211 232 - 325 WB he 5uint5 3t 9rlckrll VFIlage N8 56 - - Sfl 6 - - - - E6 SB - SB - - WE l The Rvel t e NB '. - - - NB 12 - 10 14 EB - .. 1 SB - _ _ - 58 7 - 6 8 W6 kite Magna 13 - - 13 t•Fi3 114 - - 914 EB 58 8- - 8SB 90- - 90WB 5- - tkai Stickel! NB 4 - 3 5 NB 27 - 23 32 BB 27- 23 32 5B 4 - 3 5 58 29 - 24 34 WB 24 - 20 , , 2p' Tot81 NB 504 459 5B iulj SB 64 �NB 58 957 WB IISi i M APPN:NDIX G: � P.M. Trip Generation Table i t 1 1 I R 0 U P 1 SIM NIB OM OM MI 11111111 1111 Al OM Mill OM MI MIS PM PEAK HOUR TRIP GENERATION COMPARISON EXISTING PM PEAK HOUR TRIP GENERATION DIi ECTI0NAL GR0$ EtskT RNAL . . 'ASS.GY.:. ; E: &�E ITE TRIP GENERATION CHARACTERISTICS- DIS:TRIBUTi0N V0 iiii. S - CAPTURE • EXTI:I tdAL<TI IPS cAFTURS 3 ER IAI TRIPS tTE Cr'E ITE Percent 1C ..... _:_,... pg 7nd V5e Edition Code E.I.cUnits ii Out in Out TotaI ParCent Tri s ht Quf Tot a€ PflrG�Fit 7ssrs In CJ€aP Tufal Ap adman! 7 220 21_-. C3iJ 65% 35% 19 10....- 29_-._.... ....0.0°io 0 19 10._. 29_.. ©.C3go... _... .._CI 19 1C- 29 3 5 6 7 8 9 10 12 13 14 15 G R 0 U 2 3 5 6 ITE TRIP GENERATION CHARACTERISTICS Land l€se General Office Building Shop6ng Con€er 8 9 10 2 3 5 ITE Edi€€oi 7 7 ITE Co 310 710 820 Scale 220 140 110 nits R©Q1 KS KS 0 ' ,043137000-tiff Bricke€€ MUSP\C;aics`.Triftgen xls PRINT -PEAK HOUR 4./24.2007,7-59 AM Total: 19 10 29 19 10 29 PROPOSED PM PEAK HOUR TRIP GENERATION )IRECTIONAL''. DISTRIBUTION :{ Percent ha Ou1 53% 17% 46% Total: 429 GROSS IUTEItNA VOLUMES CAPTURE EXTE Out 604 Tatar Percent 1,033 8.7% IC Trice hl 54 28 302 90 384 PASS4Y AL;:TRIPB CAPTURE P5: Li t Total Percent Td.s 47 101 0,0°o 0 18t9 217 0.0°.8 0 323 625 37.6 Vo 236 559 943 250% 23s 9 NET NEB 2.9 EXTERNAL:TCP; 9 54 47 101 28 'f89 217 184 205 389 266 441 707 !4, APPENDIX H: Cardinal Trip Distribution A / ana'-I) ode Interim ) .;-'r),:>t easihie .Pon DIRECTIONAL DISTRIBUTION SUMMARY ORIGIN CARDINAL DIRECTIONS TOTzT ZONE NNE ENE ESE SSE SSW WSW WNW NNW 571 TRIPS 3562 1080 60 321 827 5762 4461 6672 22745 PERCENT 15.66 4.75 0.26 1.41 3.64 25.33 19.61 29,33 572 1111228 1220 313 163 116 272 1647 1236 1737 6704 PERCENT 18.20 4.67 2.43 1.73 4.06 24.57 18.44 25.91 573 1111125 402 151 118 22 83 466 322 443 2007 PERCENT 20.03 7.52 5.88 1.10 4.14 23.22 16.04 22.07 574 TRIPS 861 613 114 46 189 888 660 833 4204 PERCENT 20.48 14.58 2.71 1.09 4.50 21.12 15.70 19.81 575 TRIPS 578 487 145 43 186 577 552 674 3242 PERCENT 17.83 15.02 4.47 1.33 5.74 17.80 17.03 20.79 576 TRIPS 987 737 124 69 228 1166 766 905 4982 PERCENT 19.81 14.79 2.49 1,38 4.58 23.40 15.38 18.17 577 TRIPS 1644 659 84 32 347 1639 1059 1526 6990 PERCENT 23.52 9.43 1.20 0.46 4.96 23.45 15.15 21.83 578 TRIPS 552 184 27 44 61 527 362 447 2204 PERCENT 25.05 8.35 1.23 2.00 2.77 23.91 16.42 20.28 579 TRIPS 860 268 23 21 132 874 700 844 3722 PERCENT 23.11 7.20 0.62 0.56 3.55 23.48 18.81 22.68 580 TRIPS 1515 364 29 43 307 2603 2056 3152 10069 PERCENT 15.05 3.62 0.29 0.43 3.05 25.85 20.42 31.30 581 TRIPS 625 131 13 27 83 819 621 962 3281 PERCENT 19.05 3.99 0.40 0.82 2.53 24.96 18.93 29.32 582 TRIPS 143 20 1 3 6 150 90 146 559 PERCENT 25.58 3.58 0.18 0.54 1.07 26.83 16.10 26.12 583 TRIPS 420 54 4 8 33 327 257 351 1454 PERCENT 28.89 3.71 0.28 0.55 2.27 22.49 17.68 24.14 584 TRIPS 184 0 0 60 405 276 227 0 1152 PERCENT 15.97 0.00 0.00 5.21 35.16 23.96 19.70 0.00 585 TRIPS 84 11 0 41 157 114 161 30 598 PERCENT 14.05 1.84 0.00 6.85 26.25 19.06 26.92 5.02 39 - 1i18/0 APPENDIX I: Future Conditions (2010 Without Project) SYNCHRO 6.0 Outputs HCM Signalized Intersection Capacity Analysis 1: SW 1 3th Street & SW 1st Avenue 2010 PM Peak Hour Future Background Traffic Conditions Lane Configurations ns ideal Flow (vphpl Total Last time (s) Lane 11ti3 Factor Frt Fit Protected Satd. Flow (pro Fit Permitted Satd. Flow (perm Volume (vph) Peak -hour facto, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group. Flow (vph) Tom Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated WC Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) vis Ratio Prot vis Ratio Perm v/c Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delays) Approach LOS it { `t 1900 1900 4.0 0.95 0.99 .. 0 3508 ,00 3508 0 600 38 0.84 0.84 0 714 45 0 8 0 0 751 0 0.84 4 326 32.6 0.56 4.0 3,0 1982 0222 0.38 6.9 1,00 0.1 7.1 A 7.1 A 1.900 1900 4.0 1'.00 1.00 .00 1856 .91 1704" 710 0.84 0.84 845 0 0 0 906 Perm 8: 32.6 32.6 .io56 4.0 3.0 963 c0.53 0.94 11.7. 1.00 16.6 28.2 C 28.2 C 7 40 900' 4.0 1,00 0.9.3 0.98> 1689 0.76 1307. 98 0 114'; 1900 4.0 1.00 1.00 0.95 1770 0.;:58'. 1089 129 84 0.84 0.84 0,84 0.84 0 117 0 136 154. . 0 68 0 0 0 0 185. 0 154 Perm Perm 17.1 17.1 0,30 4.0 3.0 387 0.19 0.48 16.6. 1 00 4.2 20.8 :. C 20.8 C 900 1.00 4.0 4.0 1.00 1.00 1.00 0.85 1.00 1.00 1863 1583 1.00 1.00 1863 1583 1.66 286 0.84 0.84 198 340 0 115 198 225 Perm 6 6 17.17.1 17.1 17.1 17.1 17.1 0.300.30 030 4.0 4.0 4.0 3.0. 3.0 3.0 323 552 469 0.11 0.14:.:. 0.21 0.48 0.36 048 16.6 16.0 16.7 1.00 1.00 100 5.0 1.8 3.5 21.6 17.8 20.2 C B C 198 8 HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 19.1 0.87 57.7 92.5% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 F. G:t043137000-©ff Brickell Mt1SP\Calcs\SynchrolBackground.sy7 Synchro 6 Report 4/30/2007 Kimsey -Horn and Associates, inc. Timings 1: SW 13th Street & SW 1st Avenue Lane Configurations Volume (ph 600 Turn Type Protected Phases Permitted Phases Perm 710 9 Perm 129 Perm 2010 PM Peak Hour Future Background Traffic Conditions 6b 286 Perm Detector Phases 4 882 2fs 6 6 Minimum initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) Total Split (s) :E9tai Split (%; Yellow Time (s) Ad -Red Time (s} Lead/Lag Lead L .g Optirr rze? Recall Mode 20.5 20.5 2€ 5 20.5 20.5 20.5 20.5 20.5 39.0 39.0 39.0 21.0 21.0 21.0 21.0 21.0 6 5.0% 65.0% 65.0% 35 i°/o 35 0% 35.0% 5.0°l% 35.0% 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 0.0 0.0 0.0 0.0 {3.0 00 0.0 None None None ax Max Max Max Max Cycle Length: 60 Actuated Cycle Length. 57.8 Natural Cycle: 65 Control Type Semi Act-Uncoord Splits and Phases: 1: SW 13th Street & SW 1st Avenue G:1043137000-Off Bricked MUSP\Calcs\Synchro\Background.sy7 • 4/30/2007 Synchro 6 Report Kimley-Horn and Associates, Inc. HCM Cnsignaiized intersection Capacity Analysis 2: .SW 1 th Street . Ste' 15th Road Lane Configuration SignCentro! Grade Volume (veh/h) Peak Hour Factor Hourly towrate (vph); Pedestrians Lane Width (ft): Talking Speed (ftis) PercentBlockage Right turn flare (veh) Median type Median storage veh Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1673 vC1, stage 1 conf vol vC2, stage 2 conf v©1 vCu, unblocked vol 1673 tC, single (s) 4.1 tC, 2 stage (s) tF:(s) 2.2 p0 queue free % 91 cM capacity (velaih) 3.80 ctio ,96 4 Free Free 0% 0% 481 17 6 1361 0.96 0.96 0.96 0.96 01... ': 22 6 1418 623 623 4,1 2.2 99.. 954 1230 2010 PM Peak Hour Future Background Traffic Conditions op 0% 245 64 44 ;. 0.96 0.96. 0.96 0.96 255 67 '' 46. 32 877:2249 836 Stop 0% 0 031 .96 0.96 0.96 0 0 32 7 None 2316 311 1877 2249 836 1375 2316 311 7.5 6.5 ', 6.9 7.5 6.5 6,9 3.5 4.0 3.3 3 S: 4,0 3.3 0 0 90 0 100 95 39 37 310 t?: 34 684 Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length (ft) Control Delay (s) Lane LOS Approach Delays) Approach LOS ei 285 372 715 964 340 6 0 € 122 0 255 380 1700 954 1700 009 7 3.3 A 1.4 ... Average Delay Intersection Capacity` Utilization Analysis Period (min) 67 46 32 .: 32 67 0 ®::. 0 0 0 . 32 . 32 39 37 310 684 0.22 0 01 0 57 1.72 "1.23 .10 0.05. 0 0 0 176 '' 118 . .:0. 9 4 , 0.0 0.2 0.0 575.5 :392.3 17.9 10.5 A F F 0 B. 0.1 393.2 10.5' . F 9 23.2 59.9%, 15 ICU Level of Service O:i043137000-Off Brickeii MUSP\Calcs;Synchro\Background.sy7 Synchro 6 Report 4/30/2007 Kimiey-Horn and Associates, inc. • HCM Unsignalized intersection Capacity Analysis 3: SW 15th Road & SW 2nd Avenue 2010 PM Peak Hour Future Background Traffic Conditions k- 4\ t /*. \•. Lane Configurations 4 r 4 r43 Sign Control Free Free Stop Grade 0% 0% VOiUrfie (veh/h) 13 53 216 28 144 30 173 9 16 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 14 57 232 30 155 32 186 10 17 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) 893 pX, platoon unblocked vC, conflicting volume 187 289 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 187 tC, single (s) 4_1 tC, 2 stage (s) tF (s) 22 2.2 p0 queue free % 99 98 cM capacity (veh/h) 1387 1273 289 4,1 None 314 332 57 Stop 0% 10 8 0.93 0.93 11 9 None 322 532 5 314 332 57 322 532 155 7.1 6.5 6,2 7.1 6.5 6.2 3-5 4-0 33 3-5 4.0 3.: 69 98 98 100 98 9 605 568 1009 596 438 891 Volume Totaf 71 232 ...185•:. -32 2131 19 Volume Left 14 0 30 0 186 1 0 .0: . 232 . 32 17 :HO • :E..9 1387 1700 1273 1700 623 596 566 Volume Right cSH VOlUille to Capacity 0.01 0.14 0.02 0.02 0.34 0.00 0,03 Queue Length (ft) 1 0 2 0 38 0 3 Control Delay (s) 1.6 0.0 1.5 0.0 13.7 11.0 11.6 Lane LOS A A B 8 B Approach Delay (s) OA 1.2 13.7 11.6 Approach LOS 8 B 7isteitat Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) 4.7 40.2% ICU Level of Service A 15 al043137000-Off Brickell IVIUSPiCalcs\Synchro1Background,sy7 4/30/2007 Synchro 6 Report Kimley-Horn and Associates, Inc M t HCM Signalized Intersection Capacity Analysis SW 15th Road & SW i st Avenue 0 2010 PM Peak Hour Future Background Traffic Conditions Large Configurations Ideal Flow (vph l) 900 900 9 900 1900 : 19 0 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4,0 4.0 Lane Util: Factor 1.00 1,00 1,00 1..00 1.00 1.0 rt 1.00 1,00 1,00 0,85 1.00 0.85 Fit Protected 0,95 1 „00 1..00 1,00 0,95 1..00 Seta. Flow (prat) 1770 1863 1863 1583 1770 1583 Fit Permitted 0.63 1,0.0 . 1 00 1.00 0.95 1.00 .. . Satd. Flow (pear) 1171 1863 1863 1583 1770 1583 Volume (vph) 33 311 183 31 112 53 Peak -hour factor, PHF" 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow;(vph) 37 349 206 35 126 60 RTOR Reduction (vph) 0 0 0 23 0 33 Lane Group Flog (vph) ; 37 349 206 12 126 27 Turn Type Perm Perm Protected Phases 8 Permitted Phases Actuated: Green, G (s) Effective Green, g (s) Actuated :g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) Ills Ratio Prot c0.19 0.11 vls Ratio Perm vie Ratio Uniform Delay, di Progression Factor 1.00 Incremental Delay, d2 0.1 1.0 Delay (s) 9.0 11.7 Level of Service A B Approach Delay (s) 11.4 Approach LDS B (nterse t fl HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization. Analysis Period (min) c Critical Lane Group 0.03 0,09 0.55 0.33 8.9 10.6 9.7 1.00 1.00. 0.3 1(0 A 98 A 9.8 032 39.5 29.2% 15 4 4 12,4 1.2.4 12 4: 12.4 13.4 13.4 13.4 13.4 0.34 0.34 0.34 034 5.0 5.0 5.0 5.0 3.0 3,0 3.0 3.0 8 397 632 632 537 Perm 6 17.1 17.1 18.1 18.1 0.46 0,46 5.0 5.0 3.0 3.0 811 725 c0.07 0.02 0.02 0.16 8.7 6.2 1,00 1,00 0.0 0.4 8.7 6.6 A A 6.4 A 0.04 0,04 5.9 1.00 0.1 6.0 A HCM Level of Service Sum of lost time (s) ICU Level of Service 8.0 A G:1043137000-Off Brickell MUSPICalcs\Synchro\Background.sy7 4/30/2007 Synchro 6 Report Kimley-Horn and Associates, Inc. 11' • Timings 4: SW 15th Road & SW lst Avenue f Lane Configurations Volume (vph) 33 Turn Type Perm Protected Phases Permitted Phases Detector Phases Minimum initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) Aii-Red Tirrie (s) Lead/Lag Lead -Lag Optimize? Recall Mode Cycle Length: 60 Actuated Cycle Length: 39..6 Natural Cycle: 45 Control Type: Semi Act-Uncoord •311 183 31 1 2 Perm Perm 4 8 6 4 4 8 8 6 4.0 4.0 4.0 4 0 4.0 4.0 21.0 21,0 21.0 21.1) 21.0 21.0 47.0 47.0 47.0 47.0 13.0 13.0 78.3% 78.3'Yo 78.3%) 78<3T0 21,7% 21.7°,4) 4,0 4.0 4.0 4.0 4.0 4.0 10 1.0 1.0 1.0 1.0 1.0 None None None None Max Max 2010 PM Peak Hour Future Background Traffic Conditions RimiggegroanwalgingER :qmworioiomsnmsmoawnfmmt.eaggimo• Splits and Phases: 4: SW 15th Road & SW lst Avenue 06 0 G:1043137000-Off Brickeli MUSP\Calcs\Synchro\Background.sy7 4/30/2007 Synchro 6 Report Kirriley-Hom and Associates; Inc APPENDIX J: Future Conditions (2010 With Project) SYNCHRO 6.0 Outputs HCM Signalized intersection Capacity Analysis 1 SW 13th Street & SW 1st Avenue t 2010 PM Peak Hour Future Total Traffic Conditions Lane Configurations Ideal Floc (vphpl) Total Lost time (s) Lane Util Factor Ftt Fit Protected Said. Flow (prof) Fit Permitted Satd. Flow (perm Volume (vph) '? Peak -hour factor, PHF Adj. Flow (vph). RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm vie Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS intersection ary 0 .100 1900. 4.0 0.95 0.98 1:'.0 3471 1.,00 3471 0 600 89' 0.84 0.84 0.84 0 714 106 20 0 800 0 35.0 35.0 0.58 4.0 30 2025 0.24 0.40. 6.8 1.00 0.1 6.9 A 6.9 A 0.84 105 0 Q Per 00 1:900 1900 4,0 10C3 1.00 0,99 183 0.84 1556 88 10 0.84 0. 845 0 950 8 35.0 35.0 0.58 4.0 3.0 908 c0.61 1.05 12.5 1`00 42.7 55.2 55.2 F 0 136 900. 1906 1900 1900 4.0 4,0 4.0 1.00 1.€ 0 1.00 1.00 1.00 0.85 0.95 1,00 1,00 1770 1863 1583 0.491.00 1,00 918 1863 1583 178 129 181 286 4 0.84 0.84 0.84 0.84 0.84 0.84 0 162 0 212 154 215 340 0 79 0 0 0 117 295 0 154 215 223 Perm Perm 26. 6 6 17,0 : 17,0' 17.0 17.0 17.0 17.0 17.0 17.0 0.28 0.28 0.28 0.28 4.0 4.0 4.0 4.0 3.0 3.0 : 3.0 3.0 331 260 528 449 0 0 0. Perm 00 1900 4.0 1.00, 0.92 0.98 1684 0.68 1168 0 c0.32 0.89 20.6 1.00. 28.3 48.9 D 48.9 D 0.12 0.17 0.21 0.59. 0.41 0.50 18.5 17.4 17.9 1.00 1.00 1.00 9.6 2.3 3.9 28.1 197: 21_8 C B C 22.6 HCM Average Control Delay HCM Volume to Capacity ratio. Actuated Cycle Length (s) Intersection Capacity Utilization: Analysis Period (min) c Critical Lane Group 32.4 107 60.0 030% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service e• G:1043137000-Off Brickell MUSP\Calcs\Synchro\Future Total.sy7 Synchro 6 Report 8.0 G 4/30/2007 Kimley-Horn and Associates, Inc. •1 Timings I: SW 13th Street & SW lst Avenue Ari 41= Lane Configurations +To .88: 710 :136 :0 H..129, Turn Type Perm Perm Perm 2 Permitted Phases 8 2 Detector Phases••••• •4 8.: 8 : .:2.. .2.: 6 6 Minimum initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ::20,5.•.,• .20$ 205 20 5 20 5 20 5 20 5 20.5 ....:.... Total Split (s) 39.0 39_0 39.0 21.0 21.0 21.0 21.0 21.0 65.0°k :.3.5•0% 35.0%:::35...0/0:::350% 35.0% • Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4,0 00: 00 Lead/Lag Recall Mode None None None Max Max Max Max Max '''"wliZifd)titillitftfgfiZPNfKRMVP.YR:Tgq,t4t4fftMtii-EitiitlatffgailititfetrinflitR;Iktfgt 2010 PM Peak Hour Future Total Traffic Conditions Cycle Length: 60 Actuated Cycle Length 60 Natural Cycle: 65 Control Type; Semi Act-Uncoord Splits and Phases: 1; SW 13th Street & SW 1st Avenue Mem r 181 286 Perm 6 G:1043137000-Off Brickell MUSP\Calcs\Synchro\Future Total.sy7 4/30/2007 Synchro 6 Report Kimley-Hern and Associates, Inc. HCM -nsignalized intersection Capacity Analysis 2: SW 13th Street & SW 15th Road Larne Configurations Sign Control Grade Vol€rne'(veh/h) Peak Hour Factor Hourly flow rate (vpl ) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) .. Median type Median storage veh) Upstream signal(ft) pX, platoon unblocked v , conflicting volume vC1, stage 1 conf voi ... vC2, stage 2 conf vol vCu, unblocked vol tC single (s) tC, 2 stage (s) tF`(s) p0 queue free % cM capacity (veh/t') Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length (ft) Control Delay (s). Lane LOS Approach Delay (s) Approach LOS on Spt 3 Free 0% 33 40 112 0.96 0.96 0.96 34 479 117 779. Free Step 1412 296 71 44 6 0.96 0.96 0.96 0.96 6 1471 308 74 46. 2010 PM Peak Hour Future Total T raffia Conditions 596 op 0% 31 0 0 31 96 0,96 0.96 0.96 2 0; I 32 None 1946 ; 2302 : 890. 177 -2398 298 1779 596 1946 2302 890 1377 2398 298 4.1 22 90 5' 4.1 :2.,2.:: 99 977: 7.5 6.5 6,9 7. .> 6.5 6 9 .5 4.0 3.3 3.5 4.0` 3.3 0 0 89 0 100 95 286 =: 0 : 30 698 274 :`356 742 . 1 044 74 46 32 :. 32 34 0 6 0 74 0 0 0 0 117 0 308 0 0 32 32. 345 1700 977 1700 34 34 286 ... 698 0.1 t) 0.21 0a01 0.61 2,17 , 1.35 0,11 0.05 8 0 0 0 208 124 9 4 3.8 0.0 0.2 0,0 789.9 453.5 19.2 10.4 A A F F 1 6' 0.1 524.9 F C B 0,4 Average Delay Intersection Capacity Utilization Analysis Period (min) 31.3 63:4°/a 15 ICU Level of: Service 1111 G:\043137000-Off Brickeli MUSP\CaIcs\Synchro\Future Total.sy7 Synchro 6 Report 4/30/2007 Kiimiey-Horn and Associates, Inc. HCM Unsignalized intersection Capacity Analysis 3: SW 15th Road & SW 2nd Avenue Lane Configurations Sign Control Free Free atop` Grade 0% 0% 0% Volume <(veh/t );' 13 75 216 57 28 144 145 181 9 Peak Hour Factor 0.93 0.93 0,93 0.92 0.93 0.93 0.93 0.93 0,93 0.93 to€ rly flow rate (veil) 14 232 0 30 155 166 ' 195 Pedestrians Lafeidth (ft) Walking Speed (ft/s Percent Blockage Right turn flare (veil Median type Median storage veh Upstream signal (ft) pX, platoon unblocked 0.0 vC, conflicting volume 311 vC 1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 311 tC, single (s) 4.1 tC, 2 stage (s) tF;' (s) 22 psi queue free % 99 cM capacity (veh/h) 1250 2010 PM Peak Hour Future Total 'traffic Conditions 0 313 0 313 0.0 4,1 0.0 2.2 0 98 0 1247.. 458 tctrie 596 None 458 596 197 425 634 7.1 6.5 6.2 7.1 6,5 3.5 4.0 3.3 35 4.0 60 98 98 100 97 481 402 844 505 383 Volume Total Volume Left Volume Right cS l Volume to Capacity Queue Length (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS 11. 14 313 30 311 223 1 24 14 0 30 0 195 1 0 0 232 :0 156 18 0 13 1250 1700 1247 1700 494 505 536 0.01 0.18 0.02 0.10.0 8 0.45 0,00 4 1 0 2 0 58 0 3 7.9 0.0 8.0 1).0 18.1 12.2 12.0 A A C B B. 03 3<7 1.8.1 12.0 C 8 Average Delay Intersection Capacity Utilization Analysis Period (min) 5.1 49' 8% 15 ICU Level of Service G:1043137000-0ff Brickell MUSP\Calcs\Synchro\Future Total.sy7 Synchro 6 Report 4/30/2007 Kimsey -Horn and Associates, Inc. HCM Unsignalized intersection Capacity Analysis 3: SW 15th Road & SW 2nd Avenue 44/ LanfkConfigLirations Sign Corttrof Grade Volume (velith) 12 Peak Hour Factor 0.93 Hourly flow rate (vph) 13 Pedestrians Lane Vkiidth (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked ve, conflicting volume 233 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 233 tC, single (s) 6.2 tC, 2 stage (s) tF (s) 33 p0 queue free % 98 cM capacity (vehin) 806 2010 PM Peak Hour Future Total Traffic Conditions realgtINOVESMAMOROMMIEWONVEIMPZw..„, Titinnumagg IhD laGA043137000-Off Brickell MUSP‘Calcs\Synchro\Future Total.sy7 4/30/2007 Synchro 6 Report Kimley-Horn and Associates, Inc. HCM Signalized intersection Capacity Ana. 2010 PM Peak Hour 4: SW 15tr? Road & SW 1st Avenue Move Lane Configurations Ideal Flow (vph l) Total Last time (s) t.;ane UtiL Factor Frt Fit Protected. Sate. Flow (prat Fit Perri ifted Satd. Flow (perm) 0. i 100 1900 1900 1900 900 1900 4.0 4,0 4.0 4.0 4.0 4.0 :00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 0.85 0.95 .1.00 1.00 1.00 0,95 1.00 1770 1863 1863 1583 1770 1583 0.61 .100 .00 100 0.95 1.00 1135 1863 1863 1583 1770 1583 Future ToIal Traffic Conditions Volume (vph) 73 33 260. Peak -hour factor, PHF 0.92 0.89 0.89 Adj. Flow (vph) 79 37 , 292 RTOR Reduction (vph) 0 0 0 Lane Group Flow (vph)'; 0 116 292 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated.g/C Ratio Clearance Time (s) Vehicle Extension (s) Perm 205 31 150 66 0.89 0.89 0.89 0.89 230 35 169 74 0 25 0 36 230 10.. 169 38 4 8 4 9.7 9.7 10.7 10.7 10.7 0.28 0x28 0`.28 5.0 5.0 5.0 3.0 30 3.0 Perm Perm 6 8 6 9.7 19.0 19.0 10.7 20.0 20.0 028 0.520.52 5.0 5.0 5.0 3.0 3.0 ' 3.0 Lane Grp Cap (vph) v/s Ratio Prot vis Ratio Perm v/cRatio. Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS t t sec 438 915 818 c0.10 0.10 0.02 0.05 0.3. 0,57 0.45 0.02 0.18 0.05 11.3 12.0 11.6 10.2 5.0 4.6 0.96 0,96 1 00 1 00 1.00 1.00 0.7 1.4 0.6 0.0 0.4 0.1 11.5 1.30 12.2... 10.2 5.4 4.7 B B B B A A 12,6 11.9 5.2 B B A 314 515 515 c016 0.12 HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 10.4 0.32 38.7 35.0% 15 HCM Level of Service Sum of lost time (s) ICU Level of Service. 8.0 A. G:1043137000-Off Brickell MUSP\Calcs\Synchro\Future Total.sy7 Synchro 6 Report 4/30/2007 Kimley-Horn and Associates, Inc. lh • 'lb Timings 4: SW 15th Road & SW ist Avenue Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phases,' Minimum Initial (s) Minimum Split (s) Total Split (s) Total'$Plit,(0,4) Yellow Time (s) Ali -Red Time (s) , Lead/Lag Leadlag,Optimize? Recall Mode 33 Perry —111- 2010 PM Peak Hour Future Total Traffic Conditions k RT318 ltr;?:4* '-vgepwrza! r 260. 205 31 150 66 Perm Perm 4 4 8 8 6 6 4.0 4.0 4.0 4.0 4.0 4.0 21.0 21,0 21.0 21.0 21.0 21.0 47.0 47.0 47,0 47.0 13.0 13.0 78,3c'k 78.3% 78,3% 783% 2175') 21.74)/0 4.0 4.0 4.0 4.0 4.0 4.0 1,0 1.0 1.0 1.0 1,0 1.0 None None None None Max Max Cycle Length: 60 ..„ ....„ Actuated Cycle Length: 37.6 Natural Cycle: 45 Control Type Semi Act-Uncoord Splits and Phases: 4: SW 15th Road & SW lst Avenue 4-- 08 G:\043137000-Off Brickell MUSP1Calcs\SynchrolFuture Total.sy7 4/30/2007 Synchro 6 Report Kimley-Horn and Associates, Inc. i HCM Unsignallzed Intersection Capacity Analysis 5: SW 15th Road & Project Driveway Lane Ccnfig€ara Sign Caitro. Grade V it rr e, (v Ih Peak Hour Factor :iotrly fi€ rate (vph) Pedestrians L arge VVi t ` i' Walking Speed (ftfs ercent:Biockage . Right turn flare (veh Median type Median storage vet)) U pstream signal (ft) pX, platoon unblocked vC, czntlictrng vourne < 365 vC 1, stage 1 conf vol vC2, stage coin voi vCu, unblocked vol tC singip (s) tC, 2 stage (s) p0 queue free % 100 cM capacity (veih) 119( 0.92 365 4,1; t: Free Free Stop .31 207 129 0 7 0.92 0.92 0.92 0.92 0.92 360 225 140 ( 203 275 475 295 80 475 6.8 6.9 5.8 3.5 3.3 100 75 589 829 Volume Total 180 180 150 215 203 Volume Left 0 0 0 0 0 Volume Right 0 0 0 140 203 cSH 1700 1700 1700 1700 829 Volume to Capacity 0.11: 0.11 0.09 0.13 0.25 Queue Length (ft) 0 0 0 0 24 Control Delay (s) 0.0 0.0 0.0 0 0 10.8 Lane LOS Approach Delay (s) 0.0 0.0 '< Approach LOS B 10.8 183 2010 PM Peak Hour Future Total Traffic Conditions Average Delay Intersection Capacity Utilization Analysis Period (min) 2.4 28.16/© iCU Level of Service: 15 G:1043137000-Off Brickeil MUSF\Calcs\Synchro\Future Total.sy7 Synchro 6 Report 4/30/2007 Kimley-Horn and Associates, Inc. M HCM Uns'sgnaiized intersection Capacity Analysis 6: Project Driveway & SW 1st Avenue J 1/ 2010 PM Peak Hour Future Total Traffic Conditions Lane Configurations Sig :C ii° troi Stop Grade 0% Peak Hour Factor 0,92 0.92 Pedestrians ane: l ltt (ft) Walking Speed (ftis) Percent Blockag 'r Right turn flare (veh) ile Sian Median storage veh) U stream signal ( ).::.:. pX, platoon unblocked yC, confl► ing,vokir e 289 7E 242• vC1, stage 1 conf vol vC2, stage 2 conf vel vCu, unblocked vol 289 176 242 tC; s[ngle:(s) tC, 2 stage (s) • p0 queue free % 82 91 99 '86' : `.1324 "YietraW hlon 6:4: `. :::6.,2 :::::;::4,1 :.. Free q tip/� 122 4 76 101 2 0.92 0.92 0.92 83 110 :`< P33:: Fri 0% 381 .:.:.;470.:.;:: V.e lkrma .T:ot il:... .: ' :.:::. : 20.3.::::; .: 98:'::I:•;: 242;..: . Volume Left 127 15 0 Volume' fight '::;: 70:0..'::::::1.33: cSH 750 1324 1700 ........... Volumeto.:Capaciity. • 0.271.:.0);..: ,:0:1•4 .. ......:.. . Queue Length (ft) 27 1 0 Control. Delay :(s).:.::,: •••:`: 11:;5 ::::: 't.3 ::::: 0.0 ...:.::: Lane LOS B A Approach>Delay (s) l i 8 '. 3•:.. Approach LOS 0.0 .. Average Delay intersection Capacity Utilization Analysis Period (min) 4.6 33.4%iz 15 <:IGU Level of Service P0:1043137000-Off Brickell MUSP\Calcs\Synchro\Future Total.sy7 Synchro 6 Report 4/30/2007 Klrnley-Horn; and Associates, Inc.