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Traffic Impact Analysis
• • • INFINITY TRAFFIC IMPACT ANALYSIS Prepared for COLONIAL DEVELOPMENT GROUP 550 S Federal Highway Ft Lauderdale, FI 33301 by Jackson M. Ahlstedt, P.E. 46 N.W. 94th Street Miami Shores, Florida 33150 (305) 754-8695 NOVEMBER 2003 Jackson M. Ahlstedt, P.E. 'Florida Registration #28258 • • • RAW DATA CALCULATIONS MACHINE COUNT DATA CORAL WAY BTWN MIAMI AVE SIO 14 ST BTWN SW 1 AVE S/O CORAL WAY BTWN MIAMI AVE S/0 14 ST BTWN SW 1 AVE S/0 CORAL WAY BTWN MIAMI AVE S/O 14 ST BTWN SW 1 AVE S/O SW 1 AVE & N MIAMI AVE CORAL WAY MIAMI AVE & SW 1 AVE CORAL WAY SW 1 AVE &NMIAMI AVE CORAL WAY MIAMI AVE & SW 1 AVE CORAL WAY SW 1 AVE &NMIAMI AVE CORAL WAY MIAMI AVE & SW 1 AVE CORAL WAY INFINITY November 24, 2003 111111 2 ADT 9,664 8,564 18,228 3,276 1,794 5,070 0 468 468 1,067 1,443 2,510 1 EASTBOUND NORTHBOUND EASTBOUND NORTHBOUND AM MID PM EVE 8:00 am 12:00 pm 4:45 pm 6:15 pm 8:15 am 1:30 pm 5:00 pm 6:15 pm 6:00 am 11:30 am 3:15 pm 6:45 pm 9:30 am 1:45 pm 2:30 pm 6:15 pm PEAK K PSF K(100) 8:00 AM 10.38% 1.022 0.106 8:15 AM 10.12% 1.022 0.103 6:00 am 28.42% 1.022 0.290 2:30 pm 12.23% 1.022 0.125 2 • WESTBOUND SOUTHBOUND WESTBOUND SOUTHBOUND PEAK 8:00 am 8:15 am 6:00 am 2:30 pm D 80.71% 77.39% 100.00% 68.40% • CORAL WAY BTWN MIAMI AVE S10 14 ST BTWN SW 1 AVE S/0 CORAL WAY BTWN MIAMI AVE S/0 14 ST BTWN SW 1 AVE S10 CORAL WAY BTWN MIAMI AVE S/O 14 ST BTWN SW 1 AVE S10 INFINITY November 24, 2003 SW 1 AVE & N MIAMI AVE CORAL WAY MIAMI AVE & SW 1 AVE CORAL WAY SW 1 AVE & N MIAMI AVE CORAL WAY MIAMI AVE & SW 1 AVE CORAL WAY SW 1 AVE & N MIAMI AVE CORAL WAY MIAMI AVE & SW 1 AVE CORAL WAY AM *1 8:00 AM 1,527 8:15 AM 397 6:00 am 0 9:30 am 61 MID 1 12:00 PM 612 1:30 PM 232 11:30am 0 1:45 pm 118 PM 1 4:45 PM 550 5:00 PM 217 3:15 PM 2:30 PM 210 2 365 116 133 111 2 693 162 35 128 2 1,039 191 34 97 TOTAL 1,892 513 133 172 TOTAL 1,305 394 35 246 TOTAL 1,589 408 34 307 0,0 10.38% 10.12% 28.42% 36.75% 7.16% 7.77% 7.48% 52.56% 8.72% 8.05% 7.27% 65.60% • • • RAW DATA NB .. EB T LT T CORAL WAY & SW 1 AVENUE 15 0 CORAL WAY & SW 1 AVENUE 78 0 CORAL WAY & MIAMI AVENUE 19 297 CORAL WAY & MIAMI AVENUE 53 137 SW 14 STREET & MIAMI AVENUE 12 351 SW 14 STREET & MIAMI AVENUE 0 164 SW 14 STREET & SW 1 AVENUE 0 21 SW 14 STREET & SW 1 AVENUE 0 27 FDOT SEASONAL FACTOR 1.00 AADT ADJUSTED DATA LT CORAL WAY & SW 1 AVENUE 15 CORAL WAY & SW 1 AVENUE 78 CORAL WAY & MIAMI AVENUE 19 CORAL WAY & MIAMI AVENUE 53 SW 14 STREET & MIAMI AVENUE 12 SW 14 STREET & MIAMI AVENUE 0 SW 14 STREET & SW 1 AVENUE 0 SW 14 STREET & SW 1 AVENUE INFINITY November 24, 2003 NB T 0 0 297 137 351 164 21 27 RT LT 15 1 20 0 51 318 30 92 40 0 6 4 1 0 1 0 978 429 746 397 0 2 0 0 EB RT 33 47 44 38 0 4 0 0 RT LT T RT 15 1 978 33 20 0 429 47 51 318 746 44 30 92 397 38 40 0 0 0 6 4 2 4 1 0 0 0 LT 89 53 23 12 22 15 1 1 SB WB T RT LT 63 168 14 120 290 13 59 22 5 120 162 20 52 8 7 156 2 15 67 0 7 144 0 14 T 318 988 292 861 11 12 0 0 SB WB RT 0 AM 0 PM 97 AM 131 PM 28 AM 56 PM 11 AM 47 PM LT T RT LT T RT 89 63 168 14 318 0 AM 53 120 290 13 988 0 PM t 23 59 22 5 292 97 AM 12 120 162 20 861 131 _ PM 22 52 8 7 11 28 AM 15 156 2 15 12 56 PM 1 67 0 7 0 11 AM 144 0 14 0 47 PM 1 • • • FDOT PEAK SEASONAL FACTOR 1.022 PEAK SEASON ADJUSTED DATA LT CORAL WAY & SW 1 AVENUE 15 CORAL WAY & SW 1 AVENUE 80 CORAL WAY & MIAMI AVENUE 19 CORAL WAY & MIAMI AVENUE 54 SW 14 STREET & MIAMI AVENUE 12 SW 14 STREET & MIAMI AVENUE 0 SW 14 STREET & SW 1 AVENUE 0 SW 14 STREET & SW 1 AVENUE 0 NB _ EB T 0 0 303 140 359 168 21 28 RT LT 15 1 20 0 52 325 31 94 41 0 6 4 1 0 0 T 999 438 762 406 0 2 0 0 NB E T T RT LT T " RT PHF RT LT T RT LT T L M CORAL WAY & SW 1 AVENUE 0.54 ERR 0.42 0.25 0.93 0.75 0.74 0.79 0.58 0.40 0.88 ERR AM CORAL WAY & SW 1 AVENUE 0.70 ERR 0.56 ERR 0.96 0.84 0.63 0.83 CORAL WAY & MIAMI M AVENUE 0.68 0.82 0.67 0.91 0.84 0.92 0.72 0.70 0.61 0 83 0.88 0.78 AM CORAL WAY & MIAMI AVENUE 0.83 0.86 0.47 0.96 0.94 0.95 0.75 0.88 0.70 M SW 14 STREET & MIAMI AVE NUE 0.75 0.78 0.59 ERR ERR ERR 0.69 0.65 0.67 0. 4 0 69 0.78 AM 75 SW 14 STREET & MIAMI AVENUE ERR 0.98 0.75 0.33 0.25 ERR 0.25 ERR 0.25 0.80 O'ERR 0.58 ERR 0.55 AM SW 14 STREET & SW 1 AVENUE ERR 0.88 0.25 ERR SW 14 STREET & SW 1 AVEN UE ERR 0.96 0.25 ERR ERR ERR 0.25 0.86 . ERR 0.88 ERR 0.69 PM RT LT 34 91 48 54 45 23 39 12 0 22 4 15 0 1 0 1 SB WB T RT LT 1 T RT 64 172 14 1 325 .1 0 AM 123 296 13 1 1009 1 0 PM 60 22 5 298 1 99 AM 123 165 20 880 j, 134 PM 53 159 68 147 8 7 11 29 AM 2 15 12 f 57 PM 0 7 j 0 11 AM 0 14 0 1 48 PM WB INFINITY November 24, 2003 SB • • • EXISTING AADT CORAL WAY & SW 1 AVENUE CORAL WAY & SW 1 AVENUE CORAL WAY & MIAMI AVENUE CORAL WAY & MIAMI AVENUE LT T RT LT 15 0 15 1 78 0 20 0 NB EB SB T RT LT T RT 19 297 51 318 53 12 137 351 30 40 92 0 SW 14 STREET & MIAMI AVENUE _ SW 14 STREET & MIAMI AVENUE 0 164 6 4 SW 14 STREET & SW 1 AVENUE 0 21 1 0 SW 14 STREET & SW 1 AVENUE 0.00 27 1 0 GROWTH FACTOR 1.06 978 33 89 63 168 429 47 53 120 290 746 44 23 59 22 397 L 38 12 , 120 162 22 52 2 4 15 156 2 1 15 0 WB LT T RT 0 8 14 318 0 AM 13 988 0 PM 5 292 97 AM 20 861 131 PM 28 AM 7 11 12 56 PM 0 0 1 67 0 7 0 11 AM 0 0 1 144 0 14 0 47 PM EB SB WB FUTURE BACKGROUND AADT NB RT LT T RT _ LT T RT LT T 67 178 CORAL WAY & SW 1 AVENUE 16 CORAL WAY & SW 1 AVENUE CORAL WAY & MIAMI AVENUE CORAL WAY & MIAMI AVENUE SW 14 STREET & MIAMI AVENUE SW 14 STREET & MIAMI AVENUE SW 14 STREET & MIAMI AVENUE SW 14 STREET & MIAMI AVENUE INFINITY November 24, 2003 16 1 1,038 83 0 21 0 455 20 315 54 337 791 56 145 32 98 421 40 13 127 3 372 42 0 0 0 23 55 4 16 166 0 174 6 4 2 0 22 1 0 0 0 1 7 153 35 94 308 47 24 63 23 172 5 337 AM 14 1,048 0 PM 5 310 103 AM 21 913 139 PM 8 7 12 30 AM 2 16 13 59 PM 0 7 0 12 AM 15 0 50 PM • • • COMMITTED DEVELOPMENT TRAFFIC NB EB LT T RT LT CORAL WAY & SW 1 AVENUE CORAL WAY & SW 1 AVENUE CORAL WAY & MIAMI AVENUE CORAL WAY & MIAMI AVENUE SW 14 STREET & MIAMI AVENUE SW 14 STREET & MIAMI AVENUE SW 14 STREET & SW 1 AVENUE SW 14 STREET & SW 1 AVENUE 14 0 37 0 0 306 0 300 0 320 0 288 0 110 0 122 96 0 85 0 14 74 6 100 0 0 0 0 0 0 0 0 T 506 369 519 383 0 0 0 0 RT 37 14 0 0 0 0 0 0 FUTURE WITHOUT PROJECT CORAL WAY & SW 1 AVENUE CORAL WAY & SW 1 AVENUE LT 30 120 CORAL WAY & MIAMI AVENUE CORAL WAY & MIAMI AVENUE SW 14 STREET & MIAMI AVENUE 20 56 13 SW 14 STREET & MIAMI AVENUE SW 14 STREET & SW 1 AVENUE SW 14 STREET & SW 1 AVENUE 0 0 0 NB T 0 0 621 445 692 462 132 151 RT LT 112 1 106 0 68 411 38 198 42 0 6 4 1 0 1 0 EB T 1,544 824 1,310 804 0 2 0 0 RT 72 64 47 40 , 0 4 0 0 LT 48 29 22 15 21 12 0 0 LT 142 85 46 28 44 - 28 1 1 SB T 291 279 0 0 0 0 335 262 SB T 358 406 63 127 55 166 406 415 RT 102 85 0 0 0 0 0 0 RT 280 393 23 172 8 2 0 0 LT 35 39 4 11 0 0 0 0 LT 50 53 9 32 7 16 7 15 WB T 269 432 354 471 0 0 0 0 WB T 606 1,480 664 1,384 12 13 0 0 RT 0 0 42 68 12 21 0 0 RT 0 0 145 207 42 80 12 50 AM PM. AM PM AM PM AM PM AM PM AM PM AM PM AM PM INFINITY November 24, 2003 • PROJECT TRAFFIC LT CORAL WAY & SW 1 AVENUE CORAL WAY & SW 1 AVENUE CORAL WAY & MIAMI AVENUE CORAL WAY & MIAMI AVENUE SW 14 STREET & MIAMI AVENUE SW 14 STREET & MIAMI AVENUE SW 14 STREET & SW 1 AVENUE SW 14 STREET & SW 1 AVENUE NB RT LT 57 61 EB T 49 64 11 11 0 0 RT 1 SB WB LT T 43 56 1 1 RT LT T RT 7 8 64 69 8 10 1 AM PM AM PM AM PM AM PM FUTURE WITH PROJECT CORAL WAY & SW 1 AVENUE CORAL WAY & SW 1 AVENUE CORAL WAY & MIAMI AVENUE CORAL WAY & MIAMI AVENUE SW 14 STREET & MIAMI AVENUE SW 14 STREET & MIAMI AVENUE SW 14 STREET & SW 1 AVENUE SW 14 STREET & SW 1 AVENUE LT 30 120 20 56 13 0 0 0 INFINITY November 24, 2003 NB T 0 0 621 445 692 462 132 151 RT 112 106 68 38 42 6 1 1 LT 1 0 468 259 0 4 0 0 EB T 1593 888 1321 815 0 2 0 0 RT 72 64 48 41 0 4 0 0 SB WB LT T 185 358 141 406 46 63 28 127 45 55 29 166 1 406 1 415 RT LT T RT 280 50 670 0 393 53 1549 0 23 9 j 672 145 172 32 8 7 2 16 1394 207 13 42 14 80 0 14 0 12 0 23 0 50 AM PM AM PM AM PM AM PM • • LAND USE OFFICE RETAIL RESIDENTIAL ORIGINS FROM OFFICE RETAIL CODE SIZE UNITS DAILY ENTER 710 42120 SF 342 814 6346 SF 129 230 433 DU 1131 1602 EXIT 342 TOTAL 129 1131 1602 683 258 2262 3204 TO DAILY DEMAND BALANCED OFFICE 2% RESIDENTIAL RETAIL 22% RESIDENTIAL OFFICE 2% 3% 7 7 75 5 7 4 RETAIL 30% RESIDENTIAL 11% OFFICE N/A RETAI L RESIDENTIAL DESTINATIONS TO OFFICE RETAIL RESIDENTIAL 39 36 14 14 0 0 38% 430, 12 N/A 0 0 85 FROM DAILY DEMAND BALANCED OFFICE 2%'° 7 7 RETAIL 15% 51 4 RESIDENTIAL N/A 0 0 OFFICE 4% 5 5 RETAIL 28% 36 36 RESIDENTIAL 9% 12 12 OFFICE 3% 68 7 RETAIL 33% 747 14 RESIDENTIAL N/A 0 0 85 INITY November 24, 2003 • • • OFFICE TOTAL ENTER 342 EXIT 342 TOTAL 683 100% INTERNAL EXTERNAL %EXTERNAL 4 338 98.87% 12 330 96.49% 16 667 97.68% 2% 98% RETAIL TOTAL ENTER 129 EXIT 129 TOTAL 258 % 100% INTERNAL EXTERNAL /°EXTERNAL 17 112 87.00% 18 111 86.00% 35 223 86.50% 14% 87% RESIDENTIAL TOTAL ENTER 1131 EXIT 1131 TOTAL 2262 100% INTERNAL EXTERNAL %EXTERNAL 21 1110 98.14% 12 1120 98.97% 33 2230 98.56% 1% 99% TOTAL TOTAL ENTER 1602 EXIT 1602 TOTAL 3204 100% INTERNAL EXTERNAL %EXTERNAL 42 1560 97.40% 42 1560 97.40% 83 3120 97.40% 3% 97% =iNITY N•iovember 24, 2003 • • • January 7, 2004 Ms. Lilia i. Medina Senior Planner City of Miami - Planning & Zoning Department 444 SW 2" ° Avenue P.C. Box 330708 Miami, Florida 33233-0708 Re: Infinity MGSP Traffic impact Analysis Review — WO. # 41 Dear Ms. Medina: We have reviewed the Traffic Impact AnaIy is report prepared by Jackson M. Ahlstedt, P.E. (JMA) for the infinity project, dated November 2003. The report is accompanied by site drawings, dated November 26, 2003.. The proposed development will be located along the south side of Coral Way (S.W. 13th Street) between Miami Avenue and S.W. 15` Avenue. Build out of the project is anticipated in 2005. The report indicates that the applicant is proposing to build 433 condominium units, 42,120 square feet of office space, and 6,346 square feet of retail space, which is reasonably consistent with the site plan. The project also includes approximately 600 onsite parking spaces, Our findings are as follows: 1. General Location Map: The report includes a location map, which identifies the project location (Figure 1). 2. Study Area: According to the traffic report, S.W. 9th Street to the north, S.W. 17th Road to the south, South Bayshere Drive to the east, and 1-95 to the west define the study area boundaries. We recommend that the applicant consult the City in determining the appropriate study limits. The study identifies two SignaIiized intersections (Coral Way with Miami Avenue and with S.W. 1't Avenue), two unsignalized intersections (S.W. 14th Street with Miami Avenue and with S.W. 1st Avenue), and one roadway link (Coral Way between Brickell Avenue and 1-95) as most significant to the project. We agree with the selection of intersections, however three additional corridors should be analyzed (S.W. eh Street. Miami Avenue and Brickell Avenue). UR5 Corporatior: Lakesnere complex 5100 NW 33rd Avenue, Suite 150 FDft Lauderdale, FL 33309-6375 TO 954,739.1891 Fax: 954.739.1789 vituf%cuu4 t::ats rAA it}ua (IOU URS Ma, Li1st I. Medina infinity - Traffic Impact Analysis Review Jemmy 7. 7.Q04 Page 2 of 6 3. Site Access: Access to the site is provided via two, two-way driveways, onto both Coral Way and S.W. leStreet. A drop-off area is provided internal to the site, The service entrance for the four required loading bays is located onto S.W. 14t"` Street, which is one-way westbound. Access to the garage will be controlled by a gate/card reader system. 4. Data Collection: The report states that two-hour turning movement counts were collected at the four study intersections during the first week of November 2003. Also, 24-hour machine counts were collected on Coral Way, S.W. 14t.` Street, Miami Avenue, and S.W. 1st Avenue, the week of October 27, 2003. No raw data are provided in the report. The data presented in the back of the report is a summary of one -hour data, which does not afford the reviewer the ability to determine if the true peek hour is being selected for the analysis. Year 2002 FDOT counts were also noted for Coral Way, which is acceptable. The report states that existing signal timing data from Miami Dade County have also been obtained, however it was not included in the report- 5, Adjustment Factors: Year 2002 FDOT adjustment factors were incorporated into the analysis, which is acceptable. We agree with a peak season adjustment rector of 1.022, however in the bank of the report, it is not applied. Since no raw data is provided, it is not clear if the information in Tables 6 through 10 have been seasonally adjusted or not. Some information in Section 4.3_1 of the report is misapplied (K100, D factor, and which peak -hour is being analyzed.) 6. Existing Conditions Capacity Analysis: An existing level of service analysis of the roadway link and the four Intersections was performed. We agree with the use of HC52000 for the intersection analyses. The PHFs are noted in the back of the report, however they are unusually and not conservatively per movement rather than per approach. It is surprising that the AM and PM peak hour signal timing is exactly the same. Peak season volumes must be used in the analysis. We agree with the application of the person -trip methodology for the corridor capacity analyses_ We agree with the transit routes applied. The roadway capacities used are old (FDOT 1998) and must be updated. The corridor analysis is confusing: north/south and east/west corridors are combined, no limits or directions are provided for the links, some, but not all, capacities are directional, and the LOS conversion table provided is for only one roadway classification and is based on old data- Once corrected, it may be that all four of the corridors that must be included in the study area will be analyzed_ We agree with the use of FDOT ARTPLAN 2003 for the link analysis. No ARTPLAN output was provided in the report_ it is not clear where the Maximum Peak Hour Directional Volume in Table 12 • MA., 4,1 LWVY 1.1•Y1 IV A.A • URS Ms, Cilia I. Medina tot nify - Traffic Impact Anz ysis Review January 7, 2004 Papa3offi came from. It is not clear why 2002 FOOT data were used instead of the collected information. We agree the LOS threshold is LOS E. A11 of the analyses Indicate acceptable operations under existing conditions, 7. planned Roadway improvements: The 2004 TIP was reviewed for planned or pragrammeroadway withpnin the study arevements in a• the No stool these area. There are three projects projects are anticipated to improve roadway capacity. 8. Background Traffic: A three -percent background growth rate, compounded annually, was applied to account for future growth of un- identified developments in the area, based on historic FOOT traffic data in the area. We agree with the growth rate and its application. g. Committed Developments: Twelve recent major committed developments were included in the analysis, based on information from the City of Miami_ The committed developments are: • Coral Station • Marriott • Brickell View • Bayshore Palms • Brickell Station • Brickell Bay Plaza • Brickell Grand • Brickell Bay Village • Four Seasons • Brickell Commons • Yacht Club • Brickell Main Street. We agree with this approach, however no details of the trip generation or assignment of the committed development volumes were provided in the report. A matrix car a sketch should be included to clearly indicate the method committed development traffic was applied to the study area segments, intersections, and area transit. In Table 18, it is not clear if both committed trips and background traffic are included. Clarity on trips and assignment at each intersection and within the person -trip methodology is required to complete this review. The Intersection and link analyses of future without project indicate significant impacts to the area network. Based on the analysis, the intersection of Coral Way with S.W. 1 t Avenue is expected to operate at LOS F without the project, which is below the acceptable threshold. 10. Trip Generation: The trip generation for the site is from the most current edition of the ITE Trip Generation manual. We agree with ITE Land Use Code (LUC) 230 Condominium, LUC 710 — Office, and LUC 814 Retail being used to generate trips for the proposed project site. A h three -percent internalization factor was applied to the project trip gene vuu • • Ms. ulla 1. Medina Inffnity-TraMc Impact Analysis Review January 7, 2004 Page 4 at S agree with the three -percent, the analysis should be based on peak hour rather than daily volumes. A 15-percent modal split was applied, which is acceptable for the Brickell area. The proposed uses are estimated to generate 3,204 new trips per day, with 349 trips during the PM peak hour. After applying the reduction factors, the project is estimated to generate 289 PM net new peak hour vehicle trips. 11. Trip Distribution: The project is located within new TAZ 579. The cardinai distribution obtained from Miami -Dade County was correctly used to distribute the project traffic. The person -trip analysis requires clarification: roadway volume on Coral Way in Table 3 of Appendix D is inconsistent with Figure 8 and the figures in column 12 of the same table also do not make sense — perhaps figure D-1 should be modified to reflect transit volumes and/or percentages. 12. Future Conditions with Project; The methodology for determining future oonditions is consistent with the rest of the report. The intersection analysis indicates that not only will Coral Way with S_W. 1w Avenue operate at LOS F, but that, due to the addition of protect traffic, the intersection of Coral Way with Miami Avenue will also operate at LOS F. This does not conform to the City of Miami Comprehensive Plan LOS threshold. The report indicates that signal timing modifications will not alleviate the operating conditions and no other mitigation is offered for this impact by the project. The ARTPLAN analysis indicates link operation at LOS E, which is within the threshold, however no ARTPLAN input/output is provided in the report. The corridor analysis is not complete, but states there is sufficient person trip capacity. It also contains the same issues as noted previously_ Once corrections are made to include all corridors, provide raw turning movement counts, 24-hour machine counts, and signal timing data, apply peak season factors and correct PHF's, update the roadway capacities, revise the corridor person -trip analysis [combined roadways, segment limits and directions, directional capacities, and LOS conversion tables], provide ARTPLAN output. and clarify committed development impacts, the conclusions for future conditions with project are expected to change. The report indicates no parking issues, or pedestrian issues for the proposed project The report states that a queue analysis was performed, however it was not provided in the report. While we agree, given the location of the garage entrance that the stated anticipated queues (three vehicles maximum) could be accommodated without off -site impacts, a review of the report cannot be completed without a review of the analysis. UirVfi41.1u4 la:4a CAA W.jVVvr vvv • • • URS Ms. Uiia I. Medina frrOnify - Traffic Impact Analysis Review January 7, 2O04 Page 5of5 We conclude that there are many inconsistencies as noted above that need to be addressed, and data to be provided, to complete this review. it is recommended, given the project location and impact, that the City require as be trof fathi development and anon toredTw h IVI annual evaluationsan to promote ransit that areeconsiste t with implemented, Section 14-182 of the City Code. Should you have any questions, please call me at 954.739.1881 extension 223. Sincerely, URS Corporation Southern Jenn L. King, P.E. Senior Transportation Engineer cc: Jackson Ahtstedt, P.E, • • Jackson M. Ahlstedt, P.E. TRANSPORTATION ENGINEERING 46NW 94th STREET /MIAMI SHORES FLORIDA 33150 / (305) 754-8695 January 30, 2004 Ms. Lilia I. Medina, Senior Planner City of Miami - Planning & Zoning Department 444 S.W. rd Avenue Miami, Florida 33130 Re: Infinity MUSP Response to Traffic Impact Analysis Review Comments dated January 7, 2004. Dear Ms. Medina: Please consider this my formal response to the comments contained in the letter, dated January 7, 2004, sent to you by Ms. Jen L. King, P.E. The letter provides 12 findings. Finding 1 No response required. Finding 2 - It is my understanding from the City's adopted Transportation Element of the Miami Comprehensive Neighborhood Plan 1989-2000. These techniques are contained in the City of Miami publication Transportation Corridors: Meeting the Challenge of Growth Management in Miami as revised September 1990; that in making a determination of concurrency, that a project is located in a specific transportation corridor as defined by the referenced document. The project is located in the Brickell Transportation Corridor. SW 8th Street, Miami Avenue and Brickell Avenue are all part of the Brickell Transportation Corridor; and, as such, have been duly analyzed in the transportation corridor analysis provided in Appendix D of the report. Finding 3 No response required. Finding 4 Raw data has been provided as an attachment to this letter. Finding 5 - Sufficient raw data was provided to determine that the analysis is based upon average weekday conditions and not peak season weekday conditions. The City has not adopted average peak season conditions as it's standard. There is no misapplication of information in Section 4.3.1, Finding 6 The peak hour factors (PHF) used in the analysis result in volumes which are equal to or higher than volumes derived from approach PHF's. Peak season analysis are not required by the City's adopted standard and the peak season adjustment factor 1 • of approximately 2.2% would have little impact on the volumes used in the analysis. There are not four transportation corridors involved with this project. The project is located in the Brickell Transportation Corridor which by the City's definition includes both north/south and east/west transportation facilities. As stated in Appendix D, the roadway capacities shown in the Transportation Corridor Analysis are "... based upon data contained in the Downtown Miami Development of Regional Impact Increment IT dated March 2003 ("Downtown DRI"). The maximum service volumes shown in Table 12 are based upon the AR I PLAN analysis. The report contains all of the salient information of the ARTPLAN analysis. The tables in the report give the appropriate maximum service volumes and the underlying assumptions with respect to signal timing. I have included a copy of the first two pages of the ARTPLAN analysis for the AM and PM conditions as an attachment to this letter. Please note that ARTPLAN is merely the computerized software which facilitates the adjustments to FDOT's generalized tables. It would be just as appropriate to cite the applicable FDOT table and the adjustments made to the underlying assumptions. Please note that the full ARTPLAN print out takes 5 pages to provide the information contained on one half page in the report. In fact, to provide both the AM and PM information in the report would require 10 pages as opposed to the one half page. Also, note that the ARTPLAN calculations do not need to be run for each of the conditions, existing, future without, and future with project. Finding 7 - No response required. Finding 8 - No response required. Finding 9 - The assignment of the total committed development traffic was provided in the technical appendix. I have included details for each specific committed development project in the attachment. The City has clearly adopted a level of service standard which relates to person trips during the peak period and not vehicles during the peak 15 minutes of the peak hour. This is significant because the HCS based analysis relates to the later. It would be incorrect to state that, based upon HCS analysis, an intersection fails to meet the City's adopted level of service standard for the following reasons: 1. The HCS analysis is for the peak 15 minutes of the peak hour; 2. In terms of both demand and capacity the HCS analysis addresses vehicles and not persons; 3. As opposed to an entire transportation corridor, the HCS analysis addresses isolated intersections; and, 2 4. The HCS process defines levels of service based upon delay, however, the City's adopted level of service standards are based upon volume to capacity (v/c) ratios. Finding 10 - No response required. Finding 11 - Finding 12 - • I believe that, if anything Table 3 in Appendix D over states the impact of the proposed project. It should be noted that the project adds 289 PM peak hour vehicle trips to the area. However, to be consistent with the City's definition of the Brickell Transportation Corridor a total of 427 vehicle trips were applied to the roadways which are included in the transportation corridor. This results from a double counting of traffic on a number of roadways. It is my opinion that City of Miami adopted a transportation system level of service analysis process. Two key underlying premises of this process are establishing level of service criteria based upon the entire transportation system available in a corridor; and, that just because an intersection fails to accommodate all of the vehicular traffic at a desired level of service, it does not mean that the City has failed to meet its obligation to provide an adequate transportation. Further, let me note that the City has clearly adopted a level of service standard which relates to person trips during the peak period and not vehicles during the peak 15 minutes of the peak hour. This is significant because the HCS based analysis relates to the later. It would be incorrect to state that, based upon HCS analysis, an intersection fails to meet the City's adopted level of service standard for the following reasons: 1. The HCS analysis is for the peak 15 minutes of the peak hour; 2. In terms of both demand and capacity the HCS analysis addresses vehicles and not persons; 3. As opposed to an entire transportation corridor, the HCS analysis addresses isolated intersections; and, 4. The HCS process defines levels of service based upon delay, however, the City's adopted level of service standards are based upon volume to capacity (vie) ratios. As regards the issue of roadway capacities used in the Transportation Corridor analysis, the report uses values adopted and published by the City of Miami. Until such time as the City adopts and publishes new capacities, to be uniformly applied by all analysts, I feel compelled to use the published values. There is only one transportation corridor associated with this project. Raw data has been included as an attachment to this letter_ Analysis of levels of service based upon peak season conditions would not be consistent with the City's • • adopted standards and would not result in materially different conclusions and recommendations. Correct PHF's were used in the analysis. The queuing calculations are performed using a speadsheet. The process is a standard M/M/s/s+C analysis. As an attachment to this letter, I have provided the calculations for the PM operation at the control point. I should also not that the reviewer incorrectly stated the conclusions of the queuing analysis by saying that the maximum queue would be three vehicles. The correct statement, as stated in the report, is "there is better than a 95% probability that the queue should not exceed 3 vehicles including the vehicle being processed". In conclusion, I believe that the fundamental conclusions and recommendations contained in my original report are not affected by the reviewers comments; and, I believe the original report adequately addresses the traffic impacts of the project. If you have any questions please do not hesitate to contact me. Sincerely, JACKSON M. AHLSTEDT, P.E. ore' //10•1./.0"..1°°- ackson M. Ahlstedt, P.E. Cc: Ms. Jen L. King P.E. attachments aliOAILY TRAFFIC W_ASTBOUND A.M. Peak Hour, Time: A.M. "K" Factor: A.M. "D" Factor: P.M. Peak Hour, Time: P.M. "K" Factor: P.M. "D" Factor: BOTHWAY: EASTBOUND A.M. A.M. A.M. PROJECT NAME: Traffic Data Collection •Nolce to Proceed : EASTBOUND MECHANICAL COUNTS LOCATION: CORAL WAY BTWN SW 1 AVE & S MIAMI AVE COUNT DATE: TIME let 74 2nd Y4 3rd '4 4th % TOTAL TIME 1st'/4 12:00AM 14 11 12 6 43 12:00AM 13 01:00AM 9 1 3 5 18 01:00AM 11 02:00 AM 3 2 5 2 12 02:00 AM 2 03:00 AM 6 1 0 2 9 03:00 AM 2 04:00 AM 2 5 6 4 17 04:00 AM 4 05:00 AM 13 12 20 23 68 05:00 AM 4 O6:00 AM 55 88 121 95 359 06:00 AM 8 07:00 AM 112 145 201 249 707 07:00 AM 50 08:00 AM 320 398 396 413 1,527 08:00 AM 86 09:00 AM 278 191 183 160 812 09:00 AM 98 10:00 AM 128 120 132 107 487 10:00 AM 104 11:00 AM 125 135 145 142 547 11:00 AM 95 12:00 PM 157 138 165 152 612 12:00 PM 187 01:00 PM 178 152 163 174 667 01:00 PM 146 02:00 PM 144 127 142 111 524 02:00 PM 173 03:00 PM 123 147 126 112 508 03:00 PM 166 04:00 PM 97 109 138 133 477 04:00 PM 169 05:00 PM 132 133 152 144 561 05:00 PM 287 06:00 PM 127 116 115 118 476 06:00 PM 226 07:00 PM 86 81 95 80 342 07:00 PM 133 08:00 PM 77 76 98 67 318 08:00 PM 69 09:00 PM 77 83 68 53 281 09:00 PM 67 10:00 PM 60 57 33 33 183 10:00 PM 52 11:00 PM 35 31 25 18 109 11:00 PM 39 24 Hour Total 9,664 COUNT SUMMARY 08:00 AM Volume: 15.8% P.H.F. : 80.7% 01:00 PM Volume: 6.9% P.H.F. 53.9% WESTBOUND BOTHWAY 2nd 14 3rd % 4th 1/4 TOTAL TOTAL 23 9 8 53 96 8 10 6 35 53 3 5 2 12 24 7 2 3 14 23 3 4 4 15 32 3 12 10 29 97 23 31 43 105 464 56 53 83 242 949 74 106 99 365 1,892 120 74 95 387 1,199 110 92 122 428 915 85 124 152 456 1,003 173 175 158 693 1,305 158 143 124 571 1,238 129 158 139 599 1,123 174 157 172 669 1,177 170 185 271 795 1,272 198 283 251 1,019 1,580 204 179 153 762 1,238 125 102 98 458 800 89 64 72 294 612 76 62 65 270 551 52 37 44 185 368 36 18 15 108 217 24 Hour Total 8,564 18,228 WESTBOUND 1,527 A.M. Peak Hour, Time: 0.92 A.M. "K" Factor: A.M. "D" Factor: 667 P.M. Peak Hour, Time: 0.94 P.M. "K' Factor: P.M. "D" Factor: and WESTBOUND Peak Hour, Time: 08:00 AM "K" Factor: 10.4% Hour "D" Factor: 80.7% P.M. Peak Hour, Time: P.M. "K" Factor: P.M. Hour "D" Factor: • 04:45 PM 8.7% 65.4% Volume: 1,892 P.H.F.: 0.92 Volume: 1,589 P.H.F.: 0.91 11:45 AM Volume: 687 8.0% P.H.F.: 0.92 53.3% 04:45 PM Volume: 1,039 12.1% P.H.F.: 0.91 65.4% PROJECT NAME: Traffic Data Collection III Notice to Proceed : TIME 12:00 AM 01:00 AM 02:00 AM 03:00AM 04:00 AM 05:00 AM 06:00 AM 07;00 AM 08:00 AM 09:00 AM 10:00 AM 11:00 AM 12:00 PM 01:00 PM 02:00 PM 03:00 PM 04:00 PM 05:00 PM 06:00 PM 07:00 PM 08:00 PM 09:00 PM 10:00 PM 11:00 PM 1 st Y4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 EASTBOUND 2nd 1 ICILY TRAFFIC COUNT STBOUND A.M. Peak Hour, Time: A M. "K' Factor: A.M. "D" Factor: P.M. Peak Hour, Time: P.M. "K" Factor: PM_ "D" Factor: BOTHWAY: EASTBOUND A.M. A.M. A.M. 3rd1/4 4th 14 0 0 0 O 0 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 O 0 0 0 0 0 0 0 0 0 O 0 O 0 O 0 24 Hour Total SUMMARY 0 0 0 0 0 0 0 0 0 0 0 0 O 0 O 0 O 0 O 0 O 0 O 0 0 0 0 0 MECHANICAL COUNTS LOCATION: 14 ST BTWN MIAMI AVE & SW 1 AVE COUNT DATE: TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00 AM Volume: 0 ERR P.H.F.: ERR ERR 12:00 PM Volume: 0 ERR P.H.F.: ERR 0.0% and WESTBOUND Peak Hour, Time: 06:00 AM "K" Factor: 28.4% Hour "D" Factor: 100.0% P.M. Peak Hour, Time: P.M. "K' Factor: P.M. Hour "D" Factor: • 03:15 PM 7.3% 100.0% TIME 1st V4 12:00 AM 0 01:00 AM 0 02:00 AM 03:00 AM 04:00 AM 05:00 AM 06:00 AM 07:00 AM 08:00 AM 09:00 AM 10:00 AM 11:00 AM 12:00 PM 01:00 PM 02:00 PM 03:00 PM 04:00 PM 05:00 PM 06:00 PM 07:00 PM 08:00 PM 09:00 PM 10:00 PM 11:00 PM 0 0 0 1 38 10 7 4 5 4 10 5 4 2 5 12 3 4 2 0 1 3 WESTBOUND BOTHWAY 2nd Y4 3rd Y4 4th % TOTAL TOTAL 0 0 0 0 0 0 0 0 0 0 O 0 1 1 1 O 0 0 0 0 O 0 0 0 0 O 4 11 16 16 36 44 15 133 133 10 9 6 35 35 9 6 17 39 39 5 5 6 20 20 7 4 3 19 19 5 9 8 26 26 8 5 5 28 28 3 10 10 28 28 2 4 6 16 16 11 13 5 31 31 5 5 3 18 18 4 6 9 31 31 1 1 0 5 5 2 3 0 9 9 2 1 0 5 5 0 0 3 3 3 O 0 0 1 1 O 0 1 4 4 24 Hour Total 468 468 WESTBOUND A.M. Peak Hour, Time: A.M. "K' Factor: A.M. "D" Factor: P.M. Peak Hour, Time: P.M. "K' Factor: P.M. "D" Factor: Volume: 133 P.H.F.: 0.76 Volume: 34 P.H.F.: 0.65 06:00 AM Volume: 133 28.4% P.H.F.: 0.76 100.0% 03:15 PM Volume: 34 7.3% P.H.F.: 0.65 100.0% NAILY TRAFFIC ORTHBOUND A.M. Peak Hour, Time: A.M. "K" Factor: A.M. "D" Factor: P.M. Peak Hour, Time: P.M. "K" Factor: P.M. "D" Factor: BOTH WAY: NORTHBOUND A.M. A.M. A.M. • III Notice to Proceed : MECHANICAL COUNTS PROJECT NAME: Traffic Data Collection LOCATION: COUNT DATE: NORTHBOUND MIAMI AVE SIO CORAL WAY TIME lst % 2nd % 3rd 1 4th % TOTAL TIME 1st Y< 12:00AM 4 2 5 3 14 12:00AM 0 01:00AM 2 0 2 0 4 01:00AM 1 02:00 AM 2 1 2 1 6 02:00 AM 0 03:00 AM 0 1 0 0 1 03:00 AM 0 04:00 AM 0 1 2 3 6 04:00 AM 0 05:00 AM 0 3 2 6 11 05:00 AM 1 06:00 AM 13 21 27 34 95 06:00 AM 13 07:00 AM 43 36 46 57 182 07:00 AM 17 08:00 AM 85 87 116 108 396 08:00 AM 18 09:00 AM 86 81 93 50 310 09:00 AM 41 10:00 AM 58 46 37 57 198 10:00 AM 33 11:00 AM 50 65 57 54 226 11:00 AM 28 12:00 PM 83 61 66 53 263 12:00 PM 34 01:00 PM 54 62 49 63 228 01:00 PM 33 02:00 PM 67 53 49 42 211 02:00 PM 25 03:00 PM 57 49 66 48 220 03:00 PM 34 04:00 PM 68 49 35 47 199 04:00 PM 39 05:00 PM 51 46 64 56 217 05:00 PM 46 06:00 PM 52 43 48 35 178 06:00 PM 33 07:00 PM 27 26 31 21 105 07:00 PM 20 08:00 PM 24 17 24 21 86 08:00 PM 15 09:00 PM 18 11 19 14 62 09:00 PM 9 10:00 PM 12 9 7 9 37 10:00 PM 4 11:00 PM 5 7 4 5 21 11:00 PM 6 24 Hour Total 3,276 COUNT SUMMARY 08:15 AM Volume: 12.1% P.H.F. : 77.4% 12:00 PM Volume: 8.0% P.H.F. : 69.2% SOUTHBOUND BOTHWAY 2nd % 3rd Y< 4th % TOTAL TOTAL 1 0 0 1 15 O 0 0 1 5 0 0 0 0 6 O 0 0 0 1 1 2 2 5 11 O 1 8 10 21 35 26 32 106 201 17 17 15 66 248 18 18 39 93 489 24 15 33 113 423 22 22 29 106 304 38 28 26 120 346 30 24 29 117 380 32 42 41 148 376 54 34 24 137 348 39 42 34 149 369 29 43 33 144 343 48 49 48 191 408 33 33 13 112 290 18 18 14 70 175 4 16 11 46 132 7 13 1 30 92 3 1 6 14 51 3 3 3 15 36 24 Hour Total 1,794 5,070 SOUTHBOUND 397 A.M. Peak Hour, Time: 0.86 A.M. "K" Factor: A.M. "D" Factor: 263 P.M. Peak Hour, Time: 0.79 P.M. "K" Factor: P.M. "D" Factor: and SOUTHBOUND Peak Hour, Time: 08:15 AM "K" Factor: 10.1 % Hour "D" Factor: 77.4% P.M. Peak Hour, Time: P.M. "K" Factor: P.M. Hour "D" Factor: 05:00 PM 8.0% 53.2% Volume: P.H.F. Volume: P.H.F. 513 0.87 408 0.90 11:15 AM Volume: 126 7.0% P.N.F.: 0.83 32.7% 05:00 PM Volume: 191 10.6% P.H.F.: 0.97 46.8% AILY TRAFFIC NORTHBOUND A.M. Peak Hour, Tirne: A.M. "K„ Factor: AM. "D" Factor: P.M. Peak Hour, Time: P.M. "K.' Factor: P.M. "D" Factor: BOTHWAY: NORTHBOUND A.M. A.M. A.M. MECHANICAL COUNTS PROJECT NAME: Traffic Data Collection LOCATION: COUNT DATE: Notice to Proceed SW 1 AVE Sf0 CORAL WAY NORTHBOUND SOUTHBOUND BOTHWAY TIME lst f 2nd % 3rd % 4th % TOTAL TIME 1st Y4 2nd % 3rd % 4th ' TOTAL TOTAL 12:00AM 1 0 0 0 1 12:00AM 1 5 2 5 13 14 01:00AM 0 0 0 0 0 01:00AM 2 0 0 0 2 2 02:00 AM 1 0 0 0 1 02:00 AM 0 1 0 0 1 2 03:00 AM 0 2 0 0 2 03:00 AM 0 0 2 0 2 4 04:00 AM 0 0 1 1 2 04:00 AM 0 0 0 0 0 2 05:00 AM 0 0 0 0 0 05:00 AM 0 0 0 2 2 2 06:00 AM 2 3 5 7 17 06:00 AM 1 1 4 5 11 28 07:00 AM 2 14 10 10 36 07:00 AM 11 27 31 19 88 124 08:00 AM 6 9 11 7 33 08:00 AM 7 14 18 24 63 96 09:00 AM 19 12 17 13 61 09:00 AM 12 29 27 27 95 156 10:00 AM 10 21 16 12 59 10:00 AM 35 22 12 11 80 139 11:00 AM 12 14 17 27 70 11:00 AM 27 9 16 20 72 142 12:00 PM 23 32 16 15 86 12:00 PM 13 16 26 20 75 161 01:00 PM 20 23 19 30 92 01:00 PM 25 24 21 43 113 205 02:00 PM 21 23 44 47 135 02:00 PM 33 25 27 16 101 236 03:00 PM 74 45 28 17 164 03:00 PM 29 25 17 19 90 254 04:00 PM 19 21 38 25 103 04:00 PM 27 35 24 19 105 208 05:00 PM 38 22 17 15 92 05:00 PM 22 18 27 34 101 193 06:00 PM 18 14 8 8 48 06:00 PM 29 33 32 51 145 193 07:00 PM 8 7 4 4 23 07:00 PM 42 38 30 24 134 157 08:00 PM 1 5 11 5 22 08:00 PM 14 23 12 16 65 87 09:00 PM 1 3 5 2 11 09:00 PM 18 8 4 7 37 48 10:00 PM 3 1 0 1 5 10:00 PM 13 9 7 5 34 39 11:00PM 0 0 2 2 4 11:00PM 5 5 2 2 14 18 24 Hour Total 1,067 24 Hour Total 1,443 2,510 COUNT SUMMARY SOUTHBOUND 11:30 AM Volume: 99 A.M. Peak Hour, Time: 09:15 AM Volume: 118 9.3% P.H.F.: 0.77 A.M. "K" Factor: 8.2% P.H.F.: 0.84 60.4% A.M, "D" Factor: 69.4% 02:30 PM Volume: 210 P.M. Peak Hour, Time: 06:30 PM Volume: 163 19.7% P.H.F.: 0.71 P.M. "K" Factor: 11.3% P.H.F.: 0.80 68.4% P.M. "D" Factor: 84.0% and SOUTHBOUND Peak Hour, Time: 11:45 AM "K" Factor: 6.9% Hour "D" Factor: 56.6% P.M. Peak Hour, Time: P.M. "K" Factor: P.M. Hour "D" Factor: 02:30 PM 12.2% 68.4% Volume: 173 P.H.F.: 0.90 Volume: 307 P.H.F.: 0.75 • • 0 F- CC az P-MOWer et EB+WB TOTAL J wo ow o)a�m CO w.W 04 CAr CO CO 47 nr r M r V. r EB+WB TOTAL vn-f�C4 CNDm Wco 1.40 MZ h0f m DCA 0NM i1-O03 CON r 0C) .--I 4)Nr It) 02C7 er J ro 047 a's '�7 QAw NNasM stV V MM['. 014141 cn V M O 1- c- C4et On m WNm 03A0 cD 0 d'Q 10M m CA 0441 00 M con CO Qc`7 LO cD G1 GP P.., N N N C7 M VI ? N N N N M CO M c, M N +• + m m W W 4747 (0 CD CA CO Pe met CD Metm ANm W c7M47 CDe04 rao rnrnTT. lTTrtC N DZCO m Z 0 om tin CO Z Z J 40 No 0 47 CA .0 rNM �.`mr'T.xr-NNNN 43CO 0 pCC p T. k. F.oa 0Q Qe-o0 r.-� in} - -CD oo.-no Qardp CC Q C4 J o 0 I.i) C0~ Oa 070r U CCOO CD1 ra CA W e- e" N N N N r CDCA CO N e r CAer-• h co r 0 7 r 0 F-4) 0 N CO NMN CAOt a m ca >-C71mmO o e-s O Na 0? W err a3't CDo EB+WB TOTAL 2 m tom Z CD et 04 M N N N net CO et CS CS Q T. T 1. A o r cO NNMt7 s}'et o es a? OcC0 e- C) hN s- N N M sr et 41 n ae[ SO C1 M et CO o N et OD et a m a A CD N CO T. 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J r rn a Nr r- m C7a Jr er- r 0 e-0 CD eto f 4 tl' a rAmo .-ea C ca. D) <s- M NN N0 Q 603 C3 re- met a6 O F- h JMN MhW 0) N 4) Q e m <MMn 47 CO CD Cpm W N Qh 7 M O O F n 0)N m Q 4) M C7M 0) Nse N 07014J mh N Q JCO NMe-c001 Nn c0 <f eQ V 47 47 CO A m 03 Q O M CD T.L. Q M d O f- Pe N e-etM 041nm 07 a CA M1 N O F-tDo eM- r �Q v Ic7n C7 a CD m~01 N w (�7N NC7 C) NN CO li.}�F-r Tom N �r Y CD n 0 WULt� Nr*- e-CON�N0 Z0) 4)Q W Nr[ArmNCD Co 47ovv W E- N o4) N 4) r 0)e- 00 Np e^ W }-N V mn r r7 Qm i�m� e0 F-er et ef'Cnm r h up co 03A c0 W CC i+) N m �. NNMrNMCC Nc-00 Q CC erNwo a N0 0oo C)) OO Qa0A 61 an 0Qao Qdn o Q 0) o 0 C) n Ct Q a 0 Cs CD R 0 LU al en c6 a y °- aaaaaaaaco Z 0-0-MC O_CL C-m Z a¢aaaa<<0 Z et 000otn000u)JCy_W Qo a0�'7,ul000,0QccU � arrM',v cD ''-mvd=U ne»r» o re?va U CC,- F- CC Ur. i-'i�hr6666Co o F- PCu_ l� C0 A r C0 a0 F7 as M LU 3C SD CS Q er 47 C3 4) 4) 07 0 o n 0 o 0 o 0 0 a 0 o o n 0 Q o 0 0 O 0_ a o o e7 0 o o 0 o 0 a Q • • • EB+WB TOTAL CON Crn C) M sr r Wr Or T CA 0> 0 N COCO 07 'It CO CO CI f0, 4-04 M V' IEI 0 r r r r r o000M Q Tt CO r CO 0 r m C7 (0 Tr 4') CD 0 m zz 0CC04 Pro) h CO Ch J SD IO 0 n 00 CA f(90 4X CO CO V7 C)Iri co,t`7N O F- EB+WB TOTAL EB+WB TOTAL ▪ CO 0▪ 4mC7�ItC�S7 CO 0)80 (0 PC VO' EB+WB TOTAL 0 N 0( CO SO 40 m m (0 (0 C CO CI V7 CND CO CO CD Co CO CA It Ln (0 N Cr) CA C C� NN MCI C CO R J N hNTT MM S7 0 03 W rO c0h C7 CI CO 4) 41r-mf-rn CA St {c' CD T 4? t7 Cl 0 CD F CO N sT CO 2 Z Q Co0�ti0mr�o ea 0 OD 0T fl m N r© 0 N Me- CO CO W i- CO 00 rnnh 0M C r h 0M CD I.- st(0 rnNCD c-h COChN N W V 0u7 CDCPO (0)CDN W ▪ CO CO CO COh (00) COO) LU CO 00 00 CO 0 Tr CD CD 47 F +- r v... 1- ? u) CO DCS1 z, cU7 m nN..0C Coopcm(0un) 3 NN (404 (0 srC) MN I- on w J 7 N Y4 O C7 V'T C) C) 0- a 4) dr CD0 r{r.CVV CO -N Ca r r 0 u) o 6 �-(0 0 NM 0 V'7 (000 Ne SO J Nr 0704N NNN 07 0 Frn M0 W 0CM n01- ha V (0 r-n co coC)Oo T (ACrn W nC7h ->000 r0 00 0--o C„' (, J V CA 0 0 Ch rQ 00 0 (o F- W W a r 0 0 F- 1-0 0000 00 0 00 c4cc F-£L -J Cr 00 CD07 �'^ 0 U)�t ca N WLU •t0 co-- C0 0 0 4- 0 0 0 0 r 0 a Cr COF• N O 0 0 0 N 0 0 N g Cot CD W W W W N Q y-•co 0000000 00Cr CC F-N rN 00 crO PO)cto F•1-t0 C7 m- C)6)00mCAS U7 CC XCC CC C o a �`Mn rn W W 04 0 00 000 C7 (0 00 0 a0 C7 C7 O CS 000 00 CI 0- CO 0© CS C a 0 0 0 Q Q W fi J 47 CD N O 07 M CO.0 C0 C7 a [- .• 4'R'Q( C0IDU7 m0N c7 N O ..i• n N1 r T-r T COd 0147 - CO N J 04 Cr mhu m 'U' OD CO a [- JCO (O 00CA 00 C7 a, N • M �7 rY'47nmr(") hOOh QC)N' N Tr mcr cr C7 h0 Qi Qr r L C') 7 0 C? m r Q O F- }- (0 04r0 V CO Tr 6)Ng n J - M IT 0 0 0 0 0 (0 0 0 0 CD e. 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DFe, Y-N4-rr r Ca �o D CO MNN<3'(° m m m Nra, C] pa ZU7 6)o LU W CI) F-Ca C 0000 0000q CC P 000000 000 Q M a W W ry co 000 0000 00 0 {i) ©00 0 00 0 00 0 0 dS 0 0#1.1~5 W L 0_W 0. W COr7 cer7 27777727 1--� QG2<4¢QQQ h F-IR aadan.la. a_ _ (A<i' 00 o 0 O0 o0 Lit a 0 usous c us a 47_ ul <r Q 9 7 c'l t] r Ch t W z Q 0 oQ000a oo1.-1ft2 r vevv n�in�r1�=fyLL 3T w-ff.a E3. a 0 Ca 00 o a C7CL¢W.G ARTPLAN 2002 Conceptual Planning Analysis Description/File Information Filename C:\INFINITY\ANALYSIS\AP_CORAL WAY AM.xml Date Prepared 1/30/2004 Program ARTPLAN Analyst J. AHLSTEDT Version Agency Arterial Name CORAL WAY Begin Intersection 5.1.1 District SW 25 RD End Intersection BRICKELL AVE Study Period Kp/d Peak Direction Eastbound User Notes AM Facility Data Roadway Variables Traffic Variables Coillntrol Variables Multimodal Variables Area Type Urbanized AADT 151QQ Arrival Type 4 Paved Shoulder/Bike Lane Na 3.00 Outside Lane Width Typical Class 3 K 0.092 Signals/Mile Typical Posted Speed 30 D 0'S5 Cycle Length 60 Pavement Condition # Thru Lanes 4 PHF 0.925 Through g/C 0.57 Sidewalk Yes Sidewalk/Roadway Separation Typical Median Type Restrictive % Turns Exci. Lanes 12 Control Type Semiactuated Left Turn Lanes No % Heavy Vehicles 1.5 Sidewalk/Roadway Protective Barrier No Base Sat Flow Rate 1900 Obstacle to Bus Stop No Local Adj. Factor 0.95 Bus Freq 1 Adjusted Sat Flow Rate 1423 Bus Span Of Service 15 • Automobile Segment Data Segment # Cycle Length g/C Arr. Type % Turns # Dir. Lanes Length AADT Hourly Vol. FPS Median Type o SW 17 RD) 60 0.57 4 12 2 0.56818 16100 815 35 Restrictive (to SW 2 AVE) 60 0.57 4 12 2 0.18939 16100 815 35 None 3 (to SW 1 AVE) 60 0.57, 4 12 2 0.1 16100 815 35 None 4 (to MIAMI AVE) 60 [0.57 4 12 2 0.1 16100 815 35 None] 5 (to BRICKELL AVE) 60 0.57 4 12 2 0.05682 16100 815 35 None Automobile LOS Segment # Thru Mvmt Flow Rate v/c Control Delay Int. Approach LOS Speed (mph) Segment LOS 1 (to SW 17 RD) 775 0.48 5.78 A 30.1 A 2 (to SW 2 AVE) 775 0.5 6.02 A 25 B 3 (to SW 1 AVE) 775 0.5 6 A 20.4 C 4 (to MIAMI AVE) 775 0.5 6 A 20.4 C 5 (to BRICKELL AVE) 775 0.5 6 A 16.2 D Speed to LOS Arterial Length 1.0 Auto * * * B Automobile Service Volume Tables A B C D E Lanes Hourly Volume In Peak Direction 0 1 ** 470 840 880 920 ** 1100 1710 1770 1840 2 ** 1760 2580 2660 2770 3 ** 2440 3450 3550 3690 4 * ** 1100 1710 1770 1840 Lanes Hourly Volume In Both Directions 2 ** 860 1520 1600 1680 4 ** 2000 3110 3220 3350 5030 6 ** 3200 4690 4830 8 ** 4430 6270 6450 i 6700 * ** 2000 3110 3220 3350 Lanes Annual Average Daily Traffic 2 ** 9300 16500 17400 18200 ** 21700 33800 35000 36400 4 6 ** 34700 51000 52500 54600 8 ** 48100 68100 70100 72900 * ** 21700 33800 35000 36400 • • ARTPLAN 2002 Conceptual Planning Analysis Description/File Information Filename C:\INFINITY\ANALYSIS\AP_CORAL WAY PM.xml Date Prepared 1/30/2004 Program ARTPLAN Version Analyst �. AHLSTEDT Agency 5.1.1 District Arterial Name CORAL WAY Study Period Kp/d Begin Intersection BRICKELL AVE End Intersection SW 25 RD Peak Direction Westbound User Notes PM Facility Data Roadway Variables Traffic Variables Control Variables Multimodal Variables Area Type Urbanized AADT 16100 Arrival Type 4 Paved Shoulder/Bike Lane I No Class 3 K 0.092 Signals/Mile 6.00 Outside Lane Width Typical Posted Speed 30 D 0.68 Cycle Length 60 Pavement Condition Typical Lanes 4 PHF 0.925 9�C ugh 0.55 Sidewalk Yes Median Type Restrictive % Turns Excl. Lanes 12 Control Type Serniactuated Sidewalk/Roadway Separation Typical Left Turn Lanes NO % Heavy Vehicles 1'S Sidewalk/Roadway Protective Barrier No 1900 Obstacle to Bus Stop No Base Sat Flow Rate 0.95 Bus Freq 1 Local Adj. Factor 1423 Bus Span Of Service 15 Adjusted Sat Flow Rate • Automobile Segment Data Segment # Cycle Length 9�C Arr. Type % Turns # Dir. Lanes Length AADT Hourly Vol. FFS Median Type 16100 1007 35 None MIAMI AVE) 60 0.55 1 12 2 0.05682 0.55 4 12 2 0.1 16100 1007 35 None Oo to SW 1 AVE) 60 0.55 4 12 2 0.1 16100 1007 35 None 3 (to SW 2 AVE) 60 4 (to SW 17 RD) 60 1 4 12 2 0.18939 16100 1007 35 None 5 (to SW 25 RD) 120 0.77 2 12 2 0.56818 16100 1007 40 Restrictive Automobile LOS Segment # Thru Mvmt Flow Rate v/c Control Delay Int. Approach LOS Speed (mph) Segment LOS 1 (to MIAMI AVE) 958 0.64 18.64 B 8.1 F 2 (to SW 1 AVE) 958 0.64 7.98 A 18.2 C 18.2 C 3 (to SW 2 AVE) 958 0.64 7.98 A 4 (to SW 17 RD) 958 0,35 0 A 31.6 A 5 (to SW 25 RD) 958 0.44 10.01 B 31.3 A Arterial Length 1.0 Auto Speed * * * Auto LOS B Automobile Service Volume Tables A B c Lanes 1 ** Hourly Volume In Peak Direction 470 820 870 E 890 2 ** 1050 1670 1750 1780 3 ** 1650 2510 4 ** 2260 3350 1050 1670 anes 2620 2670 3500 3560 1750 Hourly Volume In Both Directions 1780 2 ** 690 1210 1280 { 1310 4 ** 1550 2450 2570 2620 6 ** 2430 3690 3860 3920 8 3320 4930 5140 5230 1550 2450 2570 2620 Lanes Annual Average Daily Traffic 2 ** 7500 13200 13900 14200 4 ** 16800 26600 ** 26400 40100 27900 28400 41900 42600 8 ** 36100 53600 55900 56900 ** 16800 • 26600 27900 28400 • • CORAL WAY & SW 1 AVENUE E,XIS2114C DATA November 4, 2003 TIME NB SH NS EB WB EW TOTAL BEGLNS LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 07:00 AM 1 9 1 2 5 14 12 33 35 0 83 2 85 0 37 0 37 I22 137 07:15 AM 0 0 3 3 9 9 I4 32 35 0 130 12 142 2 50 0 52 194 229 07:30 AM 1 0 2 3 12 13 28 53 56 0 135 15 150 2 68 0 70 220 276 07:45 A131 0 0 3 3 18 14 25 57 60 0 169 9 178 1 76 0 77 255 315 08:00 AM 1 0 2 3 20 17 31 68 71 0 214 11 225 3 60 0 63 288 359 08:15.474 4 0 9 13 16 20 73 109 122 1 244 7 252 5 81 0 86 338 460 08:30 A80 7 0 1 8 23 11 28 62 70 0 256 8 264 4 94 0 98 362 432 08:45 AM 3 0 3 5 30 15 36 81 87 0 264 7 271 2 83 0 85 356 443 Pk. BR 15 0 15 30 89 63 168 320 350 1 978 33 1012 14 318 0 332 1344 1694 PERCENT 50`. 0% 50% 9% 28% 20% 53% 91% 21% 0% 97% 3% 75% 4% 96% 0% 25% 79% PIIF 0,54 ERR 0.42 0.58 0.74 0.79 0_58 0,73 0,72 0.25 0.93 0.75 0.93 0.70 0.85 ERR 0.85 0.91 0.87 AADT FACTOR 1.00 PK FIR AADT NH SB NS EB W13 EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 15 0 15 30 89 63 168 320 350 1 978 33 1012 14 318 11 332 1344 1694 AVERAGE PEAK SEASON FACTOR 1.022 PK IIR AVERAGE PEAK SEASON NB SH NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 15 0 15 31 91 64 172 327 358 1 1000 34 1034 14 325 0 339 1374 1731 GROWTH FACTOR 1.06 FLTL14E BACKGROUND TRAFFIC N713 SB NS 13H WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT 7 RT TOTAL TOTAL ADT 16 0 16 32 94 67 178 339 371 1 1038 35 1074 15 337 0 352 1426 1797 AADT 16 0 16 32 94 67 178 339 371 1 1038 35 1074 15 337 0 352 1426 1797 PSFASON 16 0 16 33 96 68 182 347 379 1 1060 36 1097 15 345 0 360 1457 1837 s • • CORAL WAY & SW 1 AVEN-uE COTS IITTED DEVELOPMENT TRAFFIC N73 SB NS BB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL CORAL STATION 14 96 110 50 50 160 37 37 35 35 72 232 BRICKELL VIEW 0 83 34 117 117 20 20 0 20 137 BRICKELL STATION 0 64 26 90 90 10 10 0 10 100 BRICKELL GRANT) 0 10 66 76 76 0 0 0 76 FOUR SEASONS 0 0 0 170 170 97 97 267 267 YACHT CLUB 0 0 0 20 20 24 24 44 44 MARRIOTT 0 0 0 150 150 50 50 200 200 BAYS)4ORIPALMS 0 0 0 30 30 49 49 79 79 BRICKELL BAY PLAZA 0 0 0 9 9 38 38 47 47 BRICKELL BAY VILLAGE 0 0 0 0 0 0 0 BRICKELL CONL IO)S 0 0 0 0 0 0 0 BRICKELL MAIN STREET 0 38 42 80 B0 44 44 0 44 124 ESPiRITO SANTO 0 0 0 53 53 11 11 64 64 PARK PLACE 0 28 28 28 0 0 0 28 0 0 0 0 0 0 0 TOTAL 14 0 96 110 48 291 102 441 551 0 506 37 543 35 269 0 304 847 1,398 FUTURE TRAFFIC WIThOIJT P'RO4ECT NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL. LT T RT TOTAL LT T RT TOTAL TOTAL ADT 30 0 112 142 142 358 280 781 923 1 1,544 72 1,617 49 606 0 656 2,272 3,195 AADT 30 0 112 142 142 358 280 781 923 1 1,544 72 1,617 49 606 0 656 2,272 3,195 PSEASON 30 0 112 143 144 360 284 788 931 1 1,566 73 1,640 50 514 0 663 2,304 3,235 PROTECT TRAFFIC NB SB NS EB WB EW TOTAL LT T' RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ADT 0 0 0 0 43 0 0 43 43 0 49 0 49 0 64 0 64 113 156 AADT 0 0 0 0 43 0 0 43 43 0 49 0 49 0 64 0 64 113 156 PSEASON 0 0 0 0 43 0 0 43 43 0 49 0 49 0 64 0 64 113 156 FUTURE TAAI'FIC WITH PROTECT NB SB NS EB W13 EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ADT 30 0 112 142 185 358 280 824 966 1 1,593 72 1,666 49 670 0 720 2,385 3,351 AADT 30 0 112 142 185 358 280 824 966 I 1,593 72 1,666 49 670 0 720 2,385 3,351 PSEASON 30 0 112 143 187 360 284 831 974 I 1,615 73 1,689 50 678 0 727 2,417 3,391 • • CORAL, WAY & SW 1 AVENUE EKiST1NG 1]ATA November 4, 2003 TIME N➢ SB NS E14 WE EW TOTAL 11EG1NTS LT T RT TOTAL 1,I T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 0400 PM 16 0 5 21 12 23 42 77 98 0 115 7 122 4 157 0 161 283 381 04' 15 990 11 0 4 15 15 17 47 79 94 0 90 9 99 7 131 0 138 237 331 04:30 PM 13 0 7 20 12 19 49 80 100 0 82 5 87 1 162 0 163 250 350 04:45 PM 17 0 4 21 12 33 57 102 123 1 86 9 46 6 164 0 170 266 389 05.00 PM 20 0 7 27 12 29 86 127 154 0 102 12 114 1 280 0 281 395 549 05.15 PM 28 0 3 31 21 24 72 117 148 0 103 14 I17 2 245 0 247 364 512 05030 PM 18 0 1 19 11 31 76 118 137 0 112 8 121) 3 247 6 250 370 507 05:45 PM 12 0 9 21 9 36 56 101 122 0 112 13 125 7 216 0 223 348 470 PK 1150 78 0 20 98 53 120 290 463 561 0 429 47 476 13 988 0 1001 1477 2038 PERCENT 80% 0% 20°A 17% 11% 26% 63% 83% 28% 0% 90% 10% 32% 1% 99% 0% 68% 72% PET 0.70 ERR 0,56 0.79 0.63 0.83 0.84 0.91 0.89 ERR 0.96 0.84 0.95 0.46 0.88 ERR 0.89 0.91 0,90 AADT FACTOR 1.00 PK 1 < AADT NE SB NS Eli WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL, LT T RT TOTAL LT T RT TOTAL TOTAL 78 0 20 98 53 120 290 463 561 0 429 47 476 13 968 0 1001 1477 2038 AVERAGE PEAK SEASON FAC'lOR 1.022 PK HR. AVERAGE PEAK SEASON 413 SB NS EB WE EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 80 0 20 100 54 123 296 473 573 0 438 48 485 13 1010 0 1023 1509 2083 GROWTH FACTOR 1,06 FUTURE. BACKGROUND) TRAFFIC NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAT, TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ADT 83 0 21 104 56 127 308 491 595 0 455 50 505 14 1048 0 1062 1567 2162 AADT 83 0 21 104 56 127 308 491 595 0 455 50 505 14 1048 0 1062 1567 2162 905e35051 85 0 22 106 57 130 314 502 608 0 465 51 516 14 1071 0 1685 1601 2210 • • • CORAL WAY & SW 1 AVENUE CO1+,SAITTP. D DEVELOPMENT TRAFFIC NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL CORAL STATION 37 85 122 57 57 779 14 14 39 39 53 232 BRICKLLL VIEW 0 69 28 97 97 35 35 0 35 132 TIRICKELL STATION 0 32 73 45 45 23 23 0 23 68 IIRICK}OLL GRAND 0 2 51 53 53 0 0 0 53 FOUR SEASONS 0 0 0 97 97 170 170 267 267 YACHT CLUB 0 0 0 24 24 20 20 44 44 MARRIOTT 0 0 0 50 50 150 150 200 200 BAYS-FIORE PALMS 0 0 0 49 49 30 30 79 79 BRICKELI, BAY PLAZA 0 0 0 38 38 9 9 47 47 BRICKELL BAY VILLAGE 0 0 0 0 0 0 0 BRILKELL COMMONS 0 0 0 0 0 0 0 BRICKELT., MAIN STREET 6 27 44 71 71 42 42 0 42 113 ESPIRITO SAN T O 6 0 0 11 11 53 53 64 64 PARK PLACE 0 70 70 70 0 0 0 70 0 0 0 0 0 0 0 37 0 85 122 29 279 85 393 515 0 369 14 383 39 432 471 854 1,369 TOTAL FUTURE TRAFFIC WITHOUT PROTECT NB S13 NS ES WB EW TOTAL .LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 0212 120 0 106 226 85 405 393 884 1,110 0 824 64 888 53 1,480 0 1,533 2,421 3,531 0422 120 0 106 226 85 406 393 884 1,110 0 824 64 888 53 1,480 0 1,533 2,421 3,531 )'SEASON 122 0 107 228 86 409 399 895 1,123 0 834 65 899 53 1,503 0 1,556 2,455 3,579 PROTECT TRAFFIC NB SE NS EB WE EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ANT 0 0 0 0 56 0 0 0 0 64 0 64 0 69 0 69 133 133 AADT 0 0 0 0 56 0 0 0 0 0 64 0 64 0 69 0 69 133 133 PSEASON 0 0 0 0 56 9 0 0 0 0 64 0 64 0 69 69 133 133 FUTURE TRAFFIC WITH PROJECT NB SB NS EB W.B EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T ]2T TOTAL LT T RT TOTAL TOTAL AE1T 120 0 106 226 142 496 393 884 1,110 0 888 64 952 53 1,549 0 1,602 2,554 3,664 AADT 120 0 106 226 141 406 393 884 1,110 0 888 64 952 53 1,549 0 1,602 2,554 3,664 PERSON 122 0 107 228 142 409 399 895 1,123 0 898 65 963 53 1,572 0 1,625 2,588 3,712 • • CORAL WAY & MTAIvIT AVENUE EYIST!NG DATA November 5, 2003 TIME NB SA NS EB WB EW TOTAL BEGINS LT 1' RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 07:00 AM I 30 0 31 2 7 2 11 42 17 62 13 92 2 39 15 56 148 190 07:15 AM 2 32 1 35 1 11 5 17 52 38 86 3 127 5 35 12 52 179 232 07:30 AM 5 33 3 41 4 5 5 14 55 26 95 9 130 0 50 13 63 193 248 07:45 AM 4 47 2 53 3 8 2 13 66 47 134 12 193 2 52 17 71 264 330 08:00 AM 5 54 10 69 5 21 5 31 100 69 139 10 218 0 61 27 88 306 406 03:15 A.M 5 63 10 78 5 11 7 23 101 76 183 12 271 0 73 26 99 370 471 08:30 rL44 2 90 19 i 1 1 5 12 9 26 137 86 202 12 300 3 78 21 102 402 539 08:45 AM 7 90 12 109 8 15 1 24 133 87 222 10 319 2 80 23 105 424 557 1'K BR 19 297 51 367 23 59 22 104 471 318 746 44 1108 5 292 97 394 1502 1973 PERCENT 5% 81% 14"/ 78% 22% 57% 21% 22% 24% 29% 67% 4% 74% 1% 74% 25% 26% 76% 93-13 0.68 0.83 0.67 0.83 0.72 0,70 0.61 0.84 0,83 0.91 0.84 0.92 0.87 0.42 0.91 0.90 0.94 0.89 0B7 AADT FACTOR 1.00 PK TM AADT NB 513 NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 19 297 5i 367 23 59 22 104 473 318 746 44 1108 5 292 97 394 1502 1973 AVERAGE PEAK SEASON FACTOR 1.022 PK 1-LR AVERAGE PEAK SEASON NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 19 304 52 375 24 60 22 106 481 325 762 45 1132 5 298 99 403 1535 2016 GROWTH FACTOR 1.06 FUTURE BACKGROL'D TRAFFIC 1\313 5B NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL A➢T 20 315 54 389 24 63 23 119 500 337 791 47 1I75 5 310 103 418 1593 2093 AADT 20 315 54 389 24 63 23 110 500 337 791 47 1175 5 310 103 418 1593 2093 PSEASON 21 322 55 398 25 64 24 113 511 345 809 48 1201 5 3I7 105 427 1629 2139 • • CORAL WAY Rc MLAM1 AVENUE CO1VOVIITTED DEVELOPMENT TRAFFIC NB SB NS 1313 WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL CORAL STATION 0 0 0 39 39 85 85 124 124 BRICKELL V1iiw 48 48 12 12 60 20 20 7 7 27 87 BRICKELL STATION 23 23 10 10 33 10 10 4 4 14 47 BRICKELL GRAND 29 29 0 24 10 10 4 4 14 43 FOUR SEASONS 0 0 0 170 170 97 97 267 267 YACHT CLUB 0 0 0 20 20 24 24 44 44 MARRIOTT 0 0 0 150 150 50 50 200 200 BAYS9IORE PALMS 0 0 0 30 30 49 49 79 79 BRICKELL BAY PLAZA 0 0 0 9 9 38 38 47 47 BRT11LELL BAY VILLAGE 0 0 0 0 0 0 0 BRICKELL COMMONS 0 0 0 0 0 0 0 BRICKELL' Ar4 STREET 0 0 0 44 38 82 27 27 109 109 ESPIRITO SANTO 0 0 0 53 53 1I 11 64 64 PARK PLACE 206 14 220 0 220 0 4 4 4 224 0 0 0 0 0 0 0 TOTAL 0 306 14 320 22 0 0 22 342 74 519 0 593 4 354 42 400 993 1,335 FL7L1RE TRAmc WFTIIOLTPROJECT NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL APT 20 621 68 709 46 63 23 132 842 411 1,310 47 1,768 9 664 145 818 2,586 3,428 AADT 20 621 68 709 46 63 23 132 842 411 1,310 47 1,768 9 664 145 818 2,586 3,428 PSEASON 21 628 69 718 47 64 24 I35 853 419 1,328 48 1,794 9 671 147 827 2,622 3,474 PRo3FcT TRAFIIC NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T AT TOTAL TOTAL LT T RT TOTAL LT T AT TOTAL TOTAL ADT 0 0 0 0 0 0 0 0 0 57 11 1 69 0 8 0 8 77 77 AADT 0 0 0 0 0 0 0 0 0 57 11 1 69 0 8 0 8 77 77 PSEASON 0 0 0 0 0 0 0 0 0 57 11 1 69 0 8 0 8 77 77 FUTURE TRAFFIC WITH PROJECT 13 SB NS EB WE EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T ET TOTAL LT T RT TOTAL TOTAL AOl 20 621 68 709 46 63 23 132 842 468 1,321 48 1,837 9 672 145 826 2,663 3,505 AADT 20 621 68 709 46 63 23 132 842 468 1,321 48 1,837 9 672 145 826 2,663 3,505 PSEASON 21 628 69 718 47 64 24 135 853 476 1,339 49 1,863 9 679 147 835 2,699 3,551 • • CORAL WAY & 64LAMI AVENUE EXISTING DATA November 5, 2003 TIME NB SB NS EB WB EW TOTAL BRANS LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 1400 004 7 31 7 45 5 21 18 44 89 24 83 7 114 4 133 21 158 272 361 04:15 PM 12 26 8 46 1 17 18 36 82 18 78 6 102 2 142 27 171 273 355 04:30 004 13 18 11 42 4 16 24 44 86 32 79 10 121 2 128 31 161 282 368 04:45 PM 14 20 6 40 3 13 25 41 81 23 80 12 115 4 149 23 176 291 372 05:00 PM 11 36 16 63 4 34 66 104 167 20 103 10 133 6 230 31 267 400 567 05:15004 16 40 7 63 3 33 47 83 146 24 101 9 134 2 246 25 273 407 553 05:30004 16 37 3 56 2 26 25 53 109 24 87 10 121 6 228 33 267 388 497 05:45 PM 10 24 4 38 3 27 24 54 92 24 106 9 139 6 157 42 205 344 436 PK HA 53 137 30 220 12 120 162 294 514 92 397 38 527 20 861 131 1012 1539 2053 PERCENT 24% 62% 14% 43% 4% 41% 55% 57% 25% 17% 75% 7% 34% 2% 85% 13% 66% 75% PELF 0.83 0.86 0.47 0.87 0.75 0.88 0.61 0.71 0.78 0.96 0.94 0.95 0.95 0.83 0.88 0.78 0.93 0.93 0.89 AADT FACTOR 1 00 PK 111 AADT N1B SD NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL. LT T RT TOTAL TOTAL 53 137 30 220 12 120 162 294 514 92 397 38 527 20 861 13I 1012 1539 2453 AVERAGE PEAK SEASON FACTOR 1,022 1'K I-IR AVERAG£ PEAK SEASON NB SH NS E13 WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 54 140 31 225 12 123 166 300 525 94 406 39 539 20 880 134 1034 1573 2098 GROW'OA FACTOR 1,06 FUTURE BACKGROUND TRAFFIC NH SB NS EB WB £W TOTAL LT T RT TOTAL LT T AT TOTAL TOTAL LT T RT TOTAL LT T AT TOTAL TOTAL ADT 56 145 32 233 13 127 172 312 545 48 421 40 559 21 913 139 1074 1633 2178 AADT 56 145 32 233 13 127 172 312 545 98 421 40 559 21 913 139 1074 1633 2178 PSE ASON 57 149 33 239 13 130 176 319 557 100 430 41 571 22 934 142 1097 1669 2226 • • • CORAL WAY & O4IAMI AVENUE COYLIACTED DEVELOPMENT TRAFFIC NB SR NS E13 WB EW TOTAL LT T RT 'TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL CORAL STATION 0 0 0 85 85 39 39 124 I24 ➢RICKL:LL VIEW 86 86 10 10 96 35 35 13 13 48 144 BRICKBLL STATION 57 57 5 5 62 23 23 9 9 32 94 BRICKELL GRAND 51 51 0 51 2 2 8 8 10 61 FOUR SEASONS 0 0 0 97 97 170 170 267 267 YACIET CLUB 0 0 0 24 24 20 20 44 44 MARRIOTT 0 0 0 50 50 150 150 200 200 BAYSHORE PALMS 0 0 0 49 49 30 30 79 79 BRICKELL BAY PLAZA 0 0 0 38 38 9 9 47 47 BROCTK,ELL BAY VILLAGE 0 0 0 0 0 0 0 ➢RICKELL CON1li0N8 18 1S 0 18 0 0 0 18 BRICKELL MAIN STREET 0 0 0 42 27 69 38 38 107 107 ESPIRITO Se 7ITO 0 0 0 I1 11 53 53 64 64 PARK PLACE 88 6 94 0 94 0 11 11 11 105 0 0 0 0 0 0 0 TOTAL 0 300 6 306 15 0 0 15 321 100 383 0 483 11 471 68 550 1,033 1,354 FUTURE URE TRAFFIC \OTTHOI'I' PROJECT NB SE NS EB WB EW TOTAL T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL A17T 56 445 38 539 28 127 172 327 866 198 804 40 1,042 32 1,384 207 1,624 2,666 3,532 AADT 56 445 38 539 28 127 172 327 866 198 804 40 1,042 32 1,384 207 1,624 2,666 3,532 PSEASON 57 449 39 545 28 130 176 334 878 200 813 41 1,054 33 1,405 210 1,647 2,702 3,580 PROJECT1112}=syqc NB SB NS EB WE EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL APT 0 0 0 0 0 0 0 0 0 61 11 1 73 0 10 0 I 83 83 AADT 0 0 0 0 0 0 0 0 0 61 11 1 73 0 10 0 10 83 83 PSF;ASON 0 0 0 0 0 0 0 0 0 61 11 1 73 0 10 0 10 83 83 FUTURE TRAFFIC WITH PROIECT NB SB NS EB WB EW TOTAL LT T RIO TOTAL LT T RT TOTAL TOTAL LT T AT TOTAL LT T R2' TOTAL TOTAL APT 56 445 38 539 28 127 172 327 866 259 815 41 1,115 32 1,394 207 1,634 2,749 3,615 AADT 56 445 38 539 28 127 172 327 866 259 855 41 1,115 32 1,394 207 1,634 2,749 3,615 PSEASON 57 449 39 545 28 130 176 334 878 261 824 42 1,127 33 I,415 210 1,657 2,785 3,663 • • SW 14 STREET & MSANE AVENUE EXISTING DATA. November 6, 2003 MO 100 SB NS EB WE EW TOTAL BEGINS LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 07:00 AM 4 26 2 32 1 6 8 15 47 0 0 0 0 1 7 4 12 12 59 07:15 AM 2 36 6 44 2 16 4 22 66 0 0 0 0 0 4 1 5 5 71 07:30 A1vi 1 41 1 43 5 7 1 13 56 0 0 0 0 0 6 4 10 10 66 07:45 A1v1 0 53 4 57 2 7 3 12 69 0 1 0 1 1 4 3 8 9 78 08:00 A.M 4 64 7 75 1 8 3 12 87 0 0 0 0 2 4 4 10 10 97 08:15 AM 3 72 8 83 8 13 3 24 107 0 0 0 0 4 2 10 16 16 123 08:30 AM 4 102 8 114 6 11 0 17 I31 0 0 0 0 1 3 8 12 12 143 08:45 AM 1 113 17 131 7 20 2 29 160 0 0 0 0 0 2 6 8 8 168 PK 1170 12 351 40 403 22 52 8 82 485 0 0 0 0 7 11 28 46 46 531 PERCENT 3% 87% 10% 83% 27% 63% 10% 17% 91% ERR ERR ERR 0% 15% 24% 61% 100% 9% P13F 0.75 0.78 0.59 0.77 0.69 0.65 0.67 0,71 078 ERR ERR ERR ERR 0.44 0.69 0.70 0.72 ERR ERR AADT FACTOR 100 PK HR AADT NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 12 351 40 403 22 52 8 82 485 0 0 0 0 7 11 28 46 46 531 AVERAGE PEAK SEASON TACTOR 1.022 PK 1-1R AVERAGE' PEAK SEASON NB 313 NS EB WE IOW TOTAL LT T R7 TOTAL LT T RT TOTAL TOTAL LT 70 RT TOTAL LT T RT TOTAL TOTAL 12 359 41 412 22 53 8 84 496 0 0 0 0 7 11 29 47 47 543 GROWTH FACTOR 1.06 FUTURE BACKGROUND TRAFFIC NB 8B NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ADT 13 372 42 428 23 55 8 87 515 0 0 0 0 7 12 30 49 49 563 AADT 13 372 42 428 23 55 8 87 515 0 0 0 4 7 12 30 49 49 563 PSEASON 13 381 43 437 24 56 9 89 526 0 0 0 0 8 12 30 50 50 576 • s • SW 14 STREET & IvIIAM.AVENIJE COND,IITTEE DEVELOPMENT TRAFFIC NB 513 NS EB WA EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL CORAL STATION 0 0 0 0 0 0 6 BRICKELL VIEW 48 48 0 48 0 0 0 48 BRICKELL STATION 23 23 0 23 0 0 0 23 BRICKELL (',RAND 29 29 0 29 0 0 0 29 FOUR SEASONS 0 21 21 2I 0 12 12 12 33 YACHT CLUB 0 0 0 0 0 0 0 MA.RRIOTT 0 0 0 0 0 0 0 BAYSHORE PALMS 0 0 0 0 0 0 0 BR1C ELL 13AY PLAZA 0 0 0 6 0 0 0 BRICKELL BAY VILLAGE 0 0 0 0 0 0 0 BRICKELL COMMONS 0 0 0 0 0 0 0 BRICKELL MAT STREET 0 0 0 0 0 0 0 ESPI R.ITO SANTO 0 0 0 0 o 0 0 PARK PLACE 220 220 0 220 0 0 0 220 0 0 0 0 0 0 0 TOTAL 0 320 0 320 21 0 0 21 341 0 0 0 0 0 0 12 12 12 353 FUTURE TRAFFIC WITFICIUT PROTECT NB 513 NS EB WE EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ADT 13 692 42 748 44 55 8 108 856 0 0 0 0 7 12 42 6I 61 916 AADT 13 692 42 748 44 55 8 108 856 0 0 0 0 7 12 42 61 61 916 PSEASON 13 761 43 757 45 56 9 110 867 0 0 0 0 8 12 42 62 62 929 PROTECT TRAFFIC NB 5B NS EB WE EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ADT 0 0 0 0 1 0 0 1 1 0 0 0 0 0 1 0 1 1 2 AADT 0 0 0 0 1 0 0 1 1 0 0 0 0 0 1 0 1 1 2 PSF3ASON 0 0 0 0 1 0 0 1 1 0 0 0 0 0 1 0 1 1 2 FUTURE TRAFFIC WITH PROTECT NB SB NS EB W13 EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ADT 13 692 42 748 45 55 8 109 857 0 6 6 0 7 13 42 62 62 918 AADT 13 692 42 748 45 55 8 109 857 0 0 0 0 7 13 42 62 62 918 PSEASON 13 701 43 757 46 56 9 111 868 0 0 0 0 8 13 42 63 63 931 • • • SW 14 STREET & MI(AM V...E rE EXISTING DATA November 6, 2(103 TIME. 7433 5B NS EB WB EW TOTAL BEGINS LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 04:30 PM 0 35 1 36 1 26 1 28 64 0 2 2 4 2 1 14 17 21 85 04:45 PM 0 26 0 26 3 32 0 35 61 1 0 1 2 2 1 12 15 17 78 05:00 PM 0 40 1 41 4 21 1 26 67 0 0 2 2 0 1 7 8 10 77 05:15 PM 0 26 2 28 8 24 0 32 60 0 0 0 0 4 0 6 10 10 70 05:30 PM 0 39 I 40 3 30 0 33 73 0 0 0 0 5 4 16 25 25 98 05:45 PM 0 37 2 39 6 44 0 50 89 3 2 4 9 5 4 18 27 36 125 06'00 PM 0 44 2 46 3 47 1 51 97 1 0 0 1 2 3 10 15 16 113 06:15 PM 0 44 1 45 3 35 1 39 84 0 0 0 0 3 1 12 16 16 100 PK BR 0 164 6 170 15 156 2 173 343 4 2 4 10 15 12 56 83 93 436 PERCENT 0% 96% 4% 50% 9% 90% 1% 50% 79% 40% 20% 40% 11% 18% 14% 67% 89% 21% P345 ERR 0,93 575 0.92 0.63 0.83 0,50 0.85 0.89 0,33 0.25 0.25 0.28 0.75 0.75 0.78 0.77 0.72 0.85 AADT FACTOR 1.00 PK348.AADT N13 SB 1,13 EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 0 164 6 170 15 156 2 173 343 4 2 4 10 15 12 56 83 93 436 AVERAGE PEAK SEASON PACTOR 1.022 PK FiR AVERAGE PEAK SEASON NB SB NS 138 WB EW TOTAL LT 3' RT TOTAL LT T RT TOTAL TOTAL LT T AT TOTAL LT T RT TOTAL TOTAL 0 168 6 174 15 159 2 177 351 4 2 4 10 15 12 57 85 95 446 GROWTH FACTOR 1.06 FUTURE BACKGROUND TRAPFiC NB SB NS EB WB EW TOTAL LT T RT TOTAL LT T AT TOTAL TOTAL LT T AT TOTAL LT T AT TOTAL TOTAL ADT 0 174 6 180 16 166 2 184 364 4 2 4 11 16 13 59 88 99 463 AADT 0 174 6 180 16 166 2 184 364 4 2 4 11 16 13 59 88 99 463 PSEASON 0 178 7 184 16 169 2 188 372 4 2 4 11 16 13 61 90 101 473 • • • SW T4 STREET & MIAMI AVENUE COI,.MITTFD DEV ELOPVIBNT TRAFFIC NB sB NS EF3 WE EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL CORAL STATION 0 0 0 0 0 0 0 BRICKELL VIEW 86 86 0 86 0 0 0 86 BRICKELL STATION 57 57 0 57 0 0 0 57 BRICKELL GRAND 51 51 0 51 0 0 0 51 FOUR SEASONS 0 12 12 12 0 21 21 21 33 YACHT CLUB 0 0 0 0 0 0 0 MARRIOTT 0 0 0 0 0 0 0 BAYSNORH PALMS 0 0 0 0 0 0 0 BRICKELL BAY PLAZA 0 0 0 0 0 0 0 BRICKELL BAY VILLAGE 0 0 0 0 0 0 0 BRIIIK73LL COMMONS 0 0 0 0 0 0 0 BRICKELL MAIN STREET 0 0 0 0 0 0 0 FSP1RiTO SANTO 0 0 0 0 0 0 0 PARK O.ACE 94 94 0 94 0 0 0 94 0 0 0 0 0 0 0 TOTAL 0 288 0 288 12 0 0 32 300 0 0 0 0 0 0 21 21 21 321 FUTURE TRAFFIC WITFIOLT PROTECT NA SB N3 EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ADT 0 462 6 468 28 166 2 196 664 4 2 4 11 16 13 80 109 120 784 AADT 0 462 6 468 28 166 2 196 664 4 2 4 11 16 13 80 109 120 784 PSEASON 0 466 7 472 28 169 2 200 672 4 2 4 11 16 13 82 111 122 794 PROJECT TRAFFIC NB SB NS 'EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ADT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 1 AADT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 1 ?SEASON 0 0 0 0 0 0 0 0 0 0 0 a 0 0 1 0 1 1 1 FUTLI ETRAYFICWITHPROTECT NB S13 NS E13 WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ADT 0 462 6 468 28 166 2 196 664 4 2 4 11 16 14 80 110 121 785 AADT 0 462 6 468 28 166 2 196 664 4 2 4 11 16 14 80 110 121 785 PSEASON 0 466 7 472 28 169 2 200 672 4 2 4 11 16 14 82 112 123 795 • • • SW 14 STREET & SW 1 AVEN1IE EXISTTNG DATA November 4, 2003 TacE NB S13 NS EB WB EW TOTAL BEGLNS LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 07.00 AM n 0 0 0 1 8 0 9 9 0 0 0 0 0 0 1 1 1 10 07:15 AM 0 4 0 4 1 9 0 10 14 0 0 0 0 5 0 1 6 6 20 07:30 Alvl 0 7 1 8 0 13 0 13 21 0 0 0 0 3 0 3 6 6 27 07:45 AM 0 2 0 2 2 14 0 16 18 0 0 0 0 0 0 1 ! 1 19 0800 AM 0 5 0 5 0 21 0 21 26 0 0 0 0 2 0 1 3 3 29 08:15 AM 0 6 1 7 0 19 0 19 26 0 0 0 0 2 0 5 7 7 33 09:30 AM 0 6 0 6 0 15 0 15 21 0 0 0 0 3 0 1 4 4 25 08:45 AM 0 4 0 4 1 12 0 13 17 0 0 0 0 0 0 4 4 4 21 P1140R 0 21 1 22 1 67 0 68 90 0 0 0 0 7 0 11 18 18 108 PERCENT 0a/ 95% 5% 24% 1% 99% 0% 76% 83% ERR ERR ERR 0% 39% 0% 61% 100% 17% P71F ERR 0.S8 0.25 0.79 0.25 0.80 ERR 0.81 0.80 ERR ERR ERR ERR 0.58 ERR 0.55 0.64 ERR ERR AADT FACTOR 1.00 PK fi1 AADT NB SD NS EB WE EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 0 21 1 22 1 67 0 68 90 0 0 0 0 7 0 11 18 18 108 AVERAGE- PEAK SEASON FACTOR 1.022 OK F1R AVERAGE 401504 SEASON NB 913 NS E13 0114 EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT 1' RT TOTAL LT T RT TOTAL TOTAL 0 21 1 22 1 68 0 69 92 0 0 0 0 7 0 11 18 18 110 GROWTH FACTOR 1.06 FUTURE BACKGROUND TRAFFIC N13 SB NS EE W13 EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ATST 0 22 1 23 1 71 0 72 95 0 0 0 0 7 0 12 19 19 115 AADT 0 22 1 23 1 71 0 72 95 0 0 0 0 7 0 12 19 19 115 PSEA5000 0 23 1 24 1 73 0 74 98 0 0 0 0 8 0 12 20 20 117 • • • SW 14 STREET & SW 1 AVENUE COMMIT !E➢ DEVELOPMENT TRAFFIC NB SE 1,13 ET3 WE EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL CORAL STATION 110 110 122 122 232 0 0 0 232 IIRICKELL VIEW 0 83 83 83 0 0 0 83 13RICKELL STATION 0 64 64 64 0 0 0 64 ERICKELL GRANT) 0 66 66 66 0 0 0 66 FOUL SEASONS 0 0 0 0 0 0 0 YACHT CLUE 0 0 0 0 0 0 0 MARRIOTT 0 0 0 0 0 0 0 1AYSOIORE PALMS 0 0 0 0 0 0 0 BRIMELL BAY PLAZA 0 0 0 0 0 0 0 BRICKP,LL BAY vrLLAGE 0 0 0 0 0 0 0 BRICKELL COMMONS 0 0 0 0 0 0 0 ERICKELL MAIN STREET 0 0 0 0 0 0 0 ESPiRI.TCO SANT0 0 0 0 0 0 0 0 PARK PLACE 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTS.E, 0 110 0 110 0 335 0 335 445 0 0 0 0 0 0 0 0 445 FT MERE TRAFFIC WITHOLT PROTECT NB S13 NS Eli WA EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ANT 0 132 1 133 1 406 0 407 540 0 0 0 0 7 0 12 19 19 560 AADT 0 132 1 133 1 406 0 407 540 0 0 0 0 7 0 12 19 19 560 PSEASON 0 133 1 134 1 408 0 409 543 0 0 0 0 8 0 12 20 20 562 PROTECT TRAFFIC N11 SA NS EA WE EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ADT 0 0 0 0 0 0 0 0 0 0 0 0 0 7 0 0 7 7 7 AADT 0 0 0 0 0 0 0 0 0 0 0 0 0 7 0 0 7 7 7 PSEASON 0 0 0 0 0 0 0 0 0 0 0 0 0 7 0 0 7 7 7 FUTI4RE TRLATTIC WITIIPROTECT NB S13 NS E13 WA EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ADT 0 132 1 133 1 406 0 407 540 0 0 0 0 14 0 12 26 26 567 AADT 0 132 1 133 1 406 0 407 540 0 0 0 0 14 0 12 26 26 567 PSEASON 0 133 1 134 1 408 0 409 543 0 0 0 0 15 0 12 27 27 569 • • • SW 14 STREPST & SW 1 AVENUE. EXISTINO DATA November 4, 2003 TIME NB SB N8 EB WB EW TOTAL B33G11VS LT 0 RT TOTAL LT T ET TOTAL TOTAL LT 1' RT TOTAL LT T RT TOTAL TOTAL 04,00 FM 0 2 0 2 0 30 0 30 32 0 0 0 0 4 1 11 16 16 48 04:15 PM 0 2 0 2 0 28 0 28 30 0 0 0 0 4 0 7 11 11 41 0430 PM 0 5 0 5 0 20 0 20 25 0 0 0 0 4 0 6 10 10 35 04.45 PM 0 6 0 6 0 42 0 42 48 0 0 0 0 4 0 8 12 12 60 05700 PM 0 7 1 8 0 39 0 39 47 0 0 0 0 4 0 I3 17 17 64 05:15 PM. 0 7 0 7 0 33 0 33 40 0 0 0 0 3 0 17 20 20 60 05.30 PM 0 7 0 7 1 30 0 31 38 0 0 0 0 3 0 9 12 12 50 05 45 PM 0 10 0 10 0 36 0 36 46 0 0 0 0 0 0 5 5 5 51 PK ER 0 27 1 28 1 144 0 145 173 0 0 0 0 14 0 47 61 61 234 PERCENT 0% 96% 4% 16% 1% 99% 0% 84% 74% ERR ERR ERR 0% 23% 0% 77% 100% 26% PI1F ERR 0.96 0.25 0.88 0.25 0.86 ERR 0.86 0.87 ERR ERR ERR ERR 0.88 ERR 0.69 0.76 ERR ERR AA13T FACTOR 1.00 P:K. FTR AADT NB SE NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL 0 27 1 28 1 144 0 145 173 0 0 0 0 14 0 47 61 61 234 AVERAGE PEAK SEASON FACTOR 1,022 PK HR AVERAGE PEAK SEASON NB SE NS E13 WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL L1' T RT TOTAL LT T RT TOTAL TOTAL 0 28 1 29 1 147 0 148 177 0 0 0 0 14 48 62 62 239 GROWTH FACTOR 1 06 FUTURE BACKGROUND VD TRAFITC NB SB N5 ER WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ADT 0 29 1 30 1 153 0 154 184 0 0 0 0 15 0 50 65 65 248 .MI7r 0 29 1 30 1 153 0 154 184 0 0 0 0 15 0 50 65 65 248 PSEASON 0 29 1 30 1 156 0 157 188 0 0 0 0 15 0 51 66 66 254 • • • SW 14 STREET & SW 1 AVENUE COR2y11 TED DEVELOPMENT TRAFFIC NB SE NS R13 WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL CORAL STATION 122 122 110 110 232 0 0 0 232 BRICKELL VIEW 0 69 69 69 0 0 0 69 BRICKELL STATION 0 32 32 32 0 0 0 32 BRICKELL GRAND 0 51 5I Si 0 0 0 51 FOUR SEASONS 0 0 0 0 0 0 0 YACHT CLUB 0 0 0 0 0 0 0 MARRIOTT 0 0 0 0 0 0 0 BAY SHORE PALMS 0 0 0 0 0 0 0 BRICKELL BAY PLAZA 0 0 0 0 0 0 0 BRICKELL RAY VILLAGE 0 0 0 0 0 0 0 BRICKELL COMMONS 0 0 0 0 0 0 0 BRICKELL MAIN STREET 0 0 0 0 0 0 0 ESPIRJTO SANTO 0 0 0 0 0 0 0 PARK PLACE 0 0 0 0 0 0 0 TOTAL 0 122 0 122 0 262 0 26Z 384 0 0 0 0 0 0 0 0 0 384 J11JTU14E. TRAFFIC RTTSO1 T PROJECT NB S13 NS EB WB EW TOTAL LT T ET TOTAL LT T RT TOTAL TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL ADT 0 151 1 152 1 415 0 416 568 0 0 0 0 15 0 50 65 65 632 AADT 0 151 1 152 1 415 0 416 568 0 0 0 0 15 0 50 65 65 632 PSEASON 0 15) 1 152 1 418 0 419 572 0 0 0 0 15 0 51 66 66 638 PROJECT TRAFETC NB SI3 NS EB WB EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL I.T T RT TOTAL LT T RT TOTAL TOTAL AOl 0 0 0 0 0 0 0 0 0 0 0 0 0 8 0 0 8 8 8 AADT 0 0 0 0 0 0 0 0 0 0 0 0 0 8 0 0 8 8 8 PSEASON 0 0 0 0 0 0 0 0 0 0 0 0 0 8 0 0 8 8 8 FUTURE TRAFFIC WELT PROJECT NB S13 NS E13 W13 EW TOTAL LT T RT TOTAL LT T RT TOTAL TOTAL IT T RT TOTAL LT T RT TOTAL TOTAL ADT 0 151 1 152 1 415 0 416 568 0 0 0 0 23 0 50 73 73 640 AADT 0 151 1 152 1 415 0 416 568 0 0 0 0 23 0 56 73 73 640 PSEASON 0 I51 1 152 1 418 0 419 572 0 0 0 0 23 0 51 74 74 646 TIMING.txt • • • 2257 2257 TIMING DATA FOR 2257 CORAL WAY & SW 1 AVE PAT OF EWW F Y NSW F G Y 1 T 0 29 7 4 7 8 1 4 2 T 35 29 7 4 7 8 1 4 4 T 35 29 7 4 7 8 1 4 5 T 35 29 7 4 7 8 1 4 6 T 0 29 7 4 7 8 1 4 7 T 38 26 7 4 7 8 4 4 20 T 35 59 7 4 7 8 1 4 24 T 35 59 7 4 7 8 1 4 MIN: 13 7 8 1 ENTER THE CONTROLLER NUMBER (/ = STOP) 2256 2256 TIMING DATA FOR 2256 CORAL WAY & MIAMI AVE PAT OF EWW F Y R NSW F G Y R 1 T 10 23 9 4 1 7 10 1 4 1 2 T 36 23 9 4 1 7 10 1 4 1 4 T 36 23 9 4 1 7 10 1 4 1 5 T 36 23 9 4 1 7 10 1 4 1 6 T 10 23 9 4 1 7 10 1 4 1 7 T 36 23 10 4 1 7 9 1 4 1 20 T 36 22 10 4 1 7 10 1 4 1 24 T 36 23 10 4 1 7 10 1 4 1 MIN: 19 10 10 1 ENTER THE CONTROLLER NUMBER (/ = STOP) Page 1 (SEC: 211 TYPE: SA) 5 Y M CYC 13 60AM PEAK,SCH 13 60AFT SCH FLAS 600FF PEAK 0/2 600FF PEAK 60AM PEAK 60PM PEAK 6 90NITE 6/0 7 90RECALL TEST (SEC: 211 TYPE: SA) S Y M CYC 13 60AM PEAK,SCH 13 60AFT SCH FLAS 600FF PEAK 0/2 600FF PEAK 60AM PEAK 60PM PEAK 6 60NITE 6/0 7 61RECALL TEST AM INBOUND • • Project: INFINITY Analyst: J. Ahlstedt Date: 1/29/2004 Control System: Input Data Arrival Rate 107 per hour Service Rate 360 per hour Number of Servers 1 Queue Capacity 2000 Threshold Time (Assumed) 15 seconds System Capacity (Queue Capacity + Number of Servers) 2001 Calculated Data Average Number In System L 0.423 Average Number in Queue Lq 0.126 Minimum Number of Agents (threshold time & system capacity) MinAgents 1 Minimum Number of Servers (threshold time & queue capacity) MinServers 1 Probability That System is Empty Po 70% Probability That Arriving Customer Will Depart Without Entering System PrBalk 0% Probability That an Arriving Customer Will Have To Wait PrWait 30% Probability That Waiting Time is Less Than Threshold Time Service Level 90% Average Server Utilization Util 30% Average Time Customer Spends In System W 14 Seconds Average Time Customer Spends In Queue Wq 4 Seconds 60% Probability Distribution of Number of Customers in System 0 r N -T-V....7._ CO v rn CO r- Number of Customers In System PrState % 0 70.28% 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 20.89% 6.21% 1.85% 0.55% 0.16% 0.05% 0.01% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 17 0.00% 18 0.00% 19 0.00% 20 0.00% Page 1 AM INBOUND • • Cummulative Probability of Number of Customers in System 0 1 2 3 4 5 Number of Customers in System 15 16 17 18 19 20 Number 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 RIR 70.28% 91.17% 97.37% 99.22R/n 99.77% 99.93% 99.98% 99.99% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00°/R 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% Page 2 AM OUTBOUND • • Project: INFINITY Analyst: J. Ahlstedt Date: 1/29/2004 Control System: Input Data Arrival Rate 139 per hour Service Rate 360 per hour Number of Servers 1 Queue Capacity 2000 Threshold Time (Assumed) 15 seconds System Capacity (Queue Capacity + Number of Servers) 2001 Calculated Data Average Number In System L 0.629 Average Number in Queue Lq 0.243 Minimum Number of Agents (threshold time & system capacity) MinAgents 2 Minimum Number of Servers (threshold time & queue capacity) MinServers 2 Probability That System is Empty Po 61% Probability That Arriving Customer Will Depart Without Entering System PrBalk 0% Probability That an Arriving Customer Will Have To Wait PrWait 39% Probability That Waiting Time is Less Than Threshold Time Service Level 85% Average Server Utilization Util 39% Average Time Customer Spends In System W 16 Seconds Average Time Customer Spends In Queue Wq 6 Seconds Probability Distribution of Number of Customers in System L 70% 50% co 2 30% 0 20% 10% -r T 0 Nr 1.0 co co o} o tN (r) 10 r•-• CO 0) 9 Number of Customers In System PrState 0 61.39% 23.70% 2 9.15% 3 3.53% 4 1.36% 5 0.53% 6 0.20% 0.08% 8 0.03% 9 0 .01 % 10 0.00% 1 1 0.00% 12 0.00% 13 0.00% 14 0.00% 15 0.00% 16 0 .00% 17 0.00% 18 0.00% 19 0.00% 20 0 .00% Page 3 AM OUTBOUND • • Cummulative Probability of Number of Customers in System 0 1 2 3 4 5 Number of Customers In Systel5 16 17 18 19 20 Number 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 61.39% 85.09% 94.24% 97.78% 99.14% 99.67% 99.87% 99.95% 99.98% 99.99% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% Page 4 PM INBOUND • • Project: INFINITY Analyst: J. Ahlstedt Date: 1/29/2004 Control System: Input Data Arrival Rate 138 per hour Service Rate 360 per hour Number of Servers 1 Queue Capacity 2000 Threshold Time (Assumed) 15 seconds System Capacity (Queue Capacity + Number of Servers) 2001 Calculated Data Average Number In System L 0.622 Average Number in Queue Lq 0.238 Minimum Number of Agents (threshold time & system capacity) MinAgents 1 Minimum Number of Servers (threshold time & queue capacity) MinServers 1 Probability That System is Empty Po 62% Probability That Arriving Customer Will Depart Without Entering System PrBalk 0% Probability That an Arriving Customer Will Have To Wait PrWait 38% Probability That Waiting Time is Less Than Threshold Time Service Level 85% Average Server Utilization Util 38% Average Time Customer Spends In System W 16 Seconds Average Time Customer Spends In Queue Wq 6 Seconds Probability Distribution of Number of Customers in System 70% 50% 0% -(1-1 r I (^4 ol At Ell CO oa o c‘t Cr) V' tr) op al o C+I Number of Customers In System PrState 0 61.67% 1 23.64% 2 9.06% 3 4 5 3.47c/© 1.33% 0.51% 6 0_20% 7 0.08% 8 0.03% 9 0.01% 10 0.00% 11 0.00% 12 0.00% 13 0.00% 14 15 16 17 0.00% 0.00°/0 0.00% 0.00% 18 0.00% 19 0.00% 20 -0.00% Page 5 PM INBOUND • • Cummulative Probability of Number of Customers in System K611 I 111 111 MIMI nIIlilliil II II III II II MI II 111 INN 111 NI I III IIIII 0 1 2 3 4 5 Number Af Customers in gystein 15 16 17 18 19 20 Number 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 61.67% 85.31% 94.37% 97.84% 99.17% 99.68% 99.88% 99.95% 99.98% 99.99% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% Page 6 PM OUTBOUND • Project: INFINITY Analyst: J. Ahlstedt Date: 1/28/2004 Control System: Input Data Arrival Rate 151 per hour Service Rate 360Vper hour Number of Servers 1 Queue Capacity 2000 Threshold Time (Assumed) 15 seconds System Capacity (Queue Capacity + Number of Servers) 2001 Calculated Data Average Number In System L 0.722 Average Number in Queue Lq 0.303 Minimum Number of Agents (threshold time & system capacity) MinAgents 1 Minimum Number of Servers (threshold time & queue capacity) MinServers 1 Probability That System is Empty Po 58% Probability That Arriving Customer Will Depart Without Entering System PrBalk 0% Probability That an Arriving Customer Will Have To Wait PrWait 42% Probability That Waiting Time is Less Than Threshold Time Service Level 82% Average Server Utilization Util 42% Average Time Customer Spends In System W 17 Seconds Average Time Customer Spends In Queue Wq 7 Seconds Probability Distribution of Number of Customers in System 50% 30% .ct 0 a. 20% 10% 177..T......... I -I i N PI cc) ti1 O eW- N i'7 CC' i{? (O t OD o Number of Customers In System PrState 0 58.06% 1 24.35% 2 10.21 % 3 4.28% 4 1.80% 5 0.75% 6 0.32% 7 8 9 0.13% 0.06% 0.02% 10 0.01 % 11 0.00% 12 0.00% 13 0.00% 14 0.00% 15 0.00% 16 0.00% 17 0.00% 18 0.00% 19 0.00% 20 0.00% Page 7 PM OUTBOUND • • Cummulative Probability of Number of Customers in System 100% 90% 80% 70% ,60% a U 40% 30% 20% 10% 0% 0 1 2 3 4 5 Nu6mb7er o8f 9Custo10mers 11 in 2 Sy3 14stem 15 16 17 18 19 20 Number AID 0 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19: 20 58.06% 82.41% 92.62% 96.90% 98.70% 99.46% 99.77% 99.90% 99.96% 99.98% 99.99% 100.00% 100.00% 100.00% 100.00% 100.00% 100.00% 100,00% 100.00% 100.00% 100.00% Page 8 • • TABLE OF CONTENTS 1.0 INTRODUCTION 13 2.0 PURPOSE OF STUDY 3.0 STUDY AREA 3 3 4.0 EXISTING CONDITIONS 5 4.1 EXISTING ROADWAY CONDITIONS 5 4.2 EXISTING SIGNAL TIMING 7 4.3 EXISTING TRAFFIC COUNTS 14 4.3.1 PEAK HOURS 14 4.3.2 PREVAILING TRAFFIC CONDITIONS 20 22 4.4 MASS TRANSIT 22 4.5 EXISTING LEVEL OF SERVICE 25 5.0 TRIP GENERATION 29 6.0 TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT 32 CONDITIONS 7.0 PROGRAMMED ANDWITROAHWAY OUT THE PROJECT IMPROVEMENTS 33 8.0 FUTURE TRAFFIC 35 9.0 FUTURE CONDITIONS WITH PROJECT TRAFFIC 43 10.0 ON -STREET PARKING 43 11.0 PEDESTRIANS 43 12.0 PROJECT SITE PLAN 43 12,1 PROJECT DRIVEWAYS 44 12.2 PROJECT LOADING DOCK 44 12.3 PEDESTRIAN ACCESS 4 13.0 CONCLUSIONS 45 • • • UST OF TABLES TABLE 1 PROJECT DATA 1 1 TABLE 2 YEAR 2002 AVERAGE ANNUAL DAILY TRAFFIC (AADT) VOLUMES IN VEHICLES PER DAY (VPD) 7 TABLE 3 8 YEAR 2002 WEEKLY ADJUSTMENT FACTORS TABLE 4 g YEAR 2002 WEEKLY AXLE ADJUSTMENT FACTORS TABLE 5 9 SEASONAL ADJUSTMENT FACTORS TABLE 6 EXISTING TRAFFIC CORAL WAY BETWEEN MIAMI AVENUE AND SW 1ST AVENUE ..... a .. 10 TABLE 7 EXISTING TRAFFIC 11 MIAMI AVENUE SOUTH OF CORAL WAY TABLE 8 EXISTING TRAFFIC SW 14TH STREET BETWEEN MIAMI AVENUE & SW 1ST AVENUE 12 TABLE 9 EXISTING TRAFFIC 13 SW 1ST AVENUE SOUTH OF CORAL WAY TABLE 10 21 EXISTING AM & PM PEAK HOUR INTERSECTION VOLUMES TABLE 11 EXISTING INTERSECTION LEVEL OF SERVICE 23 WEEKDAY PEAK HOUR CONDITIONS TABLE 12 24 EXISTING LINK LEVEL OF SERVICE TABLE 13 26 PROJECT TRAFFIC 26 TABLE 14 2g FINAL EXTERNAL PROJECT TRAFFIC TABLE 15 3D PEAK HOUR PROJECT TRIP DISTRIBUTION TABLE 16 32 PROGRAMMED AND PLANNED IMPROVEMENTS TABLE 17 33 ANNUAL MDT GROWTH RATES TABLE 18 FUTURE PEAK HOUR INTERSECTION VOLUMES WITHOUT PROJECT 35 TABLE 19 FUTURE INTERSECTION LOS W/O PROJECT 36 WEEKDAY PEAK HOUR CONDITIONS • • • LIST OF TABLES (continued) TABLE 20 FUTURE LINK LEVEL OF SERVICE WITHOUT PROJECT 36 TABLE 21 FUTURE PEAK HOUR INTERSECTION VOLUMES WITH PROJECT 39 TABLE 22 FUTURE INTERSECTION LOS WITH PROJECT WEEKDAY PEAK HOUR CONDITIONS 40 TABLE 23 FUTURE LINK LEVEL OF SERVICE WITH PROJECT 41 TABLE 24 AM AND PM PEAK HOUR DRIVEWAY VOLUMES 44 TABLE 25 INTERSECTION LEVEL OF SERVICE SUMMARY WEEKDAY PEAK HOUR CONDITIONS 45 • • • LIST OF FIGURES FIGURE 1 2 PROJECT LOCATION FIGURE 2 STUDY AREA FIGURE 3 PEAKING CHARACTERISTICS 16 CORAL WAY BETWEEN MIAMI AVENUE & SW 1ST AVENUE FIGURE 4 PEAKING CHARACTERISTICS MIAMI AVENUE SOUTH OF CORAL WAY ................ . FIGURE 5 PEAKING CHARACTERISTICS SW 14TH STREET BETWEEN MIAMI AVENUE & SW 1ST AVENUE 118 FIGURE 6 PEAKING CHARACTERISTICS 1 SW 1ST AVENUE SOUTH OF CORAL WAY FIGURE 8 31 AM AND PM PEAK HOUR PROJECT TRAFFIC FIGURE 9 3 FUTURE LEVELS OF SERVICE WITHOUT PROJECT FIGURE 10 42 FUTURE LEVELS OF SERVICE WITH PROJECT • • • EXECUTIVE SUMMARY The proposed Infinity project is a mixed use project consisting of approximately 433 dwelling units. The project includes approximately 600 on -site parking spaces. The site is located at 34 thru 60 SW 13th Street (Coral Way) in the City of Miami. Currently, the site is vacant, however, it is being used as parking for workers constructing the Espirito Santo project. The project will result in a net increase of approximately 139 vehicles per hour in the AM peak hour and 151 vehicle per hour in the PM peak hour. Based upon existing traffic count data, the AM volume is approximately 8% of the total two-way AM peak hour volume on Coral Way. The PM volume is approximately 10% of the total two-way PM peak hour volume on Coral Way. Primary vehicular access to the site is restricted to a two-way driveway connecting to Coral Way. A secondary two way driveway connects to SW 14th Street. Two types of level of service analysis were conducted. The first type of analysis included Intersection and roadway link level of service analysis. The second type of analysis consisted of transportation corridor analysis. For purposes of identifying the specific localized impacts of the project, level of service analysis was conducted for the existing year 2003 conditions, and future conditions in the year 2005 with and without the project. These analyses included link and intersection level of service analysis. The results from the intersection analysis and the roadway link analysis, indicate that, with or without the project, by the year 2005 there will be noticeable deterioration in the level of service on Coral Way. Although modified signal timing may be appropriate, in and of itself it will not mitigate the impacts of development in the area. Finally, the proposed project is located in the Bricked Transportation Corridor. Analysis of that transportation corridor clearly indicates that there is sufficient transportation system capacity in the Brickell Corridor to accommodate the project. • • • 1.0 INTRODUCTION The Infinity is a single phase development consisting of condominiums, retail and office space and parking. As shown in Figure 1, the site is located on the south side of SW 13th Street (Coral Way) between Miami Avenue and SW 1st Avenue. The site is located at 34 thru 60 SW 13th Street (Coral Way). The proposed development program is summarized in Table 1. TABLE 1 PROJECT DATA USE RESIDENTIAL COMMERCIAL TYPE CONDOMINIUM PARKING OFFICE RETAIL QUANTITY 433 42,120 6,346 600 UNITS DU SF SF SPACES Primary vehicular access to the site consists of a two-way driveway connecting to Coral Way. A secondary two-way driveway connects to SW 14th Street. Loading dock access is via SW 14th Street. For purposes of this traffic impact analysis, build -out has been estimated to occur by the year 2005. JACKSON M. AHLSTEDT, P.E. MNEINITY November 24, 2003 Page 1 o a • SW 7th St SW 3th St FiagTer St SE 3rd St SE 4lh Si SE 5th St SE 5th Si BISCA YNE BAY LEGEND Metrorag Station *Me rcmoVor Station FIGURE 1 PROJECT LOCATION JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 2 • • • 2.0 PURPOSE OF STUDY The primary purpose of this study is to assess the impacts of vehicular traffic on intersections and roadways within the study area due to the proposed development by conducting a roadway link and intersection level of service analysis. In addition, the report provides a general assessment of project impacts on parking and pedestrians. Specific items discussed are as follows: Determination of existing traffic volumes and levels of service for major roadways within the study area; Estimation of the number of trips generated by the proposed project and the distribution of these trips within the study area network. Estimation of future background and project traffic conditions and levels of service; ▪ Determination of whether the transportation impacts of the proposed project exceed the City of Miami concurrency standards, and solutions to mitigate any adverse impacts; ▪ Determination of project impacts on on -street parking; and, • Determination of project impacts on pedestrians. 3.0 STUDY AREA The study area's boundaries were defined to include: SW 9th Street as the northern boundary, S 17th Road as the southern boundary, South Bayshore Drive as the eastern boundary, and 1-95 as the western boundary. This area includes a one-half mile section of Coral Way. Figure 2 shows the intersections and roadway links which are most significant to the project. These include the following intersections: Coral Way and Miami Avenue Coral Way and SW 1st Avenue SW 14th Street and Miami Avenue SW 14th Street and SW 1st Avenue The roadway links include the following: Coral Way between Brickell Avenue and 1-95 JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 3 • o Metrorail Station * Metromover Station FIGURE 2 STUDY AREA JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 4 • • 4.0 EXISTING CONDITIONS The study area was surveyed to observe existing traffic conditions, identify parking locations, identify traffic count locations, and to collect traffic count data. 4.1 EXISTING ROADWAY CONDITIONS This section describes the characteristics of selected roadways in the study area. Key roadways in and/or near to the study area include Coral Way (SR-972), Brickell Avenue, Miami Avenue, and SW 1st Avenue. Of these roadways, Coral Way is by far the most significant roadway serving the proposed project. Local access to the site is provided by Coral Way and SW 14th Street. Coral Way (SR-972) Coral Way is a four lane un-divided roadway with no median between 1-95 and Brickell Avenue. Turn lanes are not provided at the intersections. Metered parking is provided on either side of the street between Miami Avenue and SW 1st Avenue. Traffic signals are located at: a Brickell Avenue Miami Avenue SW 1st Avenue SW 2nd Avenue This equates to four signalized intersections within approximately one half mile. The posted speed limit is 30 mph. For purposes of analysis, Coral Way was classified as a State Two-way Arterial, Class ill. A 15 MPH school zone is in effect from easof Miami Avenue to t30 PM (Wednesday 2 30tof PM}S.W 1 Avenue between 8 AM and 9 AM and 1:30 PM and 3 Miami Avenue Miami Avenue is one-way northbound north of S 12th Street. South of S 12th Street, Miami avenue is two-way. In the vicinity of the project Miami Avenue is a wide two-way, two lane roadway with metered parking on either side. Traffic on Miami Avenue is controlled by traffic signals at: Coral Way S 15th Road JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 5 SW 14th Street Between Brickell Avenue and Miami Avenue, SW 14th Street is a two-way, two lane roadway with parking. West of Miami Avenue, between Miami Avenue and SW 1st Avenue, SW 14th Street is a one lane one-way t terminates at SW 1 sstbound roadway t+lth Avenute� Trafficed lo on either side. This section of SW 14th SW 14th Street is controlled by traffic stop signs. SW 1st Avenue North of Coral Way, SW 1st Avenue is a one-way southbound. South of Coral Way to S 15th Road, SW 1st Avenue is a two-lane two-way roadway with metered parking on either side. Traffic on SW 1st Avenue is controlled by traffic signals at: • Coral Way • S 15th Road A 15 MPH school zone is in effect from north of SW 12th Street to south of SW 14th Street between 8 AM and 9 AM and 1:30 PM and 3:30 PM (Wednesday 2:30 PM). This section of SW 1st Avenue terminates at s 15th Road. 4.2 EXISTING SIGNAL TIMING Existing signal timing data for the signalized intersections to be analyzed was obtained from the Miami -Dade County Traffic Control Center. This data was used in the intersection capacity analysis to determine each intersections level of service (LOS) and in the roadway Zink analysis. JACKSON M, AHLSTEDT, P.E. INFINITY November 24, 2003 Page 6 • 4.3 EXISTING TRAFFIC COUNTS There are three existing Florida Department of Transportation (FDOT) traffic count stations location within or near the study area. Data for these traffic count stations is summarized in Table 2. TABLE 2 YEAR 2002 AVERAGE ANNUAL DAILY TRAFFIC (AADT) VOLUMES IN VEHICLES PER DAY (VPD) FDOT STA 1035 LOCATION SR 972ICORAL WAY, 200' NE OF SW 18TH ROAD 86 5041 SR 972ICORAL WAY, 200' WEST OF SR 5/US-1 SR 5IUS-1, 200' SOUTH OF SE 13TH STREET DIRECTIO N-1 EB EB NB 9,400 7,300 12,50 0 DIRECTIO N-2 WB WB SB 9,600 8,800 15,50 0 TOTA L 19,00 0 16,10 0 28,00 0 Source: Florida Department of Transportation, Transportation Statistics Office. Original 24 Hour machine traffic counts were taken the week of October 27, 2003 at the following locations: • Coral Way between Miami Avenue and SW 1st Avenue • SW 14th Street between Miami Avenue and SW lst Avenue • Miami Avenue between SW 14th Street and Coral Way • SW 1st Avenue between SW 14th Street and Coral Way The count program provided machine traffic counts (without vehicle classifications) summarized every 15 minutes for a 24-hour period. Machine traffic count data is summarized in Tables 6 thru 9, inclusive. Turning movement counts were obtained as follows: At the intersection of Coral Way and SW 1st Avenue, on Tuesday, November 4, 2003 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. • At the intersection of SW 1st Avenue and SW 14th Street, on Tuesday, November JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 7 • • 4, 2003 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. At the intersection of Coral Way and Miami Avenue, on Wednesday, November 5, 2003 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. At the intersection of Miami Avenue and SW 14th Street, on Thursday, November 6, 2003 between 7:00 AM and 9:00 AM and between 4:00 PM and 6:00 PM. This traffic count data, adjusted to reflect peak hour volumes for Average Annual Weekday Traffic conditions is summarized in Table 10. Weekly Volume Factors Weekly volume factors to adjust raw count data to Average Annual Daily Traffic (AADT) volumes were obtained from FDOT records o`shw year e used 2. Rather than These factorsuar'eshown in county- wide factors, Miami -Dade County South Table 3. 'TABLE 3 YEAR 2002 WEEKLY ADJUSTMENT FACTORS WEEK BEGIN DATE 44 45 10/27/02 11/3/02 END DATE 11 /2102 11/9/02 FACTOR Source: Florida Department of Transportation, Transportation Statistics Office. 1.00 1.00 Axle Adjustment Factors Weekly axle adjustment factors to adjust raw count data to Average Daily Traffic (ADT) volumes were obtained from FDOT records for the year 2002. Rather than using county- wide factors, factors for SR 972 were used. These factors are shown in Table 4. JACKSON NI. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 8 • • TABLE 4 YEAR 2002 WEEKLY AXLE ADJUSTMENT FACTORS WEEK BEGIN DATE 44 45 10/27/02 11 /3/02 END DATE 11 /2/02 11/9/02 Source: Florida Department of Transportation, Transportation Statistics Office. Peak Season Adjustment Factors Peak season adjustment factors were obtained from FDOT records for the years 2000 through 2002. Consistent with the FDOT 2002 Quality/Level of Service Handbook, the median weekly factor for the thirteen highest ighte minede Theeeakeks of the year (the peak season adjustment factor season) for each of the three years was de p was determined to be 1.022. These factors are shown in Table 5. TABLE 5 SEASONAL ADJUSTMENT FACTORS YEAR 2000 2001 2002 MEDIAN FACTOR 1.024 1.025 1.016 1.022 Source of yearly data: Florida Department of Transportation, Transportation Statistics Office. The significance of the peak season adjustment factor is that it shows that there is less than a 3% difference between average annual daily traffic and peak season traffic. This is well within the ability to accurately measure and/or estimate traffic volumes. The roadways in question are not seasonal roadways and average annual weekday conditions are not significantly different than peak season conditions. JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 9 • • • TABLE 6 EXISTING TRAFFIC CORAL WAY BETWEEN MIAMI AVENUE AND SW 1ST AVENUE RAW DATA ADT AM PEAK HOUR MID -DAY PK HR PM PEAK HOUR EASTBOUND 9,664 1,527 612 550 WEEKLY ADJUSTMENT FACTOR AXLE ADJUSTMENT FACTOR ADJUSTED DATA EASTBOUND AADT 9,500 AM PEAK HOUR 1,500 MID -DAY PK HR 600 PM PEAK HOUR 540 PERCENTAGE OF DAILY TRAFFIC AADT N/A AM PEAK HOUR 10.34% MID -DAY PK HR 7.15% PM PEAK HOUR 8.72% K(100) 10.56% WESTBOUND 8,564 365 693 1,039 1.00 0.98 WESTBOUND 8,400 360 680 1,020 2-WAY 18,228 1,892 1,305 1,589 2-WAY 17,900 1,850 1,280 1,560 DIRECTIONAL DISTRIBUTION EASTBOU ND 53% 81% 47% 35% 81 % WESTBOUND 47 % 19% 53% 65% 19% JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 10 • • TABLE 7 EXISTING TRAFFIC MIAMI AVENUE SOUTH OF CORAL WAY RAW DATA ADT AM PEAK HOUR MID -DAY PK HR PM PEAK HOUR NORTHBOUND 3,276 397 232 217 WEEKLY ADJUSTMENT FACTOR AXLE ADJUSTMENT FACTOR SOUTHBOUND 1,794 116 162 191 1.00 0.98 2-WAY 5,070 513 394 408 ADJUSTED DATA AADT AM PEAK HOUR MID -DAY PK HR PM PEAK HOUR NORTHBOUND 3,200 390 230 210 PERCENTAGE OF DAILY TRAFFIC AADT AM PEAK HOUR MID -DAY PK HR PM PEAK HOUR K(100) N/A 10.00% 7.80% 8.00% 10,22% SOUTHBOUND 1,800 110 160 190 2-WAY 5,000 500 390 400 DIRECTIONAL DISTRIBUTION NORTHBOUND 64% 78% 59% 53% 78% SOUTHBOUND 36% 22% 41% 48% 22% JACKSON M. AI4LSTEDT, P.E. INFINITY November 24, 2003 Page 11 • • TABLE 8 EXISTING TRAFFIC SW 14TH STREET BETWEEN MIAMI AVENUE & SW 1ST AVENUE RAW DATA ADT EASTBOUND 0 WESTBOUND 468 2-WAY 468 AM PEAK HOUR MID -DAY PK HR PM PEAK HOUR 0 0 0 WEEKLY ADJUSTMENT FACTOR 133 35 34 1.00 133 35 34 AXLE ADJUSTMENT FACTOR ADJUSTED DATA AADT AM PEAK HOUR MID -DAY PK HR PM PEAK HOUR AADT EASTBOUND 0 0 0 0 PERCENTAGE OF DAILY TRAFFIC AM PEAK HOUR MID -DAY PK HR PM PEAK HOUR N/A 26.00% 6.00% 6.00% 0.98 WESTBOUND 500 130 30 30 2-WAY 500 130 30 30 DIRECTIONAL DISTRIBUTION EASTBOUND 0% 0% 0% 00/0 WESTBOUND 100% 100% 100% 100% K(100) JACKSON M. AHLSTEDT, P.E. 26.56% 0% 100% INFINITY November 24, 2003 Page 12 • • TABLE 9 EXISTING TRAFFIC SW 1ST AVENUE SOUTH OF CORAL WAY RAW DATA NORTHBOUND ADT 1,067 AM PEAK HOUR 61 MID -DAY PK HR PM PEAK HOUR 118 210 SOUTHBOUND 2-WAY 1,443 2,510 128 246 97 307 WEEKLY ADJUSTMENT FACTOR 1.00 AXLE ADJUSTMENT FACTOR ADJUSTED DATA NORTHBOUND AADT AM PEAK HOUR 1,000 MID -DAY PK HR 60 120 PM PEAK HOUR 210 PERCENTAGE OF DAILY TRAFFIC AADT AM PEAK HOUR N/A 6.80% MID -DAY PK HR PM PEAK HOUR 9.60% 12.00% K(100) JACKSON M. AHLSTEDT, PE. 12.26% 0.98 SOUTHBOUND 1 2-WAY 1,400 1 2,500 110 170 130 240 100 300 DIRECTIONAL DISTRIBUTION NORTHBOUND 40% 35% 50% 70% 70% SOUTHBOUND 56% 65% 54% 33% 33% INFINITY November 24, 2003 Page 13 • • 4.3.1 PEAK HOURS This section identifies characteristics of existing peak hour traffic in the study area. These characteristics include AM and PM peak hours, Planning Analysis Hour Factor (Kioo) factors and Directional Distribution (D) factors. Coral Way The peaking characteristics of Coral Way between Miami Avenue and SW 1st Avenue are presented graphically in Figure 3. As can be seen from Figure 3, this section of Coral Way experiences the following three peaks. • An AM Peak of approximately 10.34% beginning at 8:OOam • A mid -day peak of approximately 7.15% beginning at 12:00pm • A PM Peak of approximately 8.72% beginning at 4:45pm The K100 for this section of roadway was estimated to be 10.56%. The D factor for this section of roadway was estimated to be 81.08%. Miami Avenue The peaking characteristics of Miami Avenue between Coral Way and SW 14th Street are presented graphically in Figure 4. As can be seen from Figure 4, this section of Miami Avenue experiences the following three peaks. • An AM Peak of approximately 6.80% beginning at 8:15am • A mid -day peak of approximately 9.60% beginning at 1:30pm A PM Peak of approximately 12.00% beginning at 5:00pm The K100 for this section of roadway was estimated to be 12.26%, The D factor for this section of roadway was estimated to be 70.00%. SW 14th Street The peaking characteristics of SW 14th street between Miami Avenue and SW 1st Avenue are presented graphically in Figure 5. As can be seen from Figure 5, this section of SW 1st Street experiences the following three peaks_ An AM Peak of approximately 26.00% beginning at 6:00am • A mid -day peak of approximately 6.00% beginning at 11:30am • A PM Peak of approximately 6.00% beginning at 3:15pm The K100 for this section of roadway was estimated to be 26.56%. The D factor for this JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 14 flo • • section of roadway was estimated to be 100.00%. SW 1st Avenue The peaking characteristics of SW 1st Avenue between Coral Way and SW 14th Street are presented graphically in Figure 6. As can be seen from Figure 6, this section of SW 1st Avenue experiences the following three peaks. • An AM Peak of approximately 10.00% beginning at 9:3Oam • A mid -day peak of approximately 7.80% beginning at 1:45pm • A PM Peak of approximately 8.00% beginning at 2:30pm The K10O for this section of roadway was estimated to be 10.22%. The D factor for this section of roadway was estimated to be 78.00%. JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 15 12.00% 10.00% U LL g 8 00% CORAL WAY BETWEEN MIAMI AVENUE & SW ISTAVENUE J 0 L 6.00% 0 w Q 1- w 4.00% 0 re a 2.00% 0 0:00 5:00 10:00 15:00 HOUR BEGINING 1 It 20:00 I FIGURE 3 PEAKING CHARACTERISTICS CORAL WAY BETWEEN MIAMI AVENUE & SW 1ST AVENUE JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 16 • • 12.00% 10.00% MIAMI AVENUE SOUTH OF CORAL WAY 0 tt • 8.00% Q • 6.00% 0 Q Z 4.00% W U W O. 2.00% 1 III 1l 1 10:00 15:00 HOUR BEGINING 0; 0:00 5:00 20:00 FIGURE 4 PEAKING CHARACTERISTICS MIAMI AVENUE SOUTH OF CORAL WAY JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 17 • • 30.00% 25.00% SW I4TH STREET BETWEEN MIAMI AVENUE & SW 1 ST AVENUE U � LL 20.00% 1- 0 LL 15.00% 0 F ! I W10.00%I 0 � I w 5.00% I I I ► ► ► 0pails* r"`-.•I•Y"' 0:00 5:00 10:00 15:00 2000 HOUR BEGINING ► 1 ► FIGURE 5 PEAKING CHARACTERISTICS SW 14TH STREET BETWEEN MIAMI AVENUE & SW 1ST AVENUE JACKSON M. AIiLSTEDT, P.E. INFINITY November 24, 2003 Page 18 • • 14.00% 12.00%© U 10.00% Q [L Q 8.007 0 1- 4.00% W 0 2.00% SW 1ST AVENUE SOUTH OF CORAL WAY 1 6.00% j 0 0:00 5:00 10:00 15:00 HOUR BEGINING 20:00 FIGURE 6 PEAKING CHARACTERISTICS SW 1ST AVENUE SOUTH OF CORAL WAY JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 19 • • • 4.32 PREVAILING TRAFFIC CONDITIONS This section describes the traffic conditions on selected roadways and at selected intersections in the study area. Coral Way Although heavy during peak hours, traffic flow on the section of Coral Way in the study area is reasonably acceptable. Congestion around the school is notable during school zone hours. During peak hour conditions queues extend back from the signalized intersections. SW 14th Street Due to the minimal amount of traffic, traffic flow on SW 14th Street is good. The section between Miami Avenue and SW 1st Avenue is primarily used by construction workers. This explains the rather unusual pattern of activity on the street. Violations of the one way westbound restriction was noted during peak hours. Miami Avenue Traffic flow on Miami Avenue is good. SW 9 st Avenue Traffic flow on SW lst Avenue is good. Congestion around the school is notable during school zone hours. JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 20 • • '3'd `1031S 1HV 'W NOS)l3V CORAL WAY & SW 1 AVENUE CORAL WAY & MIAMI AVENUE SW 14 STREET & MIAMI AVENUE SW 14 STREET & SW 1 AVENUE 1 318 TABLE 10 EXISTING AM & PM PEAK HOUR INTERSECTION VOLUMES 978 746 33 14 44 5 0 0 0 7 0 CORAL WAY & SW 1 AVENUE 0 CORAL WAY & MIAMI AVENUE 92 SW 14 STREET & MIAMI AVENUE 4 SW 14 STREET & SW 1 AVENUE 0 0 0 7 429 318 0 15 292 . 97 19 11 28 12 0 11 0 38 0 0 14 0 11111111111111111111111111111111111111111111 20 988 861 0 0 . 15 89 63 297 51 23 59 351 40 22 21 78 0 20 53 137 30 1 168 22 52 8 67 53 120 0 164 6 12 120 15 156 397 Source: Original traffic counts taken November 4,5 or 6, 2003. 56 0 290 62 • • • 4.4 MASS TRANSIT The site is located in the Brickell Corridor and is served by a significant mass transit network. There are several MetroBus routes serving the study area including routes 6, 8, 24, 48, 95, and B. MetroRail and Metromover also serve the study area. The closest Metromover station is the Brickell Station located on SW 1st Avenue between SW 11th and 12th Streets. This station is approximately one and one-half blocks from the proposed project. Each Metromover car has a seated capacity of 12 people. Cars are operated in pairs. Metromover vehicles operate at a 150 second headway. The closest MetroRail station is the Brickell Station located at 1001 SW 1st Avenue. 4.5 EXISTING LEVEL OF SERVICE Each of the selected intersections were analyzed to determine their level of service. The Highway Capacity Manual (HCM) 2000 methodology based Highway Capacity Software, HCS Version 4.1 d was used. The results are shown in Table 11 and on Figure 7. The intersection level of service analyses are included in Appendix A. Link analysis, based upon AM and PM peak hour directional volumes, was also performed for the section of Coral Way between SW 32nd Avenue and SW 37th Avenue using the FOOT ARTPLAN 2003 version � 1 Table 4 7s The 3esui s of these analyses) software and T 2002 e Quality/Level of Service Handbook, summarized in Table 12. JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 22 • • • TABLE 11 EXISTING INTERSECTION LEVEL OF SERVICE WEEKDAY PEAK HOUR CONDITIONS INTERSECTION CORAL WAY & SW 1 AVENUE CORAL WAY & MIAMI AVENUE SW 14 STREET & MIAMI AVENUE SW 14 STREET & SW 1 AVENUE A JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 23 • • • TABLE 12 EXISTING LINK LEVEL OF SERVICE STI Coral Way FRO Brickell Avenue SW 2nd Avenue AM=B PM=B ARTPLAN LOS CRITERIA PEAK HOUR AM Peak Hour Directional Service Volume (VPH) LOS A N/A B 1100 1710 0 1770 1840 MAXIMUM PEAK HOUR DIRECTIONALVOLUME (VPH) 1,037 PM Peak Hour Directional Service Volume (VPH) N/A 1050 1630 1690 1750 1,037 Notes: 1.) AM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 60 seconds and an average G/C of 0.57. 2.) PM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 60 seconds and an average G/C of 0.55. 3.) Maximum peak hour directional volumes are calculated from year 2002 FDOT data for count station 56 (AADT = 16,100; K= 9.20%; and, D = 67.99%) and escalated by 3% per year for one year. JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 24 • • • 5.0 TRIP GENERATION The total number of vehicular trips generated by the project was determined for the AM and PM peak hours using the Institute of Transportation Engineers (ITE) publication, Trip Generation, 6th Edition. The number of vehicular trips generated by the project was based on the total number of condominium units, using data for ITE Land Use Code 230; plus the total square footage of office, using data for ITE Land Use Code 710; plus the total square footage of retail space, using data for ITE Land Use Code 814. These trips are the total number of vehicular trips generated by the project before adjusting for internalized trips and pedestrian and mass transit trips. JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 25 • • 433 DU TABLE 13 PROJECT TRAFFIC 42,120 T TJ WEEKDAY IN OUT TOTA L 1,131 1,131 2,262 342 342 683 AM PEAK HOUR OF ADJACENT STREET 129 129 258 1,60 2 1,60 2 3,20 4 VP D VP D VP D IN 28 82 20 130 VP H 168 VP 298 VP H VP VP H VP H OUT TOTA L 135 163 11 94 PM PEAK HOUR OF ADJACENT STREET IN OUT 138 68 22 105 21 41 7 9 167 182 TOTA L 206 127 16 349 The first adjustment to the trips shown in Table 13 was made to account for internalization of trips in a mixed use development. Using techniques documented in the ITE publication Trip Generation Handbook, October 1998 it was determined that on a daily basis approximately 3% of the trips shown in Table 13 would be internal trips. For the PM Peak JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 26 • o Hour it was determined that approximately 3% of the trips shown in Table 13 would be internal trips. The second adjustment to the trips shown in Table 13 was made to account for modal splits. Because of its proximity to transit service and the nature of the area, it is anticipated that 15% of the person trips will use mass transit or walk. These person trips will not negatively effect traffic conditions, and therefore, are not included in the vehicle trips distributed throughout the study area. The remaining 85% of the person trips generated by the project were distributed throughout the study area as new vehicle trips. Table 14 summarizes external trips for the project after accounting for internalized trips and modal splits. JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 27 • CORAL WA J(4/ �P SLEG ND AM/PM INTERSECTION LEVEL OF SERVICE LINK LEVEL OF SERVICE (PM) (AM) FIGURE 7 EXISTING LEVELS OF SERVICE JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 28 • • • AUTO TABLE 14 FINAL EXTERNAL PROJECT TRAFFIC VEHICLE TRIPS AUTO AM PEAK HOUR OF ADJACENT STREET IN 23 OUT 112 TOTA L 135 68 9 78 PM PEAK HOUR OF ADJACENT STREET IN 114 OUT 56 TOTA L 171 18 87 105 16 18 34 6 8 14 10 7 13 9 24 6 13 8 15 1 28 9 VP D VP D VP D VP H VP H VP H As can be seen from Table 14, the estimated number of new vehicle trips entering the site during the AM peak hour is 107 vph. The estimated number of new vehicle trips leaving the site during the AM peak hour is 139 vph. The estimated number of new vehicle trips entering the site during the PM peak hour is 138 vph. The estimated number of new vehicle trips leaving the site during the PM peak hour is 151 vph. 6,0 TRW DISTRIBUTION AND TRAFFIC ASSIGNMENT The project site is located in Traffic Analysis Zone (TAZ) 579 (note that this is the new JACKSON M. AHLSTEDT, P.F. INFINITY November 24, 2003 Page 29 • 41 zone numbering system). The cardinal distribution of the traffic within TAZ 579 was obtained from Miami -Dade County. The distribution is as follows: North -Northeast 20.00% East -Northeast 7.59% East -Southeast 0.69% South -Southeast 1.19% South -Southwest 3.76% West -Southwest 27.33% West -Northwest 18.84% North -Northwest 20.59% The distribution of AM and PM project trips is summarized in Table 15. Based upon this trip distribution, the project trips were assigned to the roadway network. This is shown in Figure 8. TABLE 15 PEAK HOUR PROJECT TRIP DISTRIBUTION NORTH NNW NNE 20.59% EAST 20,00% ENE j 7.59% ESE 1 0.69% SOUTH SSE 1.19% SSW 13.76% WEST WSW 1 27.33% WNW j 18.84% TOTAL 99.99% AIiTI TOTAL 51 49 19 2 3 9 67 46 246 22 PS' PIt TRIIPS. TOTALJ 29 1 60 21 1 28 1 58 8 j 11 1 22 1 1 2 1 1 2 1 3 4 1 5 j 11 29 i 38 j 79 20 i 26 1 54 107 j 139 j 289 I38. 28 28 10 1 2 5 38 26 138 Si 31 30 11 1 2 6 41 28 151 JACKSON M. AHLSTEOT, P.E. INFINITY November 24, 2003 Page 30 • • • 64169 CORAL WAY �---- 49/64 100/2D0 = AM/PM PEAK HOUR PROJECT TRAFFIC IN VEHICLES PER HOUR FIGURE 8 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 31 e • 7.0 PROGRAMMED AND PLANNED ROADWAY IMPROVEMENTS Programmed and planned improvements in or near the study area were identified using the Miami -Dade County Transportation improvement Program (TIP), 2004. These improvements are detailed in Table 16 TABLE 16 PROGRAMMED AND PLANNED IMPROVEMENTS SW 2nd Avenue At Miami River SR 51Brickell Avenue SofSE25th Rd SR 972/Coral Way W of SW 12th Avenue SE 4th Street SR-5/US-1 Replace movable span bridge (construction) Resurfacing Resurfacing Completed 2003 Construction 2007 Construction 2007 JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 32 • • 8.0 FUTURE TRAFFIC CONDITIONS WITHOUT THE PROJECT Future traffic conditions without the project were analyzed. uture trafficraffic consisting of Background traffic background traffic and committted developmentaffic was est was estimated by applying an annual growth factor to existing traffic. The annual growth factor of 3% per year was developed based upon the historical traffic count data shown in Table 17. TABLE 17 ANNUAL AADT GROWTH RATES VOLUMES IN VEHICLES PER DAY (VPD) FOOT LOCATION STA 1035 SR 9721CORAL WAY, 200' NE OF SW 18TH ROAD 1986 14,544 15,400 19,000 `PEARL' Y . RATE 1.68% 86 5041 Total SR 972/CORAL WAY, 200' WEST OF SR 5/US-1 SR 5/US-1, 200' SOUTH OF SE 13TH STREET 9,978 17,856 42,378 10,100 25,500 51,000 16,100 28,000 63,100 3.04% 2.85% 2.52% Future traffic conditions were analyzed for year 2005. The growth rate of 3% per year was applied to the 2002 FDOT traffic counts and the 2003 original traffic count volumes in order to achieve 2005 traffic volumes. In addition, associatedity of 'vv�h i data on major those developments tted was developments was researched and the trafficomefl included in the analysis. These developments consisted of the following projects: • Coral Station • Brickell View Brickell Station • Brickell Grand • Four Seasons • Yacht Club • Marriott • Bayshore Palms • Brickell Bay Plaza • Brickell Bay Village Brickell Commons Brickell Main Street JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 33 • • • Espirito Santo • Park Place Table 18 provides the future traffic volumes volumes with the associated movement. intersection level of service by using the previously described analysis, without the infinity project and shows these These volumes were used to determine same software programs as used for the The intersection level of service for the future traffic volumes without the Infinity project are shown in Table 19 and on Figure 9. The analysis shows a deterioration in the intersection level of service during the AM and PM peak hours. The intersection level of service analyses are included in Appendix B. The Zink level of service analysis for future AM and PM peak hour directional traffic conditions was performed on the previously identified roadway link. These results are summarized in Table 20. JACKSON M. AHLSTE©T, P.E. INFINITY November 24, 2003 Page 34 • • • '3'd '1Q31S1HY 'W NOSN3Vr z 3 rr m E�NE mnri a - ca — co a cri CORAL WAY & SW 1 AVENUE TABLE 18 FUTURE PEAK HOUR 1NTERSECTiON VOLUMES WITHOUT PROJECT CORAL WAY & MIAMI AVENUE 411 SW 14 STREET & MIAMI AVENUE 0 SW 14 STREET & SW 1 AVENUE 0 1544 0 72 50 606 0 0 0 0 30 g 664 145 20._ 7 12 42 13 7 0 12 0 CORAL WAY & SW 1 AVENUE CORAL WAY & MIAMI AVENUE SW 14 STREET & MIAMI AVENUE SW 14 STREET & SW 1 AVENUE 0 198 4 0 824 64 804 40 2 4 0 0 53 1480 32 1384 207 120 56 80 0 16 13 15 0 1 50 0 0 112 621 68 692 42 132 1 445 106 38 462 6 151 1 142 46 44 1 85 28 28 1 358 63 55 406 127 166 415 280 23 8 0 172 2 0 • • TABLE 19 FUTURE INTERSECTION LOS WfO PROJECT WEEKDAY PEAK HOUR CONDITIONS CORAL WAY & SW 1 AVENUE E CORAL WAY & MIAMI AVENUE SW 14 STREET & MIAMI AVENUE SW 14 STREET & SW 1 AVENUE TABLE 2© FUTURE LINK LEVEL OF SERVICE WITHOUT PROJECT F B STR Coral Way ARTPLAN LOS CRITERIA PEAK HOUR FROM Brickell Avenue SW 2nd Avenue LOS r AM Peak Hour Directional Service Volume (VPH) A NIA 6 1100 c 1710 1770 1840 AM=C PM-D MAXIMUM PEAK HOUR DIRECTIONALVOLUME (VPH) 1,693 PM Peak Hour Directional Service Volume (VPH) Notes: NIA 1050 1630 1690 1750 1,660 1.) AM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 60 seconds and an average G/C of 0.57. 2.) PM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 60 seconds and an average GIC of 0.55. 3) Maximum peak hour directional volumes are calculated from year 2002 FDOT data for count station 86 (AADT =16,100; K= 9.20%; and, D = 67.99%) escalated by 3% per year for three years and includes committed development traffic. JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 36 • • • SW 3rd Ave 43 CORAL WA /Sly /E43Abailmv S s 0 N NTS SITE coLEG ND AM/PM INTERSECTION LEVEL OF SERVICE LINK LEVEL OF SERVICE (PM) (AM) FIGURE 9 FUTURE LEVELS OF SERVICE WITHOUT PROJECT JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 37 • • 9.0 FUTURE CONDITIONS WITH PROJECT TRAFFIC Future traffic conditions with project traffic were analyzed for the year 2005. This was accomplished by using the 2005 estimated traffic volumes without the project and adding the traffic generated by the project (as shown in Table 15). Table 21 details the future traffic plus project traffic volumes for the AM and PM peak hours. These volumes were then used to determine the intersection levels of service using the same procedures as previously stated. For the most part, there were only minor changes between the year 2005 future intersection level of service with and without the project. This is shown in Table 22 and on Figure 10. The intersection level of service analyses are included in Appendix C. The link level of service analysis for future AM and PM peak hour directional traffic conditions with the project was performed on the previously identified roadway links. These results are summarized in Table 23. JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 38 • • • O 1S1HV V N z 0 3 a spt -0 pl 4' 'h co NQZ (0 [dal CORAL WAY & SW 1 AVENUE TABLE 21 FUTURE PEAK HOUR INTERSECTION VOLUMES WITH PROJECT CORAL WAY & MIAMI AVENUE 468 SW 14 STREET & MIAMI AVENUE CORAL WAY & SW 1 AVENUE CORAL WAY & MIAMI AVENUE SW 14 STREET & MIAMI AVENUE SW 14 STREET & SW 1 AVENUE 72 50 670 0 30 0 112 185 358 145 20 621 68 46 63 42 13 692 42 45 55 132 1 1 406 0 888 64 53 .... 1549 0 120 259 815 41 32 1394 207 56 4 2 4 16 14 80 n 0 23 0 50 0. 445 462 151 06 141 406 38 28 127 6 29 166 415 • • • TABLE 22 FUTURE INTERSECTION LOS WITH PROJECT WEEKDAY PEAK HOUR CONDITIONS INTERSECTION CORAL WAY & SW 1 AVENUE CORAL WAY & MIAMI AVENUE SW 14 STREET & MIAMI AVENUE SW 14 STREET & SW 1 AVENUE A A 2005.LO WIO PROJECT JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 40 • • • TABLE 23 FUTURE LINK LEVEL OF SERVICE WITH PROJECT STREET` FROM Coral Way Brickell Avenue ARTPLAN LOS CRITERIA PEAK HOUR TO., SW 2nd Avenue LOS A AM Peak Hour Directional Service Volume (VPH) PM Peak Hour Directional Service Volume (VPH) NIA NIA 8 1100 1060 1710 1630 1770 1690 1840 1750 LOS AM=E PM=E MAXIMUM PEAK HOUR DIRECTIONALVOLUME (VPH) 1,785 1,12 Notes: 1.) AM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 60 seconds and an average GIC of 0.57. 2.) PM Peak Hour Directional Service Volumes are taken from ARTPLAN analysis using a cycle length of 60 seconds and an average GIC of 0.55. 3) Maximum peak hour directional volumes are calculated from year 2002 FDOT data for count station 86 (AADT = 16,100; K= 9.20%; and, D = 67.99%) escalated by 3% per year for three years and includes committed development traffic and project traffic. JACKSON M. AHLSTEDT, R.E. INFINITY November 24, 2003 Page 41 • • • co k. co CORAL WA 441 Or 4tory Spk 74 417 v `u NTS 1•• P coLEG ND SITE AM/PM INTERSECTION LEVEL OF SERVICE LINK LEVEL OF SERVICE (PM) (AM) FIGURE 10 FUTURE LEVELS OF SERVICE WITH PROJECT JACKSON M. AHLSTEDT, F.E. INFINITY November 24, 2003 Page 42 • • • 10.0 ON -STREET PARKING There are parking spaces on either side of Coral Way. Adjacent to the site there are existing on -street parking spaces. The project may result in the elimination of some existing on -street parking spaces. The project will provide some 600 on -site parking spaces. Parking will be provided for residents, employees and visitors to the site. 11.0 PEDESTRIANS During school hours pedestrian activity was noted in the immediate vicinity of the site. There are pedestrian provisions in the signalized intersection at Coral Way and Miami Avenue and at Coral Way and SW 1 st Avenue. The proposed project will not significantly impact pedestrian movements along Coral Way or SW 14th Street. 12.0 PROJECT SITE PLAN Traffic and transportation aspects of the proposed site plan were reviewed and analyzed. 12.1 PROJECT DRIVEWAYS The proposed project includes two, twoway driveways. One Way and the other driveway connects to SW 14th Street. Table 24 summarizes the AM and PM peak hour driveway service points to the parking garage. driveway connects to Coral volumes anticipated at the JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 43 • • • TABLE 24 AM AND PM PEAK HOUR DRIVEWAY VOLUMES IN VEHICLES PER HOUR (VPH) GARAGE ENTRANCE 107 139 INBOUND OUTGO' 138 151 Queuing analysis was conducted based consist of an inbound lane and anhe ouigbougd will be controlled by a card reader system and lane. Analysis of potential inbound queues for the AM and PM peak hours indicates that there is better than a 95% probability that the queue should not exceed 3 vehicles including the vehicle being processed. Analysis of potential outbound queues for the AM and PM peak hours indicates that there is better than a 95% probability that the queue should not exceed 3 vehicles including the vehicle being processed. Although no control point is shown on the ground level plan, provided by the project architect, dated September 1, 2003, it appears that the potential control point could be well within the property, over 100' from the south curb line of Coral Way or the north curb line of SW 14th Street, and that the anticipated queues could be accommodated without impacting off -site traffic flows. 12.2 PROJECT LOADING DOCK The proposed site plan depicts a loading dock area with four bays along the south side of the property. Access to the loading dock is from SW 14th Street. The loading dock area should be adequate to serve the type and magnitude of the proposed mixed -use project. Loading dock maneuvering will occur in the SW 14th Street right-of-way and may affect pedestrian and vehicular movements on that street. 12.3 PEDESTRIAN ACCESS The proposed site plan provides pedestrian access to Coral Way and SW 14th Street. JACKSON M. AHLSTEDT, P.E. INFINITY November 24, 2003 Page 44 • • • 13.0 CONCLUSIONS After reviewing the results from the intersection analysis and the roadway link analysis, it can be concluded that with or without the project, by the year 2005 there will be some deterioration in the level of service on Coral Way. ions of Coral As would be expected, the intersection analysis,conducted� stAvenue showstdegratdati n of the Way and Miami Avenue and Coral Way and level of service during the AM and PM peak hours. Additional analysis indicates that there are no readily apparent physical improvements which could be implemented; and modified signal timing will not mitigate the impacts of anticipated development in the area. The roadway link analysis yields similar level of service results, indicating that roadway levels of service will be reduced through the year 2005 with or without the project The results of all of these analyses are shown in Table 25. Finally, the corridor analysis provided in Brickellpperartoaccommodate theproposed Appendix ntes that ere sl cient transportation system capacity in the project. TABLE 25 INTERSECTION LEVEL OF SERVICE SUMMARY WEEKDAY PEAK HOUR CONDITIONS AM CORAL WAY & SW 1 AVENUE CORAL WAY & MIAMI AVENUE SW 14 STREET & MIAMI AVENUE SW 14 STREET & SW 1 AVENUE JACKSON M. AHLSTEDT, P.E. PM° C NIA N/A NONE REQUIRED NONE REQUIRED N/A N/A NONE REQUIRED NONE REQUIRED INFINITY November 24, 2003 Page 45 • • • APPENDIX A Existing Intersection Levels of Service • • Analyst: J. AHLSTEDT Agency: Date: 11/24/2003 Period: AM PEAK HOUR Project ID: INFINITY E/W St: CORAL WAY No. Lanes LGConfig Volume Lane Width RTQR Vol Eastbound L T R HCS2000: Signalized Intersections Release 4.1d Inter.: 2257 Area Type: All other areas Jurisd: Year : EXISTING N/S St: SW 1ST AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 2 0 TR 978 33 11.0 0 Duration 0.25 Phase Combination EB Left Thru Right Peds WE Left Thru Right Peds NB Right SB Right Green Yellow All Red 0 2 0 LT 14 318 11.0 0 1 0 LTR 15 0 15 11.0 0 Area Type: All other areas Signal Operations 1 2 3 4 5 NB Left A P Thru A P Right A Peds p SB Left A Thru A Right A Peds EB Right WE Right 36.0 4.0 0.0 Appr/ Lane Grp Lane Group Capacity Southbound L T R 1 1 1 L T R 89 63 168 11.0 11.0 11.0 0 6 7 8 16.0 4.0 0,0 Cycle Length: 60.0 Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS secs Eastbound TR 2021 Westbound LT 1817 3028 Northbound LTR 388 1456 3368 0.54 0.60 8.2 A 8.2 0.22 0.60 5.8 A 5.8 A 0.16 Southbound L 340 1275 0.35 T 475 1783 0.17 R 404 1516 0.72 Intersection Delay = 11.5 0.27 17.1 B 17.1 B 0.27 18.4 B 0.27 17.1 B 22.7 C 0.27 26.0 C (sec/veh) Intersection LOS = B INFINITY Appendix A November 24, 2003 Page A-1 • HCS2000: Analyst: J. AHLSTEDT Agency: Date: 11/24/2003 Period: PM PEAK HOUR Project ID: INFINITY E/W St: CORAL WAY Signalized Intersections Release 4.1d Inter.: 2257 Area Type: All other areas Jurisd: Year : EXISTING No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R 0 2 0 TR 429 47 11.0 0 N/S St: SW 1ST AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 2 0 LT 13 988 11.0 0 1 0 LTR 78 0 20 11.0 0 Southbound L T R 1 1 1 L T R 53 120 290 11.0 11.0 11.0 0 Duration 0.25 Area Type: All other areas Signal Operations 2 3 4 Phase Combination 1 EB Left Thru P Right P Peds WB Left Thru P Right Peds NB Right SB Right Green Yellow All Red 36.0 4.0 0.0 Appr/ Lane Grp Lane Group Capacity 5 6 NB Left A Thru A Right A Peds SB Left A Thru A Right A Peds EB Right WB Right 8 16.0 4.0 0.0 Cycle Length: 60.0 Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS secs Eastbound TR 1998 Westbound LT 1908 Northbound LTR 259 3330 0.25 0.60 5.9 A 5.9 A 3180 0.60 0.60 8.9 A 8.9 A 971 0.57 0.27 21.9 C 21.9 C Southbound L 333 1248 0.25 T 475 1783 0.31 R 404 1516 0.85 Intersection Delay = 14.1 0.27 0.27 0.27 (seclveh) 17.7 17.9 37.0 B B 29.4 C D Intersection LOS = B INFINITY Appendix A November 24, 2003 Page A-2 HCS2000: Analyst: J. AHLSTEDT Agency: Date: 11/24/2003 Period: AM PEAK HOUR Project ID: INFINITY E/W St: CORAL WAY Signalized Intersections Release 4.1d Inter.: 2256 Area Type: All other areas Jurisd: Year : EXISTING No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R 0 2 0 LTR 318 746 44 11.0 0 N/S St: MIAMI AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 2 0 LTR 5 292 97 11.0 0 0 2 0 LTR 19 297 51 11.0 0 Southbound L T R 0 2 0 LTR 23 59 22 11.0 0 Duration 0.25 Area Type: All other areas Signal Operations 2 3 4 Phase Combination 1 EB Left Thru P Right P Peds WB Left P Thru P Right P Peds NB Right SB Right Green Yellow All Red 32.0 4.0 1.0 Appr/ Lane Grp Lane Group Capacity Adj Sat Ratios Flow Rate Ss? v/c g/C Delay LOS NB SB EB WB Left Thru Right Peds Left Thru Right Peds Right Right 5 A A A A A A 18.0 4.0 1.0 Cycle Intersection Performance Summary Lane Group 6 7 8 Length: 60.0 secs Approach Delay LOS Eastbound LTR 1291 Westbound LTR 1591 Northbound LTR 923 Sorthbound LTR 808 INFINITY Appendix A 2420 2984 3077 2692 1.00 0.53 37.9 D 37.9 D 0.28 0.53 8.1 A 8.1 A 0.50 0.19 Intersection Delay = 26.8 0.30 17.8 0.30 15.7 B 17.8 B B 15.7 B (sec/veh) Intersection LOS = C November 24, 2003 Page A-3 • • HCS2000: Signalized Intersections Release 4.1d Analyst: J. AHLSTEDT Inter.: 2256 Agency: Area Type: All other areas Date: 11/24/2003 Jurisd: Period: PM PEAK HOUR Year : EXISTING Project ID: INFINITY E/W St: CORAL WAY N/S St: MIAMI AVENUE SIGNALIZED Eastbound L T R No. Lanes ! 0 2 0 LGConfig I LTR Volume 192 397 38 Lane Width 1 11.0 RTOR Vol 1 0 INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 2 0 LTR 20 861 131 11.0 0 0 2 0 LTR 53 137 30 11.0 0 Southbound L T R 0 2 0 LTR 12 120 162 11.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left P NB Left A Thru P Thru A Right P Right A Peds Peds WB Left P SB Left A Thru P Thru A Right P Right A Peds Peds NB Right EB Right SE Right WB Right Green 33.0 17.0 Yellow 4.0 4.0 All. Red 1.0 1.0 Cycle Length: 60.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound LTR 1183 2150 0.47 0.55 9.6 A 9.6 A Westbound LTR 1711 3111 0.68 0.55 12.0 B 12.0 B Northbound LTR 730 2577 0.39 0.28 17.7 B 17.7 B Southbound LTR 813 2869 0.51 0.28 18.6 B 18.6 B Intersection Delay = 13.2 (sec/veh) Intersection LOS = B INFINITY Appendix A November 24, 2003 Page A-4 HCS2000: Unsignalized Intersections Release 4.1d • • • TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 11/24/2003 Analysis Time Period: AM PEAK HOUR Intersection: SWI4SMA Jurisdiction: Units: U. S. Customary Analysis Year: EXISTING Project ID: INFINITY East/West Street: SW 14TH STREET North/South Street: MIAMI AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 Z T R I L T R Volume 12 351 40 22 52 8 Peak -Hour Factor, PHF 0.75 0.78 0.59 0.69 0.65 0.67 Hourly Flow Rate, HFR 16 450 67 31 60 11 Percent Heavy Vehicles 0 -- 0 -` Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 7 11 28 Peak Hour Factor, PHF 0.44 0.69 0.70 Hourly Flow Rate, HFR 15 15 40 Percent Heavy Vehicles 0 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / / Lanes 0 1 0 Configuration LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 j 10 11 12 Lane Config LTR LTR I LTR v (vph) 16 31 70 C(m) (vph) 1517 1059 480 v/c 0.01 0.03 0.15 95% queue length 0.03 0.09 0.51 Control Delay 7.4 8.5 13.8 LOS A A B Approach Delay 13.8 Approach LOS B INFINITY Appendix A November 24, 2003 Page A-5 HCS2000: Unsignalized Intersections Release 4.1d • • • TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 11/24/2003 Analysis Time Period: PM PEAK HOUR Intersection: SW14SMA Jurisdiction: Units: U. S. Customary Analysis Year: EXISTING Project ID: INFINITY East/West Street: SW 14TH STREET North/South Street: MIAMI AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 0 164 6 15 156 2 Peak -Hour Factor, PHF 1.00 0.93 0.75 0.62 0.83 0.50 Hourly Flow Rate, HFR 0 176 8 24 187 4- Percent Heavy Vehicles 0 -- 0 Median Type/Storage Undivided / RT Channelized? 0 1 0 Lanes 0 1 0 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 4 10 11 12 L T R I L T R Volume 15 12 56 Peak Hour Factor, PHF 0.75 0.75 0.78 Hourly Flow Rate, HFR 20 16 71 Percent Heavy Vehicles 0 0 0 0 Percent Grade (%) 0 Flared Approach: Exists?/Storage No / / Lanes 0 1 0 Configuration LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LTR LTR I LTR v (vph) 0 24 107 C(m) (vph) 1395 1403 729 v/c 0.00 0.02 0.15 95% queue length 0.00 0.05 0.51 Control Delay 7.6 7.6 10.8 LOS A A B Approach Delay 10.8 Approach LOS k3 INFINITY Appendix A November 24, 2003 Page A-6 • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: EXISTING Project ID: INFINITY East/West Street: SW 14TH STREET North/South Street: SW 1ST AVENUE Intersection Orientation: NS J. AHLSTEDT 11/24/2003 AM PEAK HOUR SW14S1A Study period (hrs): 0.25 Vehicle Volumes and Adjustments Northbound 1 2 3 1 4 L T R I L Major Street: Approach Movement Southbound 5 6 T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 21 0.88 23 Undivided 1 T No Minor Street: Approach Westbound Movement 7 8 1 T 67 0.80 83 1 No Eastbound 9 i 10 11 12 R 1 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 7 0.58 12 0 0 1.00 0 0 0 1 0 LTR 11 0.55 19 0 No / 0 / Approach Movement Lane Config Delay, NB 1 Queue Length, and Level of Service SB Westbound 4 I 7 8 LTR v (vph) C (m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 31 990 0.03 0.10 8.8 A 8.6 A Eastbound 9 1 10 11 12 INFINITY Appendix A November 24, 2003 Page A-7 • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 11/24/2003 Analysis Time Period: PM PEAK HOUR Intersection: SW14S1A Jurisdiction: Units: U. S. Customary Analysis Year: EXISTING Project ID: INFINITY East/West Street: SW 14TH STREET North/South Street: SW 1ST AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 1 T R I L T R Volume 27 144 0.86 Peak -Hour Factor, PHF 0.96 167 Hourly Flow Rate, HFR 28 __ Percent Heavy Vehicles -_ / Median Type/Storage Undivided RT Channelized? 1 Lanes 1 T Configuration T T Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 14 0 47 Peak Hour Factor, PHF 0.88 1.00 0.69 Hourly Flow Rate, HFR 15 0 68 Percent Heavy Vehicles 0 0 0 Percent Grade (%) 0 Flared Approach: Exists?/Storage No / Lanes 0 1 0 Configuration LTR 0 Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 1 10 11 12 Lane Config 1 LTR v (vph) 83 C(m) (vph) 996 v/c 0.08 95% queue length 0.27 Control Delay 8.9 LOS A Approach Delay 8.9 Approach LOS A INFINITY Appendix A November 24, 2003 Page A-8 • • • APPENDIX B Future Intersection Levels of Service Without Project • HCS2000: Analyst: J. AHLSTEDT Agency: Date: 11/24/2003 Period: AM PEAK HOUR Project ID: INFINITY E/W St: CORAL WAY Signalized Intersections Release 4.1d Inter.: 2257 Area Type: All other areas Jurisd: Year : FUTURE W/O PROJECT No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R N/S St: SW 1ST AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 2 0 TR 1544 72 11.0 0 Duration 0.25 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red 0 2 0 LT 50 606 11.0 0 1 0 LTR 30 0 112 11.0 Area Type: All other areas Signal Operations 1 2 3 4 5 NB Left A P Thru A P Right A Peds p SB Left A P Thru A Right A Peds EB Right WB Right 36.0 4.0 0.0 Appr/ Lane Grp Lane Group Capacity Intersection Adj Sat Flow Rate (s) Ratios 0 Southbound L T R 1 1 1 L T R 142 358 280 11.0 11.0 11.0 0 16.0 4.0 0.0 6 7 8 Cycle Length: 60.0 secs Performance Summary Lane Group Approach v/c g/C Delay LOS Delay LOS Eastbound TR 2016 3360 Westbound LT 1316 2194 Northbound LTR 164 616 0.87 0.60 15.6 B 15.6 B 0.60 0.60 9.5 A 9.5 A 1.97 0.27 479.5 F 479.5 F Southbound L 201 752 0.96 T 475 1783 0.95 R 404 1516 1.20 Intersection Delay = 72.8 0.27 72.3 E 0.27 51.4 D 89.4 F 0.27 131.8 F (sec/veh) Intersection LOS = E INFINITY Appendix B November 24, 2003 Page B-1 • Analyst: J. AHLSTEDT Agency: Date: 11/24/2003 Period: PM PEAK HOUR Project ID: INFINITY E/W St: CORAL WAY No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R 2 0 TR 824 64 11.0 0 HCS2000: Signalized Intersections Release 4.1d Inter.: 2257 Area Type: All other areas ,7urisd: Year : FUTURE W/O PROJECT N/S St: SW 1ST AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 53 0 2 0 LT 1480 11.0 0 1 0 LTR 120 0 106 11.0 0 Southbound L T R 1 1 1 L T R 85 406 393 11.0 11,0 11.0 0 Duration 0.25 Area Type: All other areas Signal Operations 2 3 4 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red 1 P P P P 36.0 4.0 0.0 Appr/ Lane Grp Lane Group Capacity 5 NB Left A Thru A Right A Peds SB Left A Thru A Right A Peds EB Right WB Right 16.0 4.0 0.0 Cycle 6 7 8 Length: 60.0 Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) secs v/c g/C Delay LOS Delay LOS Eastbound TR 2008 Westbound LT 1659 2765 Northbound LTR 81 305 3346 0.46 0.60 7.4 A 1.08 0.60 59.2 E 4.44 0.27 1600 F 7.4 A 59.2 E 1600 F Southbound L 245 917 0.55 0.27 21.6 C 84.9 F T 475 1783 1.03 0.27 71.1 E R 404 1516 1.16 0.27 117.6 F Intersection Delay = 167.9 (sec/veh) Intersection LOS = F INFINITY Appendix B November 24, 2003 Page B-2 • HCS2000: Analyst: J. AHLSTEDT Agency: Date: 11/24/2003 Period: AM PEAK HOUR Project ID: INFINITY E/W St: CORAL WAY Signalized Intersections Release 4.1d Inter.: 2256 Area Type: Al]. other areas Jurisd: Year : FUTURE W/O PROJECT No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R N/S St: MIAMI AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound I L T R L T R 0 2 0 LTR 411 1310 47 11.0 0 0 2 0 LTR 19 664 145 11.0 0 0 2 0 LTR 20 621 68 11.0 0 Southbound L T R 0 2 0 DefL TR 46 63 23 12.0 11.0 0 Duration 0.25 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SE Right Green Yellow All Red 1 P P P P P P 32.0 4.0 1.0 Appr/ Lane Grp Lane Group Capacity Area Type: All Signal 2 3 4 other areas Operations 5 NB Left A Thru A Right A Peds SE Left A Thru A Right A Peds EB Right WB Right 18.0 4.0 1.0 6 7 8 Cycle Length: 60.0 Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) secs v/c g/C Delay LOS Delay LOS Eastbound LTR 1061 Westbound LTR 1312 Northbound LTR 942 Southbound DefL 123 TR 511 1989 1.94 0.53 442.4 F 442.4 F 2460 0.70 0.53 13.4 B 13.4 B 3139 0.94 0.30 37.5 D 37.5 D 410 0.52 0.30 21,3 C 1704 0.25 0.30 16.2 B 17,9 B Intersection Delay = 237.2 (sec/veh) Intersection LOS = F INFINITY Appendix B November 24, 2003 Page B-3 • • HCS2000: Signalized Intersections Release 4.1d Analyst: J. AHLSTEDT Inter.: 2256 Agency: Area Type: All other areas Date: 11/24/2003 Jurisd: Period: PM PEAK HOUR Year : FUTURE W/O PROJECT Project ID: INFINITY E/W St: CORAL WAY N/S St: MIAMI AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R No. Lanes LGConfig Volume Lane Width RTOR Vol 0 2 0 DefL TR 198 804 10 12.0 11.0 0 0 2 0 LTR 32 1384 207 11.0 0 0 2 0 LTR 56 445 38 11.0 0 Southbound L T R 0 2 0 LTR 28 127 172 11.0 0 Duration 0.25 Area Type: All other areas Signal Operations 2 3 4 I 1 NB Phase Combination 1 EB Left P Thru P Right Peds WE Left P Thru P Right P Peds NB Right SE Right Green Yellow All Red 5 6 7 8 Left A Thru A Right A Peds SB Left A Thru A Right A Peds ES Right WE Right 33.0 17.0 4.0 4.0 1.0 1.0 Cycle Length: 60.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound DefL 123 224 1.67 0.55 349.9 F TR 979 1780 0.88 0.55 23.4 C 86.1 F Westbound LTR 1682 3059 1.12 0.55 74.5 E 74.5 E Northbound LTR 797 2812 0.83 0.28 27.8 C 27.8 C Southbound LTR 725 2559 0.64 0.28 20.7 C 20.7 C Intersection Delay = 63.8 (sec/veh) Intersection LOS = E INFINITY Appendix B November 24, 2003 Page B-4 • • Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE W/O PROJECT Project ID: INFINITY East/West Street: SW 14TH STREET North/South Street: MIAMI AVENUE Intersection Orientation: NS HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY J. AHLSTEDT Major Street: 11/24/2003 AM PEAK HOUR SW14SMA Study period (hrs): 0.25 Vehicle Volumes and Adjustments Approach Northbound Movement 1 2 3 L. T R Southbound 4 5 6 L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 13 0.75 17 0 Undivided 692 0.78 887 0 1 0 LTR No 42 0.59 71 44 0.69 63 0 55 0.65 84 0 1 0 LTR No 8 0.67 11 Minor Street: Approach Movement 7 8 9 Westbound L T R Eastbound 1 10 11 12 1 L T R Volume 7 Peak Hour Factor, PHF 0.44 Hourly Flow Rate, HFR 15 Percent Heavy Vehicles 0 Percent Grade (%) Flared Approach: Exists?/Storage Lanes 0 Configuration 12 0.69 17 0 0 1 0 LTR 42 0.70 60 0 No 0 Approach Movement Lane Config Delay, NB 1 LTR Queue Length, and Level of Service SB Westbound 4 l 7 8 LTR I LTR Eastbound 9 1 10 11 12 v (vph) C(m) (vph) v1 c 95% queue length Control Delay LOS Approach Delay Approach LOS 17 63 1512 726 0.01 0.09 0.03 0.28 7.4 10.4 A B 92 257 0.36 1.56 26.6 D 26.6 D INFINITY Appendix B November 24, 2003 Page B-5 • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE W/O PROJECT Project ID: INFINITY East/West Street: SW 14TH STREET North/South Street: MIAMI AVENUE Intersection Orientation: NS J. AHLSTEDT 11/24/2003 PM PEAK HOUR SW14SMA Study period (hrs): 0.25 Vehicle Volumes and Adjustments Northbound 1 2 3 1 4 L T R 1 L Major Street: Approach Movement Southbound 5 6 T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 0 462 1.00 0.93 0 496 0 Undivided 0 1 0 LTR No 6 0.75 8 Minor Street: Approach Westbound Movement 7 8 L ` ' 28 0.62 45 0 166 0.83 200 0 1 0 LTR No 2 0.50 4 Eastbound 9 1 10 11 12 R 1 L T R Volume Peak Hour Factor, PHF 0.75 Hourly Flow Rate, HFR 21 Percent Heavy Vehicles 0 Percent Grade (%) Flared Approach: Exists?/Storage Lanes 0 Configuration 16 13 0.75 17 0 0 1 0 LT R 80 0.78 102 0 No 0 / Approach Movement Lane Config Delay, Queue Length, and Level of Service NB SB Westbound 8 9 I LTR I 1 4 1 7 LTR LTR 1 Eastbound 10 11 12 v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 0 45 1380 1071 0.00 0.04 0.00 0.13 7.6 8.5 A A 140 477 0.29 1.21 15.7 C 15.7 C INFINITY Appendix B November 24, 2003 Page B-6 • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE W/O PROJECT Project ID: INFINITY East/West Street: SW 14TH STREET North/South Street: SW 1ST AVENUE Intersection Orientation: NS Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 1 4 L T R I L J. AHLSTEDT 11/24/2003 AM PEAK HOUR SW14S1A Study period (hrs): 0.25 5outhbound 5 6 T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 132 0.88 150 Undivided 1 T No Minor Street: Approach 7 8 Movement L T Westbound 406 0.80 507 1 T No Eastbound 9 1 10 11 12 R I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, 1{FR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Lanes Configuration Exists?/Storage 7 0 12 0.58 1.00 0.55 12 0 21 0 0 0 0 No 0 1 0 LTR 0 Approach Movement Lane Config Delay, NB 1 Queue Length, and Level of Service Sg Westbound 4 I 7 8 LTR Eastbound 9 I 10 11 12 v (vph) C(m) (vph ) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 33 647 0.05 0.16 10.9 B 10.9 B INFINITY Appendix B November 24, 2003 Page B-7 • • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 11/24/2003 Analysis Time Period: PM PEAK HOUR Intersection: SW1451A Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE W/O PROJECT Project ID: INFINITY East/West Street: SW 14TH STREET North/South Street: SW 1ST AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Southbound Major Street: Approach Northbound Movement 1 2 3 1 4 5 6 L R I L T R 151 415 Volume 0.86 Peak -Hour Factor, PHF 0.96 7 482 Hourly Flow Rate, HFR 15__ Percent Heavy Vehicles / Median Type/Storage Undivided RT Channelized? 1 1 Lanes Configuration T T T Upstream Signal? No No Westbound Eastbound Minor Street: Approach 8 9 I 10 11 12 Movement 7 L T R L T R I Volume 15 0 50 Peak Hour Factor, PHF 0.88 1.00 0.69 Hourly Flow Rate, HFR 17 0 72 Percent Heavy Vehicles 0 0 0 0 Percent Grade (%) 0 / 0 1 Flared Approach: Exists?/Storage 0 No / Lanes 1 Configuration Delay, Queue Length, and Level of Service NB SB Westbound Eastbound Approach 7 8 9 I 10 11 12 Movement 1 4 1 Lane Config 1 LTR v (vph) 89 C(m) (vph) 748 v/c 0,12 95% queue length 0.40 Control Delay 10.5 Los B 10.5 Approach Delay B Approach LOS INFINITY Appendix B November 24, 2003 Page B-8 • • • APPENDIX C Future Intersection Levels of Service With Project • Analyst: J. AHLSTEDT Agency: Date: 11/24/2003 Period: AM PEAK HOUR Project ID: INFINITY E/W St: CORAL WAY No. Lanes LGConfig Volume Lane Width RTOR Vol HCS2000: Signalized Intersections Release 4.1d Inter.: 2257 Area Type: All other areas Jurisd: Year : FUTURE WITH PROJECT N/S St: SW 1ST AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound f Westbound Northbound ( Southbound L T R L T R L T R I L T R } 0 2 0 0 2 0 TR I LT 1593 72 150 670 11.0 f 11.0 0 0 1 0 9 1 1 1 LTR L T R 30 0 112 1185 358 280 11.0 111.0 11.0 11.0 0 I 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 EB Left Thru P Right P Peds WB Left P Thru P Right Peds NB Right SB Right Green Yellow All Red 5 6 7 8 NB Left A Thru A Right A Peds SB Left A Thru A Right A Peds EB Right WB Right 36.0 16.0 4.0 4.0 0.0 0.0 Cycle Length: 60.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound TR 2017 3361 0.90 0.60 17.2 B 17.2 B Westbound LT 1303 2172 0.66 0.60 10.6 B 10.6 B Northbound LTR 164 616 1.97 0.27 479.5 F 479.5 F Southbound L 201 752 1.24 0.27 166.4 F T 475 1783 0.95 0.27 51.4 D 108.4 F R 404 1516 1.20 0.27 131.8 F Intersection. Delay = 77.5 (sec/veh) Intersection LOS = E INFINITY Appendix C November 24, 2003 Page C-1 Analyst: J. AHLSTEDT Agency: Date: 11/24/2003 Period: PM PEAK HOUR Project ID: INFINITY E/W St: COAL WAY No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R HCS2000: Signalized Intersections Release 4.1d Inter.: 2257 Area Type: All other areas Jurisd: Year : FUTURE WITH PROJECT N/S St: SW 1ST AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound 1 Northbound L T R 1 L T R 1 0 2 0 TR 888 64 11.0 0 53 0 2 0 LT 1540 11.0 1 0 1 0 LTR 1120 0 106 1 11.0 1 0 Southbound L T R 1 1 1 L T R 141 406 393 11.0 11.0 11.0 0 Duration 0.25 Area Phase Combination 1 2 EB Left Thru Right P Peds WB Left P Thru P Right Peds NB Right SB Right Green 36.0 Yellow 4.0 All Red 0.0 Type: All other areas Signal Operations 3 4 NB Left Thru Right Peds SB Left A Thru A Right A Peds EB Right WB Right 16.0 4.0 0.0 Cycle 5 6 A A A Length: 60.0 Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS secs Eastbound TR 2009 Westbound LT 1636 Northbound LTR 81 3349 0.49 0.60 7.6 2727 1.14 0.60 81.7 305 4.44 0.27 A 7.6 A F 81.7 F 1600 F 1600 F Southbound L 245 917 0.91 0.27 56.7 E T 475 1783 1.03 0.27 71.1 E 86.8 F R 404 1516 1.16 0.27 117.6 F Intersection Delay = 191,2 (sec/veh) Intersection LOS = F INFINITY Appendix C November 24, 2003 Page C-2 • • • HCS2000: Analyst: J. AHLSTEDT Agency: Date: 11/24/2003 Period: AM PEAK HOUR Project ID: INFINITY E/W St: CORAL WAY Signalized No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R 0 2 0 DefL TR 468 1321 48 12.0 11.0 0 Intersections Release 4.1d Inter.: 2256 Area Type: All other areas Jurisd: Year : FUTURE WITH PROJECT N/S St: MIAMI AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 2 0 LTR 9 972 145 11.0 0 0 2 0 LTR 20 621 68 11.0 0 Southbound IL TR I 0 2 0 I DefL TR 146 63 23 I 112.0 11.0 1 0 Duration 0.25 Phase Combination, EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red 1 P P P P P P 32.0 4.0 1.0 Appr/ Lane Grp Lane Group Capacity Adj Flow Area Type: All Signal 2 3 4 other areas Operations 5 6 NB Left A Thru A Right A Peds SB Left A Thru A Right A Peds EB Right WB Right 7 8 18.0 4.0 1.0 Cycle Length: 60.0 Intersection Performance Summary Ratios Lane Group Sat Rate (s) secs v/c g/C Delay LOS Approach Delay LOS Eastbound DefL 143 TR 947 269 3.59 0.53 1199 F 1775 1.72 0.53 340.7 F Westbound LTR 1566 2936 Northbound LTR 942 3139 Southbound DefL 123 TR 511 410 1704 0.80 0.94 0.52 0.25 0.53 15,7 0.30 37.5 0.30 21.3 0.30 16.2 Intersection Delay = 274,4 (sec/veh) 546.8 F B 15.7 B D 37.5 D 17.9 B C B Intersection LOS = F INFINITY Appendix C November 24, 2003 Page C-3 • • HCS2000: Analyst: J. AHLSTEDT Agency: Date: 11/24/2003 Period: PM PEAK HOUR Project ID: INFINITY E/W St: CORAL WAY Signalized Intersections Release 4.1d Inter.: 2256 Area Type: All other areas Jurisd: Year : FUTURE WITH PROJECT No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R 0 2 0 DefL TR 259 815 41 12.0 11.0 0 Nis S t : MIAMI AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R I L T R 32 2 0 LTR 1394 207 11.0 0 0 2 0 LTR 56 445 38 11.0 0 Southbound L T R 0 2 0 LTR 28 127 172 11.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 EB Left P Thru P Right P Peds WE Left P Thru P Right P Peds NB Right SB Right Green 33.0 Yellow 4.0 All Red 1.0 Appr/ Lane Grp Lane Group Capacity NB Left Thru Right Peds SB Left A Thru A Right A Peds EB Right WE Right 17.0 4,0 1.0 Cycle 5 6 7 A A A 8 Length: 60.0 Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (s) v/c g/C Delay LOS Delay LOS SECS Eastbound DefL 123 TR 974 Westbound LTR 1679 Northbound LTR 797 Southbound LTR 725 224 2.20 0.55 1771 0.93 0.55 3053 1.12 0.55 2812 0.83 0.28 577.0 F 29.3 C 154.6 F 77.9 E 77.9 E 27.8 C 27.8 C 2559 0.64 0.28 20.7 Intersection Delay = 85.2 (sec/veh) C 20.7 C Intersection LOS = F INFINITY Appendix C November 24, 2003 Page C-4 • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 11/24/2003 Analysis Time Period: AM PEAK HOUR Intersection: SW14SMA Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: INFINITY East/West Street: SW 14TH STREET North/South Street: MIAMI AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Southbound Major Street: Approach Northbound 6 Movement 1 2 3 14 5 L T R I L T R Volume 13 692 42 45 55 8 Peak -Hour Factor, PHF 0.75 0.78 0.59 0.69 0.65 0.67 71 65 84 11 Hourly Flow Rate, HFR 17 887 -- 0 __ Percent Heavy Vehicles 0 -- / Median Type/Storage Undivided RT Channelized? 0 1 0 Lanes 0 1 0 Configuration LTR LTRNo Upstream Signal? No Westbound Eastbound Minor Street: Approach 8 9 I 10 11 12 Movement 7 I L T R L T R Volume 7 13 42 Peak Hour Factor, PHF 0.44 0.69 0.70 Hourly Flow Rate, HFR 15 18 60 Percent Heavy Vehicles 0 0 0 Percent Grade (%) 0 Flared Approach: Exists?/Storage No / Lanes 0 1 0 Configuration LTR 0 Delay, Queue Length, and Level of Service Eastbound Approach NB SB Westbound 12 1 4 17 8 9 I 10 11 Movement Lane Config LTR LTR 1 LTR v (vph) 17 65 93 C(m) (vph) 1512 726 254 v/c 0.01 0.09 0.37 95% queue length 0.03 0.29 1.60 Control Delay 7.4 10.4 27.1 LOS A B D Approach Delay 27.1 Approach LOS D INFINITY Appendix C November 24, 2003 Page C-5 • HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: J. AHLSTEDT Agency/Co.: Date Performed: 11/24/2003 Analysis Time Period: PM PEAK HOUR Intersection: SWI4SMA Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: INFINITY East/West Street: SW 14TH STREET North/South Street: MIAMI AVENUE Intersection. Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Southbound Major Street: Approach Northbound 5 6 Movement 1 2 3 4 L T R 1 L T R Volume 0 462 6 29 166 2 Peak -Hour Factor, PHF 1.00 0.93 0.75 0.62 0.83 0 __0.50 Hourly Flow Rate, HFR 0 496 8v 046 -- __ 4 Percent Heavy Vehicles 0 / Median Type/Storage Undivided RT Channelized? 0 1 0 0 1 0 Lanes LTR LTR Configuration No Upstream Signal? No Approach West Minor Street: bound Eastbound $ 9 10 11 ; 12 Movement 7 L T 1 L T R Volume 16 14 80 Peak Hour Factor, PHF 0.75 0.75 0.78 Hourly Flow Rate, HFR 21 18 102 Percent Heavy Vehicles 0 0 0 Percent Grade (%) 0 0 / Flared Approach: Exists?/Storage 1 0 No / Lanes 0 LTR Configuration Delay, Queue Length, and Level of Service NB SB Westbound Eastbound Approach Movement 1 4 4 7 8 9 1 10 11 12 Lane Config LTR LTR 1 LTR 1 v (vph) 0 46 141 C(m) (vph) 1380 1071 475 v/c 0.00 0.04 0.30 95% queue length 0.00 0.13 1.23 Control Delay 7.6 8.5 15.7 LOS A A C Approach Delay 15.7 Approach LOS C INFINITY Appendix C November 24, 2003 Page C-6 • Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: INFINITY East/West Street: SW 14TH STREET North/South Street: SW 1ST AVENUE Intersection Orientation: NS Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L T R HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY J. AHLSTEDT 11/24/2003 AM PEAK HOUR SW14S1A Study period (hrs): 0.25 Southbound I 4 5 6 I L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 132 0.88 150 Undivided 1 T No 406 0.80 507 1 T No Minor Street: Approach Movement 7 8 L T Westbound Eastbound 9 # 10 11 12 R I L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Lanes Configuration, 14 0.58 24 0 Exists?/Storage 0 1.00 0 0 0 12 0.55 21 0 No 0 1 0 LTR 0 Approach Movement Lane Config Delay, NB 1 Queue Length, and Level of Service SB Westbound 4 I 7 8 9 1 LTR Eastbound 10 11 12 v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS INFINITY Appendix C 45 572 0.08 0.26 11.8 B 11.8 B November 24, 2003 Page C-7 • Analyst: Agency/Co.: Date Performed: Analysis Time Period: Intersection: Jurisdiction: Units: U. S. Customary Analysis Year: FUTURE WITH PROJECT Project ID: INFINITY East/West Street: SW 14TH STREET North/South Street: SW 1ST AVENUE Intersection Orientation: NS Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L T R 1 HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY J. AHLSTEDT 11/24/2003 PM PEAK HOUR SW14S1A Study period (hrs): 0.25 Southbound 4 5 6 L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 151 0.96 157 Undivided 1 T No Minor Street: Approach Westbound Movement 7 8 L T 415 0.86 462 1 T No Eastbound 9 1 10 11 12 R 1 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Lanes Configuration 23 0 0.88 1.00 26 0 0 0 0 Exists?/Storage 0 1 0 LTR 50 0.69 72 0 No / 0 / Approach Movement Lane Config Delay, NB 1 Queue Length, and Level SB Westbound 4 1 7 8 LTR of Service Eastbound 9 I 10 11 12 v (vph) C(m) (vph) v/c 95% queue length Control Delay LOS Approach Delay Approach LOS 98 704 0.14 0.48 10.9 B 10.9 B INFINITY Appendix C November 24, 2003 Page C-8 • • HCS2000: Analyst: J. AHLSTEDT Agency: Date: 11/24/2003 Period: AM PEAK HOUR Project ID: INFINITY - MODIFIED TIMIMG E/W St: CORAL WAY No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Signalized Intersections Release 4.1d Inter.: 2257 Area Type: A11 other areas Jurisd: Year : FUTURE WITH PROJECT Nis St: SW 1ST AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound 1 Northbound L T R I L T R 0 2 0 TR 1593 72 11.0 0 0 2 LT 50 670 11.0 0 1 0 1 0 LTR 0 112 11.0 0 130 Southbound 1 L T R 1 1 1 1 1 1 L T R 1 185 358 280 1 11.0 11.0 11.0 1 0 Duration 0.25 Area Type: All other areas Signal Operations 2 3 4 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red 1 P P P P 49.6 4.0 0.0 Appr/ Lane Grp Lane Group Capacity 5 6 NB Left A Thru A Right A Peds SB Left A Thru A Right A Peds Right Right EB WB 8 32.4 4.0 0.0 Cycle Length: 90.0 Intersection Performance Summary Adj Sat Ratios Lane Group Approach Flow Rate (5) v/c g/C Delay LOS Delay LOS secs Eastbound TR 1852 3361 Westbound LT 1061 1925 Northbound LTR 361 1002 Southbound L 297 T 642 546 Intersection Delay = 34.9 0.98 824 1783 1516 0.55 35.7 0.81 0.55 23.1 0.89 0.84 0.71 0.88 INFINITY Appendix C 0.36 50.8 D 35.7 D C 23.1 C D 50.8 D 0.36 45.6 D 0.36 28.2 C 37.9 D 0.36 42.9 D (sec/veh) Intersection LOS = C November 24, 2003 Page C-9 • HCS2000: Analyst: J. AHLSTEDT Agency: Date: 11/24/2003 Period: PM PEAK HOUR Project ID: INFINITY - MODIFIED TIMING E/W St: CORAL WAY No. Lanes LGConfig Volume Lane Width RTOR Vol. Eastbound L T R 2 0 TR 888 64 11.0 0 Signalized Intersections Release 4.1d Inter.: 2257 Area Type: All other areas Jurisd: Year : FUTURE WITH PROJECT N/S St: SW 1ST AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound j Northbound L T R I L T R 0 1 0 1 0 LTR 1120 0 106 11.0 0 0 2 LT 53 1540 11.0 Southbound 1 1 1 1, T R 141 406 393 11.0 11.0 11.0 0 Duration 0.25 Area Phase Combination 1 2 EB Left Thru Right Reds WB Left Thru Right Peds NB Right SB Right Green Yellow All Red P P P P 43.3 4.0 0.0 Appr/ Lane Grp Lane Group Capacity Eastbound TR 1813 Westbound LT 1351 Northbound LTR 177 Type: All other areas Signal Operations 3 4 NB Left Thru Right Peds SB Left Thru Right Peds EB Right WB Right 5 A A A A A A 28.7 4.0 0.0 Cycle 6 8 Length: 80.0 Intersection Performance Summary Adj Sat Ratios Lane Group Approach secs Flow Rate (s) v/c g/C Delay LOS Delay LOS 3349 0.54 0.54 13.1 B 2496 1.38 0.54 192.6 F 493 2.03 0.36 510.1 F 13.1 B 192.6 F 510.1 F Southbound L 335 935 0.67 0.36 26.7 C T 640 1783 0.76 0.36 28.1 C 31.4 C R 544 1516 0.86 0.36 37.0 D Intersection Delay = 135.0 (seclveh) Intersection LOS = F INFINITY Appendix C November 24, 2003 Page C-10 • Analyst: J. AHLSTEDT Agency: Date: 11/24/2003 Period: AM PEAK HOUR Project ID: INFINITY - MODIFIED TIMIMG E/W St: CORAL WAY No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R HCS2000: Signalized Intersections Release 4.1d Inter.: 2256 Area Type: All other areas Jurisd: Year : FUTURE WITH PROJECT N/S St: MIAMI AVENUE SIGNALIZED INTERSECTION SUMMARY Westbound I Northbound I L T R I L T R 0 2 0 DefL TR 468 1321 48 12.0 11.0 0 19 0 2 0 LTR 972 145 11.0 0 0 2 0 LTR 20 621 68 11.0 0 Southbound L T R 0 2 0 DefL TR 46 63 23 12.0 11.0 0 Duration 0.25 Phase Combination 1 EB Left P Thru P Right P Peds WB Left P Thru P Right P Peds NB Right SB Right Green, Yellow All Red Area Type: All other areas Signal Operations 2 3 4 5 NB Left A Thru A Right A Peds SB Left A Thru A Right A Peds EB Right WB Right 102.0 4.0 1.0 Appr/ Lane Grp Lane Group Capacity 6 7 8 28.0 4.0 1,0 Cycle Length: 140.0 secs Intersection PerformanceLanemmary Approach Adj Sat Ratios Group pp Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound DefL 251 TR 1293 Westbound LTR 2160 Northbound LTR 626 Southbound DefL 53 TR 341 344 2.05 0.73 504.1 F 1775 1.26 0.73 141.0 F 228.3 F 2965 3128 0.58 1.42 0.73 10.1 B 10.1 B 0.20 252.9 9' 252.9 F 264 1.21 0.20 246.3 F 1704 0.38 0.20 49.1 D 114.9 F Intersection Delay = 167.2 (,sec/veh) Intersection. LOS = F INFINITY Appendix C November 24, 2003 Page C-11 • Analyst: J. AHLSTEDT Agency: Date: 11/24/2003 Period: PM PEAK HOUR Project ID: INFINITY - MODIFIED TIMIMG E/W St: CORAL WAY No. Lanes LGConfig Volume Lane Width RTOR Vol HCS2000: Signalized Intersections Release 4.1d Inter.: 2256 Area Type: All other areas Jurisd: Year : FUTURE WITH PROJECT N/S St: MIAMI AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound I Westbound Northbound L T R I L T R L T R 0 2 0 DefL TR 259 815 41 12.0 11.0 0 ►32 1 0 2 0 LTR 1394 207 11.0 0 0 2 0 LTR 56 445 38 11.0 0 1 Southbound I L T R 1 0 1 128 1 2 0 LTR 1 127 172 1 11.0 0 Duration 0.25 Phase Combination 1 EB Left P Thru P Right P Peds WB Left P Thru P Right P Peds NB Right SB Right Green Yellow All Red 42.2 4.0 1.0 Appr/ Lane Grp Lane Group Capacity Area Type: All other areas Signal Operations 2 3 . 4 5 NE Left A Thru A Right A Peds SE Left A Thru A Right A Peds EB Right WE Right 6 7 8 17.8 4.0 1.0 Cycle Length: 70 0 secs Intersection Performance Summary Approach Adj Sat Ratios Lane Group Flow Rate (s) v/c g/C Delay LOS Delay LOS Eastbound DefL 106 TR 1068 Westbound LTR 1838 Northbound LTR 675 Southbound LTR 606 175 2.55 0.60 737.0 F 1771 0.85 0.60 19.9 B 184.0 F 3049 2653 2383 1.03 0.60 42.2 D 42.2 D 0.99 0.25 56.8 E 56.8 E 0.76 Intersection Delay = 83.0 0.25 29.9 C 29.9 C (sec/veh) Intersection LOS = F INFINITY Appendix C November 24, 2003 Page C-12 • • • APPENDIX D Corridor Analysis • • • INTRODUCTION A level of service analysis was conducted using the techniques contained in the adopted Transportation Element of the Miami Comprehensive Neighborhood Plan 1989-2000. These techniques are contained in the City of Miami publication Transportation Corridors: Meeting the Challenge of Growth Management in Miami as revised September 1990. In performing the analysis, of the three possible scenarios available, Scenario 2 - maximum auto was used. The level of service analysis for the Infinity Project is documented in Tables 1 through 4. The proposed project is located in the Brickell Corridor. The Brickell Corridor was generally defined to include the area between Biscayne Bay and SW fith Avenue south of the Miami River and north of 25th Road. Major roadways providing capacity to the corridor are: • Brickell Avenue • Miami Avenue • NW 2nd Avenue • 1-95 • SE/SW 7th Street • SE/SW 8th Street • SE/SW 13th Street Major transit routes providing capacity to the corridor are: • Metrobus Routes 48, 95, B, 6, 8 and 24 ■ Metrorail ▪ Metromover EXISTING 2003 LEVEL OF SERVICE Table 1 presents an analysis of the existing 2003 corridor level of service. Roadway vehicular capacities (column 2) were based upon data contained in the Downtown Miami Development of Regional impact Increment 11 dated March 2003 (Downtown DR!"). Roadway vehicular volumes (column 4) were taken from Florida Department of Transportation (FDOT) District 6 published 2002 Average Annual Daily Traffic (AADT) data. This data was adjusted to 2003 by applying a growth factor of 3% per year. These AADT volumes were adjusted to reflect peak hour conditions by applying factors contained in the FDOT publication Florida's Level of Service Standards and Guidelines Manual for Planning, also known as the FDOT 1998 LOS Manual. INFINITY November 24, 2003 PAGE D-1 • • • Roadway vehicular volumes on Miami Avenue and NW 2nd Avenue were taken from data in the "Downtown DRI". Mass Transit person trip capacities (columns 8, 9 and 10)were taken from the "Downtown DRI Transit volumes (column 12) were taken from "Downtown DPI" and escalated by 3% per year. As can be seen from Table 1, the existing Brickell Corridor currently operates at Level of Service "A". INFINITY November 24, 2033 PAGE D-2 TABLE 1 - EXISTING PO ROADWAY MODE CORRIDOR NAME 2003 ROADWAY ROADWAY ROADWAY ROADWAY ROADWAY ROA, PER Pdncipel Roadway(s) CORR VEHICULAR PER. TRIP VEHICULAR PER. TRIP EXCESS TYPE CAPACITY CAPACITY VOLUME VOLUME PER. TRIP TP , (dIPPV= ©PPV= CAPACITY V 1.8 1.4 (Notes) (1) (2) (3) (4) (5) (6) BRICKELL CORRIDOR HS Brickell Avenue (550) 3,400 5,440 - 3,317 4,643 797 08 fi O Miami Avenue 2,040 3,264 1,160 1,823 1,641 0 A SW 1st Avenue 2,040 3,264 826 1,157 _ 2,107 038 4 SW 2nd Avenue 1,600 2,560 1,425 1,995 565 0.7 SW 7th Street (5091) 3,070 4,912 938 1,313 3,599 027 SW 8th Street (5090) 3,070 4,912 1,232 1,725 3,187 0.35 SW 13th Street (86) 3,230 5,168 1,526 2,136 3,032 041 _. 8 1-95 (2182) 21,380 34,208 7,581 10,613 23,595 031 ,1 TOTAL 39,830 63,728 18,004 25,206 38,522 040 rA TOTAL 39,830 63,728 18,004 25,206 38,522 040 A`( LOS TABLE AUTO PERSON TRIPS 25,206 75.89% 0.00 A TRANSIT PERSON TRIPS 8,008 24.11 % 0.60 A TOTAL PERSON TRIPS 33,214 100.00% 0.61 B 0.70 B 0.71 C 0.80 C 0.81 D 0.90 D E 0.91 1.00 E 1.01 F AAI' LA S(Oi TRIi _PgR.: ( AC _ cAPACI1`Y OAO0 .4= LOAD LIONDESIGN (10 LOA TOTAL IT PERSON TR(P TRANSIT PERSON TRIP CES Si Ny V LUN)E CAPAC (13) 5,287 76 789 24 CORRIDOR TOTALS ORRIOR CORRIDOR PERSON TRIP CAPAC RSON TRIP VOLUME 14 15 12.57 7,92 7; 2 7 413 5,94 728 832 35,76 85,600 864 85,600 494 2, 2,847 5 33,214 33,214 INFINITY November 24, 2003 RRIDOR PERSON TRIP EXCESS CAPACITY (18) 6,0 5.402 76 68 3,445 24,427 PAGE D-3 CORRIDOR PERSON P VtC (17) 0.52 0.32 0.42 0.70 0 LOS A A B • • • Y E_Ak 2005 LEVEL OF SERVICE WITHOUT THE PROJECT t : it.1r piUsents an analysis of the future year 2005 corridor level of service without the t it.rti 4:t 1 ,.,iiwt+y vehicular volumes and mass transit volumes was taken from Table 1 (2003)rand ec ttr,,to(i to the year 2005 by applying a growth factor of 3% per year and9 .vi lr,i,rtlent traffic. The committed developments included the following: Coral Station Frickell View Nickell Station Brickell Grand F"our Seasons Yacht Club Marriott Itayshore Palms Nickell Bay Plaza Nickell Bay Village Mickel] Commons Brickell Main Street t spirito Santo Park Place 1A total of 6,389 vehicle trips associated with committed developments were included in the irl �iySls. Rcici,tlorrat transit associated with committed developments were estimated using 15%transit lido ship These accounted for 1,578 transit trips. As can be seen from Table 2, it is estimated that the 8rickell Corridor will operate at Level 01 Service "A" in the year 2005 without the project. INH- LAITY November 24, • TABLE 2 - 2005 LEVEL ROADWAY MODE pF ovicE AN R005 00 Rya 1141,111 0.062,6R CORRIDOR NAME 2005 ROADWAY ROADWAY ROADWAY ROADWAY ROADWAY Principal Roadway(s) CORR VEHICULAR PER. TRIP VEHICULAR PER. TRIP EXCESS TYPE CAPACITY CAPACITY VOLUME VOLUME PER. TRIP TPr 54666A11 QPPV= OPPV= CAPACITY ytt.„ 1.6 1.4 Deep (Notes) (1) (2) (3) (4) (6) (6) BRICKELL CORRIDOR HS 111.,_ r,,. i IR Brickel1 Avenue (550) 3,400 5,440 4,696 6,574 (1,134) Miami Avenue 2,040 3,264 1,642 2,298 966 o it_ „0,.. 700 0 31k A 8.24 SW 1 st Avenue 2,040 3,264 1,170 1,638 1,626 SW 2nd Avenue 1,600 2,560 2,017 2,824 (264) 1,19 A..' , 150 0 SS A' 370 SW 7th Street (5091) 3,070 4,912 1,328 1,859 3,053 SW 8th Street (5090) 3,070 4,912 1,744 2,442 2,470 0 A PIO SW 13th Street (86) 3,230 5,168 2,160 3,024 2,144 0 211 I A MO 1-95 (2162) 21,380 34,208 10,733 15,026 19,182 0 +41 ,A. 1Ae0 0 % A 6 130 TOTAL 39,830 63,728 25,489 35,685 28,043 TOTAL 39,830 63,728 25,489 35,685 28,043 0 54 A 9.1311 -, - _- 1 - - -, - - LOS TABLE AUTO PERSON TRIPS 35,685 77.98% , „- - ----t--- - - - 0.00 A TRANSIT PERSON TRIPS 10,074 22.02% I - - 0.60 A TOTAL PERSON TRIPS 45,759 100.00% 0.61 B - -„ 0.70 B __ - --- - 0.71 C ,---- 0.80 C 0.81 D 0.90 D 0.91 E 1.00 E - - - - - 1.01 F GROWTH FACTOR 1.03 Per Year 2 YEARS - - COMMITTED DEVELOPMENT TRAFFIC VPH PAX TRANSIT 6389 8,945 1,578 15.00% TRANSIT - - INFINITY November 24, 2003 LYS'S WITHOUT PROJECT 14*62 tRANsIT 1400 - 2-- 14(1414 P60 1106-2 TOT (6 6116 00(0 P0P- TRLP PO" 71 okrApITY cAPAci 1;y: CAPACf 0.62660 6 26 66260 6 2, 606 OM* DE196 0E013 _ 1 089_ _ape_ _1138 4,960 244,026 405 _ 0 2020 2 345 O 2026 MN O 0 626 O 0 810 18,9 0 o 1560 4.640 11002 2181 089_ 11,002 21117, CORRIDOR TOTALS 7 26 .,/rpt,,t.mcE:EZEBIIIIIIIIIIIIIIIIIIIIIIIIII TOTAL III=811 TRANSIT 61)71506 TRIP IIMMIIII=11 PERSON I TRIP CORR DOR PERSON CORRIDOR PERSON TRIP VOLUME CORRIDOR PERSON TRIP NEM CAPACITY CORRIDOR'. PERSON TRIP WC 11111111111111.111 al LOS 12 IMEIIIIIIMIMIMIll ( 6) I. IIIIIIIIIIIIIMIMMIIIIIIIIIIIIIIIIIIM IIIIIIIIIIII 2 329 4 809 ItziN 8 902 3 676 0.71 VII EgraiNEME 7929 1112331111111M11 0.43 El 2 26 NEM 6723 3 64 2 959 0.56 n 2463 6 9 1 5642 0.94 Ell 264EMI 90 IMMENIMMIN 0.40 El 377 1111M1111116figill 2819 2903 0.49 fl 462MIMI5948 3 488 2 462 0.59 ICI 916 644 I35768 15 942 19826 0.45 El NINIIIIIIIIIIIIIIIIIIIIINIIIIIIIIII 111111111111111 10,074 M:11 85,600 Mill 39,841 0.53 4. 10,074 MIMII 85,600 VIM 39,841 0.53 IIIIIIIIIIIIIIIIIIIIIIIIIIIII MEM IIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIII - 111111111111 111111111111111111111111111111111111111111111111111 IIIIIIIII IIIIIIIIMIIIIIIIIIIIIIIIIIIIMIIIIIIII IIIIIII Mill M. IIIIIIIIIIII IIIIIIIIIIIIIIIIIIIII MINN IIIIIIIIIIINNIIIINMINIIIIIIIINIIIIIIIN ' 1111111111 MIN - 11111111111111 IIIIIIIIIIIIIIIINNMINIIIIIIMIIIIIIIII IIIIIIIIIIIIIINNIIIIIIIINIIIIIIIINIIIIIIIII .,_ MINIM NNIIIIIIIIIIIIIIIINIIIIIIIII _, MEI NIIIIINIIIIINIINNIINN _ _ 11111111111 111111MIINNINIIIIIININ _ MIN MIN _ , NMI IIIIIIIIIII _ MN 11111111111111111111111111111111111111 , EMI IIIIIIIIIII NNIIINOIIIIIIIIIIIMNNIIIII MINI 1111111111111101111MINI PAGE • • L'ROJEUTTRAFFIC t able :3 presents project traffic and mass transit ridership based upon PM peak hour project tr:ittlt: !flu a project site is located in Traffic Analysis Zone (TAZ) 579 (note that this is the new zone y;tern) The cardinal distribution of the traffic within TAZ 579 was obtained from Miami- ftdo County. The distribution is as follows: North -Northeast 20.00% East -Northeast 7.59% East -Southeast 0.69% South -Southeast 1.19% South -Southwest 3.76% West -Southwest 27.33% West -Northwest 18.84% North -Northwest 20.59% Using this trip distribution, the project trip assignment was determined. This is shown in t igure 1. Project transit ridership was estimated based upon the assumption that 15% of project person trips would be by mass transit. Assignment of person trips to the various transit rnodes and routes was done proportionally to their existing ridership figures. As an example, since 79% of the mass transit ridership in the corridor was estimated to be on Metrorail, 79% of the project person trips using mass transit was assigned to Metrorail. INFINITY November 24. 2003 PAGE D-fi CORRIDOR NAME Principal Roadway(s) BRICKELL CORRIDOR BrIckell Avenue (550) Miami Avenue SW 1s-t Avenue Avenue SW 7th Street (5091) SW 8th Street (5090) SW 13th Street (86) 1-95 (2162) TOTAL TOTAL LOS TABLE 0.00 0.60 0.61 0.70 0,71 0.80 0.81 0.90 0.91 1.00 1,01 PROJECT TRAFFIC TOTAL INFINITY November 24, 2003 (Notes) A A B D ID E E F 2005 CORR TYPE (1) HS ROADWAY VEHICULAR VPH 289 CAPACITY (2) 3,400 2,040 2,040 1,600 3,070 3,070 3,230 21,380 39,830 39,830 ROADWAY PER. TRIP CAPACITY @PPV= 1.6 (3) 5,440 3,264 3,264 2,560 4,912 4,912 5,168 34,208 63,728 63,728 AUTO PERSON TRIPS TRANSIT PERSON TRIPS TOTAL PERSON TRIPS PAX 405 ROADWAY MODE ROADWAY VEHICULAR VOLUME (4) 21 61 56 0 0 0 289 0 427 427 598 105 703 TRANSIT 71 ROADWAY PER. TRIP VOLUME PPV= 1.4 (5) 29 85 78 0 0 0 405 0 598 598 85.00% 15.00% 100.00% 15.00% ROADWAY EXCESS PER. TRIP CAPACITY (0) 5,411 3,179 3,186 2,560 4,912 4,912 4,763 34,208 83,130 63,130 TRANSIT TABLE 3 . PROJECT TRAFFIC „*. MASS TRANSIT MODE ROADW Y 91 MOVER RAIL TRAN TOTAL Pti PER TRIP PER TRIP PER TRIP TRANSIT 77087. CAPACITY CAPACITY CAPACITY CAPACI Y33333 1.354 Ais9AD7 LOAD c 8. LOAD 5 OA DESIGN D8St0N DESIGN DESIGN (81_ 10 11) 0 1 A 1:42 2880 333 A 780 0 03 A 1.77.03.:4 158 370 0 780 010 1580 0 0 3. 0,130 3,841 6S131) 384* 1 21,872 21 872 TOTAL NSIT PERSON CORR DOR PERSON CORRIDOR TOTALS ORR DOR PERSON CORRIDOR PERSON PERSON TR)P TRIP 1=1 07=1 VOLUME CAPACITY CAPACITY CORRIDOR PERSON 7,133 12,578 35 0.00 4 850 7 929 100 0.01 111 5 290 5 722 0 1 560 I 0 35 768 0.00 A 105 MIIIIIIIIIMII MI 11E221111 85,600 703 84,897 0.01 105 I 85,800 703 MMII 1111.1.111.111.1.11.1.1=11111 EMIMMIIMIIIIMMINIMM 11111.11111= ME .11=1.1111.111111.1M111.1M. MIllill 35 768 PAGE • • • 100/200 = AM/PM PEAK HOUR PROJECT TRAFFIC IN VEHICLES PER HOUR FIGURE D-1 PROJECT TRAFFIC ASSIGNMENT INFINITY November 24, 2003 PAGE D-8 • • • YEAR 2005 LEVEL OF SERVICE WITH THE PROJECT Table 4 presents an analysis of the future year 2005 corridor level of service with the project. Roadway vehicular volumes and mass transit volumes were determined by adding the data from Table 2 (Year 2005 Without Project) and Table 3 (Project Traffic). As can be seen from Table 4, it is estimated that the Brickell Corridor will operate at Level of Service "A" in the year 2005 with the project. INFINITY November 24, 2003 PAGE 0-9 • TABLE 4 - 2005 LEVEL ROADWAY MODE CORRIDOR NAME 2005 ROADWAY ROADWAY ROADWAY ROADWAY ROADWAY ROAD PER .' Principal Roadway(s) CORR VEHICULAR PER. TRIP VEHICULAR PER, TRIP EXCESS TYPE CAPACITY CAPACITY cPPV= VOLUME VOLUME cPPV= PER. TRIP CAPACITY TRt. Valk 1.6 1.4 (Notes) (1) (2) (3) (4) (5) (6) 7, , BRICKELL CORRIDOR HS Britt ell Avenue (550) 3,400 5,440 4,717 6,603 (1,163) Miami Avenue 2,040 3,264 1,703 2,384 880 0 i' SW1st Avenue 2,040 3,264 1,226 1,716 1,548 032 SW 2nd Avenue 1,600 2,560 2,017 2,824 (264) 1,1 _:. SW 7th Street (5091) 3,070 4,912 1,328 1,859 3,053 0 SW 8th Street (5090) 3,070 4,912 1,744 2,442 2,470 0; SW 13th Street (86) 3 230 5,168 2 449 3 429 1.739 1-95(2162) 21,380 34,208 10,733 15,026 19,182 044 TOTAL 39,830 63,728 25,916 36,283 27,445 0 ac TOTAL 39,830 63,728 25,916 36,283 27,445 ) and LOS TABLE AUTO PERSON TRIPS 36,283 78.09% 0.00A TRANSIT PERSON TRIPS 10,180 21.91% 0.60 A TOTAL PERSON TRIPS 46,463 100.00%,rt, 0.61 B 0.70E 0.71 C 0.80 C, 0.81 D 0.90 D 0.91 E 1.00 E 1.01 F 0 7 TRIP OJECT SST �E CORRIDOR TOTALS TRACE Old §ACY Y A A A A,,,,, 4 2 0 91,002 OTTAL ANSIT RSC)N TRIP OWME 0 P RSO RtP 644 0 ECM �- 11111MM111111M= CORRIDOR PERSO CORRIDOR PERSON CORRIDOR PERSO CORRIDOR PERSON IMEMINEEMI TRIP EMU MEMvoNIMIIIw®IIIMMIngall 929 3536 856 87 MOM 819 3 962 355 86 2 903 986 19 826 0.7 OS 11111 11111 0.45 ME MTN 0.54 El 1112111 0.54 fl ---Ems-. immi-im --� __-linmommi_. • ----- -==- --msil 0 85.600 65,600 0 46,463 46,463 -_-_ 111111 --111111 0 INFINITY November 24, 2003 PAGE D-10