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HomeMy WebLinkAboutTraffic Impact AnalysisFROM : TRANSPORT ANALYSIS FAX NO. : 3053859997 Dec. 31 2003 11:10AM P2 September 29, 2003 Ms. Like I. Medina Senior Planner City of Miami - Planning & Zoning Department 444 S.W. 2nd Avenue P,C. Box 330708 Miami, FL 33233-0708 Re: Hurricane Cove MUSP Traffic Impact Analysis Review — W.Q. # 28 Dear Ms. Medina: We have reviewed the Traffic Impact Analysis report prepared by Transport Analysis Professionals, Inc. (TAP) for the Hurricane Cove project. The report and accompanying site plan were received by URS from the City Planning and Zoning Department on July 14, 2003. A completely revised report was received by URS from TAP on September 10, 2003. Additional supporting materials were received via fax on September 16, 2003 and again on September 29, 2003. A summary of the supplemental information is attached to the end of this letter, and a completely updated version of the report should be submitted to your office by TAP, inclusive of all changes. The proposed development will be located on the north shore of the Miami River, along N.W. North River Drive and N.W. 19th Avenue. Construction is estimated to be complete in 2007. The report indicates that the applicant is proposing to build 1,172 condominium units and 130 dock slips. The site plan received is dated Jurte 2003 and appears to not be reflective of the actual current development plan. Our findings are as follows: 1. General Location Map: The report includes a location map identifying the location of the project and the surrounding street network (Figure 1). 2, Study Area: As agreed upon previously, the study analyzes the intersections of N.W. 19th Avenue and N.W. 17th Avenue with N.W. North River Drive, along with the proposed project driveway. Additionally, two corridors are analyzed, N.W. 20th Street between N.W. 17th Avenue and N.W. 22nd Avenue and N.W. 17th Avenue between S.R. 836 and N.W. 20th Street. The roadways and intersections within the study area were sufficiently described. URS Corporation Lskasltare Complex 5100 Nw 33rd Avenue, Suite 150 Tart Lauderdaie, FL 33309-375 Tel: 954.739,1881 Fax: 954, 739.1789 FROM : TRANSPORT ANALYSIS FAX NO. 3053859997 Dec. 31 2083 11:11RM P3 • • Ms. Llia i. Medina Hurricane Cove - Traffic impact Analysis Review September 29, 2003 Page 2 of 5 3. Site Access: The primary access to the site is proposed via a central two- way driveway onto N.W. North River Drive. Two exit -only drives are located on the east and west sides of the project, also accessing N.W. North River Drive. A separate two-way driveway onto N.W. North River Drive accesses the marina to the east of and immediately adjacent to the project. Gated security will control the main circular entry, No queuing or stacking analyses were provided, but should be analyzed in detail during the site planning process. Based on the site plan available for review, it appears that due to a planted divider, there is no way for traffic on the east portion of the circular entrance to access the west portion of the project without making an undesirable U-tum movement into N.W. North River Drive. The unclear operations at the gatehouse and the circulation and safety issues at the driveway should be addressed in detail during the site planning process. 4. Traffic Counts; Two-hour turning movement counts and two-way directional counts were collected at the study intersections and segments. The data were collected on Wednesday, May 7, 2003 and are provided in the report. Adjustment Factors: Given the date of the data collection, we concur with the peak season adjustment factor of 1.01. Transit and ped/bike values of 14%n and 10% were applied to site generated trips, based on area information and with reference to the DMDRI, which was found acceptable. Capacity and occupancy values of 1.6 PPV and 1,4 PPV were also applied correctly. 6. Capacity Analysis: An existing level of service analysis of the study segments and intersections were performed. We agree with the use of HCS2000 for both the signalized and unsignalized intersection analyses. We agree with the use of current service volume thresholds from the FDOT for the segment person -trip capacity analyses. Existing signal timing data from Miami Dade County have also been provided. We agree with the analysis of the PM peak period conditions. For the PM peak period analyses, all of the intersections and approaches operate at level of service (LOS) D or better under existing conditions. All of the study segments operate at LOS B or better under existing conditions. 7. Planned Roadway improvements: The latest TIP and LRTP were reviewed for planned or programmed roadway improvements within the study area. No projects were listed within the study area. FROM : TRANSPORT ANALYS I S FAX No, : 3053853397 Dec. 31 2803 11:12AM P4 • • • Ms. Lilia !, Medina Hurricane Cove - Traffic Impact Analysis Review September 29, 2003 Page 3 of 5 8. Background Traffic: A two -percent annual background growth rate was applied to account for future growth of un-identified developments in the area This percentage was conservatively selected consistent with other studies in the area. We agree that a two -percent growth rate is reasonable, 9. Committed Developments: Staff at the City of Miami were contacted to determine the presence of other major development projects within the study area. There are no known approved committed developments within the study area. 10. Trip Generation: The trip generation for the proposed site is from the most current edition of the ITE Trip Generation manual. 1TE Land Use Code 230 — Residential Condominium/Townhouse and LUC 420 — Marina were used to generate trips for the project site. We agree with the use of these LUC's. The proposed project is estimated to generate a total of 493 PM peak - hour trips, This was reduced to 375 net new vehicular PM peak -hour trips, after muitimodal factors were applied. 11. Trip Distribution: The project is located within new TAZ 463. The cardinal distribution for TAZ 463 obtained from Miami -Dade County is used to distribute the traffic. We agree with the application of the trip distribution and assignment in Figure 4, Figure 5, and Figure 6. 12. Future Conditions with Project: The methodology for determining future peak -hour volumes with project, link LOS, and intersection LOS is consistent with the rest of the report. Under future conditions with project, the northbound left -turn movement at N.W. 17th Avenue and the overall intersection at N.W. 19th Avenue are expected to fail. To mitigate the impact at N.W. 17th Avenue, the analysis indicates that a signal re -timing will allow the intersection to operate at LOS D. At N.W. 19th Avenue, separation of the southbound movement at this T-intersection will be required for acceptable operation. The developer has made a commitment to provide this necessary improvement. The person -trip corridor analysis indicates that the study segments will operate with acceptable LOS's. in addition to analyzing the study links and intersections under future volume conditions, conditions at the proposed driveway were reviewed. Project trip distribution at the driveways is provided in the report and found acceptable. The analysis indicates that the future driveway intersection is expected to operate with an acceptable LOS D, providing there are two FROM : TRANSPORT ANALYS I S FAX NO. : 3053859997 Dec. 31 23E13 11:12RM P5 Ms. L ilia I, Medina Hurricane Cove - Traffic Impact Analysis Review September 29, 2003 Page 4 of 5 exiting lanes. The laneage and operation at the driveway must be reviewed in detail during the site planning process. Finally, a transportation control measures plan was included in the report. The number of proposed parking spaces cited in the site plan available for review indicates the development will meet or slightly exceed the required number of spaces per City Code, by including a shared public parking agreement, however it appears that the number of loading spaces will not meet City Code requirements. The development is committed to reducing vehicular traffic volumes, via a variety of methods, including a bicycle storage area, encouragement of ridesharing, and posting mass transit schedules in public areas. We conclude that the traffic report, along with the supplemental information provided, adequately addresses the traffic issues, with the exception that the main driveway operations must be analyzed in detail during the site planning process. It should be noted that the developer has made a commitment to improving the southbound approach at the intersection of N.W. 19th Avenue with N.W. North River ©rive. The final proposed parking plan, the number of loading spaces, and the "shared public parking agreement" must also be reviewed as the project develops further. Should you have any questions, please call me at 954,739,1881 extension 223, Sincerely, URS Corporation Southern 70007 75 -I- 1..-5 Jenn L. King, P.E. Senior Transportation Engineer cc: Richard Eichinger (TAP) attachments • FROM : TRANSPORT ANALYSIS FAX NO. : 3053859997 Dec. 31 2003 11:13AM P5 • • Ms. Lib f. Medina Nurricana Cove `Traffic Impact Anafysls Review September 29, 2003 Page 5 of 5 REVIEW LETTER ATTACHMENT SUMMARY This is a summary of the attachments, which are sheets that update the bound REVISED report submitted by TAP. We have instructed TAP to provide a revised, fully - updated, bound, complete report to the City. The revised report will have the following: 1. Revised Table 3 — page 12 — PM Peak Hour Traffic LOS at Study Locations 2. Replacement Table 4 — page 14 -- Analysis of Corridor Capacity Using Person -Trips, with to be replaced "Year 2003 (Existing) Corridor Analysis". 3. Additional new Table 5 — "Year 2007 Corridor Analysis with Peak Season, Growth, Committed Development and Site Traffic". 4. Revised Appendix B — Capacity Analyses & Traffic Signal Timing Data — three replacements: a. One -page, Two -Way Stop Control Summary — N.W. North River Drive & N.W. 19th Avenue 2007 w/Site & Growth & Geometry replaced by a full nine -page analysis. b. One -page, Short Report — N.W. 17 Avenue & N.W. North River Drive — 2003 Existing Peak Season, replaced in kind. c. One -page, Short Report — N.W. 17 Avenue & N.W. North River Drive — 2007 w/site, grth, timing, replaced in kind, 5. Addition to Appendix B — Two-way Stop Control Summary - Main Entrance & N.W. North River Drive -- 2007 with site & growth (missing from revised report), 5. Addition to Appendix C — ITE Trip Generation — Summary of Trip Generation Calculation for 130 Berths of Marina (missing from revised report). 7. Addition to Appendix E — Bus Schedules — Bus Ridership for Route 17 and Route M (missing from revised report). • HURRICANE COVE RESIDENTIAL -MARINA DEVELOPMENT NW 19th AVENUE & NW NORTH RIVER DRIVE VIIAMI, FLORIDA • REVISED TRAFFIC IMPACT ANALYSIS SEPTEMBER 2003 • N • HURRICANE COVE RESIDNTIAL-MARINA DEVELOPMENT w 19th AVENUE & NW NORTH RIVER DRIVE MIAMI, FLORIDA REVISED TRAFFIC IMPACT ANLAYSIS Prepared for Ealbino Investments 8991 NW 173r` Terrace Miami, Florida 33018 Prepared by Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137t1' avenue, Suite 210 Miami, Florida 33183 September 2003 3516 - HURRICANE COVE RESIDENTIAL -MARINA DEVELOPMENT NW 19th AVENUE & NW NORTH RIVER DRIVE MIAMI, FLORIDA REVISED TRAFFIC IMPACT ANLAYSIS TABLE OF CONTENTS INTRODUCTION 1 EXISTING CONDITIONS 1 TRIP GENERATION 5 MODAL SPLIT 5 SITE ACCESS 6 TRIP DISTRIBUTION 6 PEAK SEASON TRAFFIC ADJUSTMENTS 10 FUTURE BACKGROUND TRAFFIC 10 COMMITTED DEVELOPMENT 10 LEVEL OF SERVICE 10 PERSON 'TRIP CAPACITY 13 PLINNED ROADWAY IMPROVMEN T S 15 TRANSPORTATION CONTROL MEASURES PLAN 15 CONCLUSION 15 TABLES Table 1 - AIv1 & PM Peak Hour Site Traffic Volume Table lA — Adjusted Peak Hour Site Traffic Volu nP 6 Table 2 — PM Peak Hour Traffic Volumes 11 Table 3 — PM Peak Level of Service 12 Table 4 — Person Trip Capacity Analysis 14 FIGURES Figure 1 -- General Location 2 Figure 2 — Intersection Geometry 3 Figure 3 -- Existing PM Peak Hour Traffic at Study Locations 4 Figure 4 — PM Peak Hour Site Only Traffic at Proposed Driveways 7 Figure 5 — PM Peak Hour Site Traffic on Area Roadways 8 Figure 6 — Percent PM Peak Hour Site Only Traffic 9 APPENDIX Appendix A — Traffic Volume Data Appendix B - Capacity Analyses & Traffic Signal Timing Data Appendix C — ITE Trip Generation Appendix D — FDOT Seasonal Factors Appendix E — Bus Schedules HURRICANE COVE RESIDENTIAL -MARINA DEVELOPMENT NW I9th AVENUE & NW NORTH RIVER DRIVE MIAMI, FLORIDA REVISED TRAFFIC IMPACT ANLAYSIS INTRODUCTION This report summarizes the impact of traffic from a proposed mufti -story residential condominium and marina development to be located on the north shore of the Miami River near NW 19th Avenue and NW North River Drive. Figure 1 depicts the site's general location. The methodology used for assessing traffic impacts of the marine oriented condominium development was discussed in advance with staff of the City of Miami Department of Planning and the City's traffic consultant. The following locations were initially chosen to evaluate the proposed development's traffic impact for the more active PM peak periods: Arterial Analysis (person trips) - NW 20th Street bet. NW 17th and 22" d Avenues - NW 17th Avenue bet. SR 836 and NW 20th ` Street Intersection Analysis - NW 19`h Avenue & NW North River Drive - NW 17th Avenue & NW North River Drive - Main Entrance & NW North River Drive EXISTING CONDITIONS Intersection turning movement volumes were recorded between 4:00-6:00 PM on a typical workday in early May 2003. Figure 2 depicts the study intersection geometry. Figure 3 depicts existing PM peak hour traffic at the study locations. According Miami -Dade County Public Works traffic concurrency monitoring tables, the NW 20th Street link within the study area is classified as a minor arterial. Portions of NW 17th Avenue also fit this definition. Both NW 20th Street and NW 17th Avenue are four -lane divided facilities. NW North River Drive is not classified through County sources, but it appears to operate as a residential/commercial collector in this area. - KP 1.el.rose_E.7.1"ti-----.- r.-Zr14-----"----v.P '—'-I------ ,.,` T. I I I --, I I ! k i 1 I,4 I4 44 ifl I ; I r -- --7 1 11- LLJLi / '44 4:4'4.998 pi.° mi L- P?r I iL 4 ' I 1 I : L-----; ''-- - —7 r---- - 1 i I t \ 7:---- [ \_______.i .Gerri Cii..1.s Park ; I I I 4 i ,--....„ 1 i I I I ------:EIIIIII CMcLTCen._e_._, ; LI-9:.J:,4.4 +, est--Qaod 6,4.41t1 3tr,- , HURRICANE COVE L,--.' ----1 i ,......__- ,_.;__-, ---.,,' \ \ [ ....-.., ri,..,,t,,,-Li 1--- ---- ----- 1 ------- +Cedars Medicar.c......en;,,er 4-- 1 lzr4-- 1 44 N44'...1 1; . 4 _7--4= •b,;4 _ . 1 .__L451-,,._'4,47 .4.i.5. ,..... ., '4,4. r------ 4 . ' ---- 3134 364 i ; , , _ ../ '--, ; ‘4 4 \ ....4 /4 . 4 i_____Ii,... i..Vi441„_„0,•"k- a' 1 \\ 11— \\.......,...,-_-,__ I ..,...,4 1n _ zi [---..„............„,,L1'.5 r1 I I I I I 1 or/1104r Ccultu i 1-1 ; . I 'I4A3,It ,IL --- .--J;II Th L__.._-_-_! _I- \ _: -4_4_, - -.I"i1' 111 1 ,0LL I 33128 I i : ----4 r------- ---;----11------g, '933, 1 1 I I 1 1 >,...,,, ! 1 ! 1 1 it ____ r"---- T---11" 1--,..;. .......7 1-471---ji Lj _*____: .,,,,,....,,.,....H--"'"°'--'•,,--..---„="-"---"hv.,T___= I 71 1 „ "...,"=-4 !......„..; = ip-,------, / ,,, ,,,,,,„ i'-;----1 r- 1 i -7.-,1 1 , ! 1 GENERAL 170CATION MAP L711 v 14 \ ..---11 .','..1. i.j..,1 CLL._ J4--1 -----..-- ,,, ..--....„ , 1I .1 =I I Ili I r,-- IL____m! ,----------- ' -3-.4 1 11 cOreirige-B-T&L, iuratrur' i . +VPtefans Affairs FIGURE 1 N NTS Northwest North River Drive TRANSPORT ANALYSIS PROFESSIONALS 3 NW 17th Avenue Existing Intersection Geometry FIGURE 2 • N Airs NW N Rivet drive 36„gr. 351 NW N River Drive NW 17th Avenue 0 LD T tLi Cr) ca -54 _ 262* 30 —1 133 --- - 303 --� cN CD C * There were two illegal left turns made during the peak hour period. The two vehicles were added to the westbound thru movement TRANSPORT ANALYSIS PROFESSIONALS 4 Existing PM Peak Hour Volume FIGURE 3 • • TRIP GENERATION Using equations in the sixth edition of the Institute of Transportation Engineers' (ITE's) Trip Generation manual for land use codes #230 and #232, PM peak hour traffic was estimated for the residential uses at the site. The higher of the two estimates were used for this project component. ITE rates were used for marina uses for 130 wet slips (ITE Land Use Code #420) and inclusive of an assumed convenience/ships store to service the marina. Table 1 shows both AM and PM street peak hour generation. The afternoon traffic is considerably higher, consistent with general traffic patterns. Therefore, analyses were continued using the higher PM peak hour values. Land Uses Table I Hurricane Cove Mixed Use Development PM Peak Hour Traffic Volume AM Peak Hour PM Peak Hour Size In Out Total In Out Total Condominium,' Townhomes 1172 units 59 293 352 316 152 468 Marina/Retail 130 slips 4 7 11 14 11 25 Totals 63 300 363 330 163 493 MODAL SPLIT The proposed development is within reasonable walking and bicycling distance to nearby hospitals, the Justice Building and the Civic Center, when combined employ thousands of people. Bus routes (discussed in detail later in this report) are accessible along Northwest North River Drive. Research of the Downtown Miami DRI noted three areas of Miami where transit and bike/pedestrian access values have been used to estimate a reduction of primary trip generation. The values are as follows: Average Mode Omni Brickell CBD Reduction MDT 14.9% 14.1% 22.6% 17.2% Bike/ped 10.0% 15.0% 10.0% 11.7% 5 • An average value for transit and bike/ped use is 17.2% and 11.7%, respectively. For purposes of this study a conservative value for MDT and bike/ped use is assumed at 14.0% and 10%, respectively. The primary PM peak hour trips are adjusted as follows: Use Residential Marina Totals Primary, PM Peak Flour Ln Out Total 316 152 468 14 11 25 330 163 493 SITE ACCESS Table IA Modal Split Reduced Trips Net New Trips In Out Total In Out Total -76 -36 -112 - 3 - 3 - 6 -79 -39 -118 240 116 356 11 8 19 251 124 375 The residential component of the site will have public street access to NW North River Drive through one main circular driveway with gated security. Two other gated access drive connections to NW N. River Drive will normally function as only one- way exits from the site, although emergency vehicle ingress will also be accommodated at these driveway connections if or when needed. The site's internal roadways support two-way traffic circulation for parking access. The 130 wet slip marina function is accommodated though a single two-way drive at the east side of the site. (See site plan for details.) TRIP DISTRIBUTION The Miami -Dade County Public Works Department was contacted to obtain the cardinal distribution data as set forth in the latest MUATS travel model validation runs for TAZ 463 to determine directional trip making characteristics of area traffic. The following infoiiva.tion was used as a guide to distribute site traffic: North/northeast — 10.24% East/northeast — 7.49% East/southeast — 22.03% South/southeast — 6.82% North;northwest — 12.66% West/northwest — 12.46 % West/southwest — 15.38% South/southwest — 12.92% Figure 4 depicts traffic at the site's driveways, Figure 5 depicts site traffic in the area and Figure 6 depicts the percent of site traffic on local roadways and the study intersections. 4 N° Rrsi1R OR/vE otr w N 32 NW 19 AVE om 7 s neQ 0 Residential IN 240 OUT 116 TOT 356 t—n �32 129 0 1 V a -8 1 tu I� ! p3 Total Site Use PM Peak Hour IN = 251 OUT = 124 TOTAL = 375 TAZ 463 0�9 4/0R 53 5) /14.- NTS 117 Marina y In 11 z Out 8 zw Total 19 PM PEAK HOUR SITE TRAFFIC k TRANSPORT ANALYSIS PROFESSIONALS FIGURE 4 • • N Q —1 —1 2 27 -r 0 —1 9 - •• 18--4„, co c L co 5 6 i--4 Jr-0 t r~ -4--- 5 33 -*--- 33 6 — - 0 16 -g---- 0 40 ---►- �' 45 SEE FIGURE 4 SHEET FOR SITE AREA DWY TURNS INT. TO /FROM WEST ONLY —4-15 30—a.- PM Peak Hour !N = 251 OUT = 124 TOTAL = 375 0 I L +C_-.. 0 -4-- 30 t0 -04--35 16 ---ro- TAZ 463 12.92 15.38 12.4 12.66 41 21 NW 20 ST 10.24 7.99 22.03 6.82 N NTS PM PEAK HOUR SITE TRAFFIC ON AREA ROADWAYS TRANSPORT ANALYSIS PROFESSIONALS FIGURE 5 8 NW 22 AVE 0) 11% ZI 7% 12% NW 17 AVE Cr NTS I I °A3 NW 20 ST ce) 34% Zig LLJ co EX1T'ONLY SiTE MAI D EXIT ONLY 144.4•4{%., 479/ TO !FROM WEST ONLY 12% 0 17s,f, NwN0.— PIVE)ci, oRivz. SR 836 APPROXIMATE PERCENTAGE t PM PEAK HOUR PERCENTAGE TRAFFIC ORT ANALYSIS PROFESSIONALS 9 FIGURE 6 • • • PEAKSEASON TRAFFIC ADJUSTMENTS Using FDOT's 2002 seasonal factors for South Miami -Dade County, traffic volume data collected in May 2003 was increased 1.01 % to reflect a peak season condition. FDOT seasonal factors are in the appendix. The 1.0% increase reflects the ratio of early May traffic factor (0.99) to the higher seasonal factor (0.98) found through most of February and May (0.99/0.98 = 1.010). FUTURE BACKGROUND TRAFFIC The site development is estimated to be completed and the project capable of being fully occupied in 2007. A 2% annual growth rate is used to estimate future background traffic in the area. A 2% growth rate has been generally accepted by City staff from information presented and approved in other recent traffic studies depicting area growth. COMMITTED DEVELOPMENT The City of Miami planning staff was contacted to determine whether other major land use changes or major land development projects have been recently approved in the immediate area that would further alter future background traffic in the study area beyond that of normal background traffic increases. No known approved major development projects in the immediate area were known. LEVEL OF SERVICE Intersection level of service (LOS) analyses were performed at the study off -site intersections and the site's main driveway location using software that supports the current Highwczy Capacity Manual (HCS). Arterial analysis were performed using the city's adopted Transportation Corridor analysis. The analyses were performed to measure future impacts at each location with and without the project. Table 2 depicts PM peak seasonally adjusted existing traffic, year 2007 background traffic growth (without project) and year 2007 with proposed site traffic. Table 3 depicts the LOS at the locations under study. 10 TABLE 2 • INTERSECTION & APPROACH PM PEAK HOUR TRAFFIC VOLUME AT STUDY LOCATIONS EXISTING PEAK BACKGROUND PM SEASON PEAK GROWTH PEAK HOUR INCREASE SEASON INCREASE SITE TOTAL VOLUME VOLUME VOLUME VOLUME' SUBTOTAL VOLUME VOLUME NW 19th Avenue & NW N. River Drive EB LEFT 36 0 36 3 39 7 46 EB THRU 351 4 355 29 384 62 446 WB THEW 436 4 440 36 476 32 508 We RIGHT 87 1 88 7 95 17 112 SE LEFT 143 1 144 12 156 89 245 SB RIGHT 103 1 104 9 113 0 113 NW 17th Avenue & NW N. River Drive EB LEFT 30 0 30 2 32 11 43 EB THRU 133 1 134 11 145 21 166 EB RIGHT 303 3 306 25 331 25 356 WBTHRU 262 3 265 22 287 41 328 WB RIGHT 54 1 55 4 59 0 59 NB LEFT 253 3 256 21 277 53 330 NB TH R- U 661 7 668 55 723 0 723 NB RIGHT 224 2 226 19 245 0 245 SB LEFT 45 0 45 4 49 0 49 SB THRU 610 6 616 51 667 0 667 SB RIGHT 35 0 35 3 38 23 ..__ 61.. Arterials 0 NW 20th Street Two -Way Vourne2 2084 21 2105 173 2278 66 2344 NW 17ih Avenue Two -Way Votume2 1383 14 1397 115 1512 100 1612 • 1 An a^nua zed growth factor cP 2 0 s used to increase traffic volume through year 2007. 2 Volume is the average of a two-hour period in She PM peak Transport Anciysis Prot. Inc. JN Mt 6 11 • • • TABLE 3 PM PEAK HOUR TRAFFIC LOS AT STUDY LOCATIONS INTERSECTION & APPROACH NW 19th Avenue & NW N. River Drive EB LEFT &THRU SB LEFT & RIGHT 2007 2007 BACKGROUND 2003 2007 BACKGROUND GROWTH PEAK BACKGROUND GROWTH and SITE SEASON GROWTH and with NEW INCREASE INCREASE SITE GEOMETRY LOS LOS' LOS* LOS.' A D A D Main Entrance & NW N River Drive WB LEFT NB LEFT NB RIGHT n/a n/a n/a NW 17th Avenue & NW N. River Drive EB LEFT & THRU C EB RIGHT C WB THRU & RIGHT C n/a n/a n/a C C 8 C 8 C C C E NB LEFT E NB THRU C NB RIGHT 8 SB LEFT 8 SB THRU 8 SB RIGHT B F D D 0 8 B n/a n/a n/a n/a nia n/a n/a nia n/a nia n/a n/a ARTERIALS (Two-way PM Peak Hour) NW 20th Street Nw 17th Avenue D D D n/a Improved signal tinning at NW 17th Avenue & NW N River Drive " New geor etry for NW 19th Avenue & NW N River Drive only. 12 n/a Transport Analysis Prot. Inc..1N 3516 • • PERSON TRW CAPACITY The City of Miami Planning Department has adopted a methodology for assessing proposed site impacts called the corridor analysis. The analysis is discussed in detail in a document called: Transportation Corridors adopted February 1989 and is included in the January 2003 Transportation Element of the Miami Comprehensive Neighborhood Plan. To summarily define a corridor analysis, the following is text obtained from the Transportation Corridor Publication: ... "this concept is based upon a tienty method for measuring passenger transportation levels of service (LOS) wherein the fundamental measure of travel is the person -trip, not the vehicle; and the Transportation Corridor analysis is the sum of two or more modes of person -trip travel, instead of the vehicular capacity ofa roadway. Traffic volume counts were taken in May 2003 on the two arterials under study (NW 20`" Street and NW 17th Avenue). As previously shown in Table 2, the year 2007 peak season volume with site traffic is depicted in Table 3 below as well as local bus (transit) activity. (The bus routes and schedules are in the appendix.) Both NW 20th Street and NW 17th Avenues are four -lane divided roadways. The City's Transportation Corridors document indicate a maximum level of service "E" two- way volume four a four -lane divided facility at 2,720 vehicles per hour. The FDOT generalized tables were updated in January of this year. Based on the new tables, the LOS E volume is now 3,120 vph. Table 4 shows that in year 2007 with project traffic included, the combined person - trip capacity for automobiles and transit (bus) is above the trip demand during the PM peak hour. Note: This section of Miami does not fall within the Miami Downtown DRI matrix. All transit information including route schedules, frequency, and TAP route sampling are in the appendix. 13 • • • Table 4 Analysis of Corridor Capacity Using Person -Trips NW 20th Street and NW 17th Avenue Roadway Capacity (vehicles): Vehicle Occupancy: Roadway Capacity (persons): Buses Per Hour: Seated Capacity per Bus: Total Transit/Person Capacity: Roadway Person Capacity: 3,120 vehicles per hour 1.60 persons per vehicle 4,992 persons per hour 6 (two-way each road) 38 (each road) 228 persons per hour (each road) 5,192 persons per hour (each road) NW 20th Street Year 2007 Plus Project Roadway Volume (vehicles): Current Occupancy: Roadway Volume (persons): Transit Usage: Subtotal: Excess Capacity on Arterial: 2,408 vehicles 1.4 persons per vehicle 3,371 person trips per hour 23 person trips per hour (10% of existing) 1,798 person trips per hour 2,158 person trips per hour (120% of capacity) NW 17th Avenue Year 2007 Plus Project Roadway Volume (Vehicles): Current Occupancy: Roadway Volume (Persons): Transit Usage: Subtotal: Excess Capacity on Arterial: 1,654 1.4 persons per vehicle 2,316 persons trips per hour 91 person trips per hour (40% of existing) 2,785 person trips per hour 3,342 person trips per hour (120% of capacity) Note: See appendix for transit information 14 • PLANNED ROADWAY IMPROVEMENTS Research of the latest Transportation Improvements Program and the Long Range Transportation Plan revealed no significant improvements to the immediate area. TRANSPORTATION CONTROL MEASURE.S PLAN The City of Miami requires that developments requiring a MUSP process explain how the developer plans to reduce the proposed site's traffic impact on adjacent and nearby intersections. Metrobus routes serve this area, even along NW 19th Avenue, which will allow a reduction of primary trips to and from the proposed development. The developer intends to include a bicycle storage area, which may reduce vehicular (automobiles) use of the site by residents. Other traffic reduction measures will reduce primary trip making, too. Some suggested measures are listed, but no limited to, as follows: - Encourage shared ridership (van pooling). Post mass transit schedules in public areas. CONCLUSION The proposed development falls within the traffic concurrency exception area as set forth by the South Florida Regional Planning Council and the Department of Community Affairs. The roadways studied in this report will operate at acceptable levels of service (Max LOS E) after build -out and occupancy of the proposed site. Roadway improvements are recommended as follows: - NW 19th Avenue & NW North River Drive. Construct left turn lane for southbound traffic. - Main project entrance and NW North River Drive. Provide northwest bound left turn lane on NW North River Drive for turns into the site. The external traffic generation illustrated in this report is likely overstated. Although there is no empirical data to support the reduction of trip making from residents 15 • • walking or riding bikes to nearby services, jobs and for medical care, it is widely known that it does occur. Major medical and court facilities employing 1,000's of workers are well within a 10 to 15 minute walk of this site. Additionally, no internal adjustment has been rnade for residents who dock their boats at the 130 wet slips on the river. Minor improvements to overall intersection delay may be achieved with fine-tuning traffic signal timing and phasing. The infill development of Miami -Dade County and the City of Miami is being strongly encouraged by regional planning experts. The County will have the on -going responsibility to monitor and adjust roadway links with coordinated timing systems. The effort to perform system wide timing cannot be the responsibility of MUSP developments, such as Hurricane Cove. 16 0 APPENDICIES • 0 • APPENDIX A TRAFFIC VOLUME DATA • • Counter: 3076 Wed By: DAB her: Clear TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385 - 0777 File Name : 3516-19@NRD-PM Site Code : 35163076 Start Date : 05/07/2003 Page No : 2 Start Time Left NW 19th AVENUE Southbound Thru 1 Right Uturn Peak Hour From 16:00 to 17:45 Intersection 16:45 Volume 141 0 Percent 57.3 0.0 Volume 141 0 Volume 56 0 Peak Factor High Int. 17:15 Volume 56 0 Peak Factor • • Peak 1 of 1 103 2 41.9 0.8 103 2 26 2 App. Left Total 246 246 84 26 2 84 0.732 NW NO RIVER DRIVE Westbound Thru Right Uturn Tottal Left O 436 87 0 523 36 0.0 83.4 16.6 0.0 9.3 O 436 87 0 523 36 0 104 23 0 127 I 11 17:00 17:15 O 140 21 0 161 11 0.812 NW NO RIVER DRIVE Eastbound Thru Right] Uturn I App. Int. Total Total' 351 0 0 367 1156 90.7 0.0 0.0 351 0 0 387 1156 98 0 0 109 320 0.903 98 0 0 109 0.888 w [t 'M z cl. c•ys 1-1 NW 19thAVEN1JE Out in Tota{ 1231 I 246i f 369J 103i 141 21 Right Left Uturn North 05/07/2003 16:45.00 05/07/2003 17:30:00 An Vehicles TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Counter: 3076 Miami, Florida 33183 File Name : 3516-19 a@NRD-PM Counted By: DAB (305) 385 - 0777 Site Code : 35163076 then: Clear Start Date : 05/07/2003 : Page No : 1 Groups Printed- Alt Vehicles NW NO RIVER ➢RIVE NW NO RIVER DRIVE Westbound 1 Eastbound App. Total Left Thru Right; Uturn App' Left Thrui Right i Uturn Total NW 19th AVENUE Southbound Start Time Left Thru Right Uturn Factor f 1.0 1 .0 1 .p I 1 .0 16:00 21 0 20 0 16:15 18 0 23 0 16:30 26 0 30 0 16:45 27 0 24 0 Total 94 0 97 0 41 41 58 51 191 17:00 25 0 26 0 51 17:15 56 0 26 2 84 17:30 33 0 27 0 60 17:45 21 0 22 0 43 Total 135 0 101 2 238 Grand Total 229 0 198 2 429 Apprcn ` 53.4 0.0 46.2 0.5 Total % 10.5 0.0 9.1 0.1 19.7 • • 1.01 1.0 O 97 O 106 0 109 O 84 O 396 1.01 1.0, 16 0 113 22 0 128 19 0 128 13 0 97 70 0 466 O 140 21 0 161 O 104 23 0 127 O 108 30 0 136 0 78 14 0 92 430 88 0 518 O 826 158 0 0.0 83.9 16.1 0.0 0.0 38.0 7.3 0.0 984 45.2 App. Total Int. Total 1 .0 1 .0 I 1 .0 1 1 .0 •. 6 107 0 0 113j 257 6 60 0 0 66 235 6 95 0 0 101 ; 287 13 77 0 0 901 238 31 339 0 0 370 1027 3 86 0 0 89 i 301 11 98 0 0 109i 320 9 90 0 0 99 i 297 2 93 0 0 95 230 25 367 0 0 392 1148 56 705 0 0 762i 2175 7.3 92.7 0.0 0.0 2.6 32.5 0.0 0.0 35.0 0 J r..cC 1 u'L NW 19th AV NUE Out In Total 2141 1 429: I 6431 f I 1981 2291 21 Right Left Uturn North 05/07/2003 16:00:00 35 i0712003 17:45:00 !AllVehicles �I Z Counter: 3076 Counted By: DAB *her: Clear • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385 - 0777 File Name : 3516-19@NRD-PM Site Code : 35163076 Start Date : 05/07/2003 Page No : 3 7ounter: 3077 :punted By: PCC 'leather: Clear ,r NW 17th AVENUE Southbound Start Time I Left Thru `: Right Total I Left 'eak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection Volume Percent 04:30 Volume Peak Factor High Int. 04:45 PM Volume 7 Peak Factor • • 04:15 PM 45 610 35 6.5 88.4 5.1 11 155 10 165 7 690 ' 2 0.6 176 1 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 NW NO RIVER DRIVE NW 17th AVENUE Westbound Northbound Thru 1 Right 260 82.3 80 04:30 PM 179 1 80 App. • App. Left Thru Right Total Total 54 316 253 661 224 17.1 22.2 58.1 19.7 13 94 53 161 64 04:15 PM 13 94 68 174 0.964 0.840 File Name : 3516-17@NRDPM1 Site Code : 30773516 Start Date : 05/07/2003 Page No : 2 NW NO RIVER DRIVE Eastbound App. Int. Left Thru flight Total Total • 1138 30 133 303 466 ' 2610 6.4 28.5 65.0 278 3 33 100 136 684 04:30 P14 56 298 0.955 3 33 100 136 0.857 NW 17th AVtNUE Out la Total 745. 7 690 ' 1435'. 35 610 45 Rtght Thru Left North 5.'712003 4':15:00 PM 5f712003 5:00'00 PM AtE Vehicles Left Thru Rght 253 661. 224 915 1138 2053 but in Totai NW 17th AVENUE Z r iJ 0.954 ouster: 3077 'ounted By: PCC Veather: Clear TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 3516-17@..NRDPM 1 Site Code : 30773516 Start Date : 05/07/2003 Page No : 1 Groups Printed- All Vehicles NW 17th AVENUE - NW NO RIVER DRIVE NW 17th AVENUE NW NO RIVER VERd RIVE SouthboundWestbound Northbound Start Time Left Thru Right ota Left 1 Thru 1 Right Tonal Left Thru Right Total' Le4t Thru ` Right Total Total ._ - - --- J W To al Total 1.0 1 0 1 0- 1 0= 1 .0 1 0' 1.0 Factor. 1 0� 10i_.. 1.0 � 1.0 . 1 0 1 0 I �..�_ --- 04:00 PM 10 148 0 158 I 0 59 11 70 59 135 79 273 2 47 94 143 644 04:15 PM 11 154 10 175 l 1 43 14 5868 174 56 298. 8 30 66 104 635 04:30 PM 11 155 10 176 i 1 80 13 94', 53 161 64 278 3 33 100 136 684 0 58 14 72 57 157 60 274 7 35 72 114 639 04:45 PM 7 165 7 Total 39 622 27 685 2 240 52 294 237 627 259 1123 20 145 332 497 2602 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total Grand Total Apprch % Total % • • 16 3 10 13 42 81 6.1 1.6 136 8 160 0 109 6 118 0 174 7 191 0 150 3 166 ', 0 569 24 635 0 1191 90.0 23.4 51 3.9 1.0 1323 '1 26.0 2 0.3 0.0 79 77 60 51 267 507 84.4 10.0 13 7 9 11 40 92 15.3 1.8 11.8 92 75 169 84 44 138 69 66 144 62 38 140 307 . 223 591 601 460 21.7 9.1 44 288 ' 12 45 227 16 47 257 12 48 226 i 16 184 998 55 35 65 58 103 38 79 39 66 170 313 112 177 129 120 538 652 606 646 574 2478 1216 443 2121 75 315 645 1035 5080 57.4 20.9 7.2 30.4 62.3 24.0 8.7 41.8' 1.5 6.2 12.7 20.4 ,4171 a c'_ f NW 17th AVENUE Out In Total 13851323': . 2708�. 511 1191 811 Right Thru Left North 5/712003 4.00:00 PM 5R12003 5.45'.00 PM All Vehicles Left Thru Right 460 1218 443i 1838 1 2121 3959: out In Total NW 17thAVENUE r- ;punter: 3077 ;ounted 13y°: PCC Veather: Clear )0 • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI. FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 3516-17@NRDPM1 Site Code : 30773516 Start Date : 05/07/2003 Page No : 3 05/08/03 09:47:09 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. Page: 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305 385 0777 Site ID : 3516 30&31 Info 1 : NW 20TH ST Info 2 : E/O NW 20TH AV Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 *** Dual Channel 15 Minute * * * Date : May 7, 2003 Wed Factor : 1.00 Hour 1-EB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 1 2 3 4 5 6 7 8 9 10 • 12 1 2 3 4 238 219 230 202 889 309 317 292 270 118E 2077 5 217 223 236 258 934 302 315 280 260 1157 2091 6 7 8 9 10 11 TOTALS 44% 1823 56% c 23;5 u 15`. AVERAGE 227.9 period 911.5 293.1 period 1172.5 2084.0 Peak PM Hour is *** 5:00pm to 6:00pm *** Volume Lane 1 : 934 Lane 2 : 1157 Combined: 2091 Directional Split : 45% 55% Peak Hour Factor 0.905 0.918 0.972 Peak / Day Total 0.512 0.493 0.502 • 05/08/03 09:47:09 • Site ID : 3516 33&34 Info 1 : NW 17 AV S/O Info 2 : NW 15TH ST TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305 385 0777 *** Dual Channel 15 Minute *** Page: Date : May 7, 2003 Wed Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2--Normal, Axle, /2 Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 1 2 3 4 5 6 7 8 9 10 I 12 1 2 3 4 195 180 198 167 740 163 170 182 133 648 1388 5 192 181 171 163 707 172 154 189 155 670 1377 6 7 8 9 10 11 TOTALS 52% 1447 480 1318 2765 AVERAGE 180.9 period 723.5 164.8 period 659.0 1382.5 Peak PM Hour is *** 4:15pm to 5:15pm *** Volume Lane 1 : 737 Lane 2 : 657 Directional Split : 530 470 Peak Hour Factor 0.931 0.902 Peak / Day Total 0.509 0.498 or Combined: 1394 0.917 0.504 • • • APPENDIX B CAPACITY ANALYSES TRAFFIC SIGNAL TIMING DATA TWO-WAY STOP CONTROL SUMMARY general Info Milan s /Co. )ate Performed \naiysis Time Period Site nformation' RPE/TAP 06/19/2003 PM Peak Intersection Jurisdiction Analysis Year NW N River Dr & NW 19 Avenue 2003 Existing Peak Season 'reject Description Hurricane Cove :ast/1Nest Street: NW North River Drive itersection Orientation: East-West North/South Street: NW 19th Avenue tStudy Period (hrs): 0.25 lehic(e.Volurnes and Adjustments ilajor Street Movement /olume 'eak-Hour Factor, PHF -sourly Flow Rate, HFR aercent Heavy Vehicles Uledian Type RT Channelized _anes :,onfiguration Jpstream Signal Minor Street Movement 1 36 0.89 40 2 0 LT Eastbound Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles 7 L 2 T 355 0.89 399 1 0 Northbound 8 3 0 1.00 0 0 4 0 Westbound 5 T 440 1.00 0.$1 0 0 Undf vided 0 0 9 10 541 1 0 Southbound 6 R 88 0.81 108 0 0 TR 11 12 T O 0 1.00 1.00 O 0 O 0 Percent Grade (%) Flared Approach Storage RT Channelized Lanes 0 0 144 1.00 0.73 0 0 0 R 104 1.00 0.73 196 0 0 0 0 142 0 0 0 0 0 0 0 0 Configuration Delay, Queue Length, Approach Movement Lane Configuration v (vph) C (m) (vph) v/c nd Level of Service EB 1 LT 40 937 0.04 WB 4 7 0 0 0 LR Northbound Southbound 8 9 10 95% queue length Control Delay LOS 0.13 9.0 11 LR 338 568 0.60 3.88 12 20.2 ach Delay A ach LOS HCs2000TM C 20.2 Copyright 0 2000 University of Florda, Alt Rights Reserved Version 4.1c TWO-WAY STOP CONTROL SUMMARY general Information klikICo. Date Performed analysis Time Period RPE/TAP 06/19/2003 PM Peak Site Inform ation Intersection Jurisdiction Analysis Year NW N River Dr & NW 19 Avenue 2007 with Growth project Description Hurricane Cove East/West Street: NW North River Drive ntersection Orientation: East-West North/South Street: NW 19th Avenue Study Period (hrs): 0.25 Jehicle Volumes and Adjustments Major Street Movement 1 Eastbound 2 L T Jolume 39 peak -Hour Factor, PHF dourly Flow Rate, HFR percent Heavy Vehicles Median Type RT Channelized 0.90 43 2 384 0.90 426 3 0 1.00 4 0 1.00 Westbound 5 6 T 476 0.82 R 95 0.82 0 0 580 115 0 Undivided 0 0 _anes :,onfiguration Upstream Signal Minor Street Movement 4be Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 0 LT 7 L 0 1.00 0 0 1 0 Northbound 0 8 T 0 1.00 0 0 0 N 0 0 0 9 0 1.00 0 0 0 10 L 156 0.74 210 0 1 0 Southbound 0 0 0 11 T 0 1.00 0 0 0 N 0 0 LR 0 TR 12 R 113 0.74 152 0 0 0 1 ersgth ar►d Leve Service' vcFuif vcu.. } Approach - -- EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 43 362 C (m) (vph) 901 362 542 v/c 0.05 0.67 4.95 95% queue length 0.15 Control Delay 9.2 24.0 LOS A C itch Delay 24.0 ch LOS -- Verson 4.1( HCS2000TM Copyright ©2000 universEcy os -Tonga, TWO-WAY STOP CONTROL SUMMARY xenerai..lnformation \ICo. Date Performed knalysis Time Period RPE/TAP 06/19/2003 PM Peak Site lntormation Intersection Jurisdiction Analysis Year NW N River Dr & NW 19 Avenue 2007 w/Site & Growth project Description Hurricane Cove East/West Street: NW North River Drive ntersection Orientation: East-West North/South Street: NW 19th Avenue Study Period (hrs): 0.25 /ehicle Volumes and Adjustments J]a'or Street Movement /olume peak -Hour Factor, PHF -burly Flow Rate, HFR percent Heavy Vehicles Uledian Type RT Channelized _anes 3onfiguratio Upstream Signal Minor Street Movement Peak -Hour Factor, PH Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes 46 0.91 50 0 Eastbound 446 0.91 490 Northbound 0 0 0 0 0 Undivided 0.75 326 0 0 Westbound 5 T 508 0.83 Southbound R 112 0.83 134 0 1.00 0.75 Configuration 0 0 0 LR 0 0 Delay, Queue eng Approach Movement Lane Configuration v (vph) C (m) (vph) v/c 95% queue length Control Delay LOS ch Delay ach LOS Hcs2000T M hand Level of Service EB 1 LT 50 862 0.06 0.18 9.4 A WB 4 7 Northbound 8 Copyright O 2000 University or Florida, All flights Reserved 9 10 Southbound 11 LR 476 487 0.98 12.69 64.6 F 64.6 F 12 Version 4.1c TWO-WAY STOP CONTROL SUMMARY leneral Information 10/Co. )ate Performed knalysis Time Period RPR/IAP 06/19/2003 PM Peak Site Information Intersection Jurisdiction Analysis Year NW N River Dr & NW 19 Avenue 2007 w/Site & Growth & Geometr 'roect Description Hurricane Cove iast/West Street: NW North River Drive ltersection Orientation: East-West North/South Street: NW 19th Avenue Study Period (hrs): 0.25 fenlc1e voluiliCb awRu i ,ujuw,s,Iui„3 Eastbound Westbound 1lajor Street Movement 1 2 3 4 5 6 L T R L T R folume 46 446 0 0 508 112 0.91 0.91 1.00 1.00 0.83 0.83 'eak-Hour Factor, PHF lourly Flow Rate, HFR 50 490 0 0 612 134 'ercent Heavy Vehicles 2 -- -- 0 -- -- Type Undivided iiledian RT Channelized 0 0 0 1 0 0 1 0 _apes configuration LT TR 0 1 0 i Jpstream Signal Minor Street Northbound Southbound A ent 7 8 9 10 11 12 L T R L T R 0 113 Volume 0 0 0 245 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.75 1.00 0.75 0 0 0 326 0 150 Hourly Flow Rate, HFR 0 0 0 0 0 0 Percent Heavy Vehicles 0 0 Percent Grade (%) N N 1 Flared Approach 0 0 Storage 0 0 RT Channelized 0 0 0 1 0 ' 1 Lanes L R Configuration Dela Queue Len • th and Leve Approach Movement Lane Configuration v (vph) C (m) (vph) vlc 95% queue length Control Delay of Service ES 50 862 WB Northbound Southbound 4 0.06 0.18 7 0 1 9.4 A L 326 442 0.74 5.97 12 R 150 627 0.24 0.93 32.8 12.5 ch Delay 26.4 Approach LOS HCS20©0TM 1111111111111111111111111111. Copyright Q 2000 University of Florida, All Rights Reserved Version 4,1c ;eneral Information SHORT REPORT Site Information 141 1or Co. rformed -ime Period RPE/TAP 06/24/2003 PM Peak Intersection Area Type Jurisdiction Analysis Year NW 17 Ave & NW N River Dr All other areas 2003 Existing Peak Season VVIUI IIC C1115.4116111.1u Itil+u. - EB WB --- NB SB LT TH RT LT TH RT LT TH RT LT TH RT 1 1 _ 1 gum. of Lanes 0 2 1 0 1 0 1 1 1 L T R L T R TR group LT R _ane /olume (vph) 30 134 306 265 55 256 668 226 45 216 35 0 0.95 2 0.95 0 0.95 0 0.96 2 0.96 0 0.96 % Heavy veh 0 1 0 1 0.84 0 0.84 HF 0.86 0.86 0.86 A A A P A A P A Actuated (P/A) A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 green Arrival type 3 3 3 3 3 3 3 3 3 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Jnit Extension Ped/Bike/RTOR Volume 0 3.0 3.0 303 0 54 0 224 0 3 35 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 N 0 N N 0 N N 0 N Parking/Grade/Parking N 0 N Parking/hr JJi 0 0 4 0 0 4 0 Bus stops/hr 0 0 U ' xtension 3,0 3.0 3.0 3.D 3.0 3.0 3.0 3.0 4 EW Perm 02 03 04 Excl. Left NS Perm 07 08 g Timing G= 38.0 G= G= G= G= 6.0 G= 53.0 G3.0 = G= Y= 5 y= Y.- Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Lane uroup %..aNat..iay, Now, ',Awl 1.#' I'.J, --- ......,.. EB ____.----- ___ -- - WB NB SB Adj. flow rate 191 4 316 268 699 2 47 224 0 Lane group cap. 1086 558 649 610 883 778 234 883 778 v/c ratio 0.18 0.01 0.49 0.44 0.79 0.00 0.20 1 0.25 0.00 Green ratio 0.35 0.35 0.35 0.56 0.48 0.48 0.56 0.48 0.48 Unit. delay d1 25.1 23.6 28.3 15.7 23.9 14.8 17.1 16.8 14.8 Delay factor k 0.11 0.11 0.11 0.11 0.50 0.11 0.11 0.50 0.11 lncrem. delay d2 0.1 1.000 0.0 1.000 0,6 7.000 0.5 7.2 0.0 0.4 0.7 0.0 1.000 1.000 1.000 1.000 1.000 1.000 PF factor Control delay 25.2 23.6 28.9 16.2 31.1 14.8 17.5 17.5 14.8 Lane group LOS C C C B C B B B B Apprch. delay 25.1 28.9 26.9 77.5 Approach LOS C C C B lillkiec. delay 25.6 Intersection LOS C r,'€h7 Copyright 0 200C University of Florida, Ali Rights Reserved , Version 4.1 c SHORT REPORT 3eneral Information an t or Co. erformed rime Period Site Information RPP/TAP 06/24/2003 PM Peak Intersection Area Type Jurisdiction Analysis Year NW 17 Ave & NW N River Dr Ali other areas 2007 peak season & growth -J •• 1 .�.�-..i .. Vo[ume ttnnu i imiuu, Iiip{i6 EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT \lum. of Lanes 0 2 1 0 1 0 1 1 1 1 1 1 _ane group LT R TR L T R L T R Volume (vph) 32 145 331 287 59 277 723 245 49 667 38 % Heavy veh 0 1 0 1 0 0 2 0 0 2 0 PHF 0.86 0.86 0.86 0.84 0.84 0.95 0.95 0.95 0.96 0.96 0.96 Actuated (P/A) A A A A A A P A A P A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 303 0 54 0 224 0 35 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N 1 N 0 N Parking/hr Bus stops/hr 0 0 0 0 4 0 0 4 0 U ' xtension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 g EW Perm 02 03 04 Excl. Left NS Perm f 07 08 Timing G= 38.0 G= G= G= G= 6.0 G= 53.0 G= G= Y= 5 Y= Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 C Cycle Length C = 110.0 clay and ion LaiIC I. -II L. VQtJ[icCo.lcy, . I.......w , s•.• EB ... -,-__.......-._ WB NB SB Adj. flow rate 206 33 348 290 757 22 51 692 3 Lane group cap. 1057 558 648 240 883 778 194 883 778 v/c ratio 0.19 0.06 0.54 1.21 0.86 0.03 0.26 0.78 0.00 Green ratio 0.35 0.35 0.35 0.56 0.48 0.48 0.56 0.48 0.48 Unit delay di 25.3 24.1 28.9 35.2 25.2 15.0 19.2 23.7 14.8 Delay factor k 0.11 0.11 0.14 0.50 0.50 0.11 0.11 0.50 0.11 lncrem. delay d2 0.1 0.0 0.9 126.1 10.5 0.0 0.7 6.9 0.0 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 25.4 24.1 29.8 161.3 35.7 15.0 19.9 30.6 14.8 Lane group LOS C C C F D D D C S Apprch. delay 25.2 29.8 69.3 29.8 Approach LOS C C E C I c. delay 47.0 Intersection LOS D s� M Copyright Q 2000 University of Florida, All Rights Reserved , Version 4.l c xeneral Information or Co. )a erformed rime Period RPE/TAP 06/24/2003 PM Peak SHORT REPORT Site Information Intersection Area Type Jurisdiction Analysis Year NW 17 Ave & NW N River Dr All other areas 2007 pk seas, growth -ex timing Volume ants t truing input EB WB NB SB L LT TH RT LT TH RT LT TH RT LT TH RT Vum. of Lanes 0 2 1 0 1 0 1 1 1 1 1 1 ..ane group LT R TR L T R L T R Volume (vph) 43 166 356 328 59 330 723 245 49 667 61 % Heavy veh PHF 0 0.86 1 0.86 0 0.86 1 0.84 0 0.84 0 0.95 2 J 0.95 0 0.95 0 2 0 0.96 0.96 0.96 Actuated (P/A) A A A A A A P A A P A 2.0 2.0 2.0 2.0 2.0 2.0 Startup lost time 2.0 2.0 2.0 Ext. eff. 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 green Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 1 Ped/Bike/RTOR Volume 0 303 0 54 0 224 0 3 35 Lane Width 12.0 12.0 12.0 12.0 12.0 12,0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr 0 4 0 0 4 0 0 0 0 Bus stops/hr 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 �*tension EW Perm 02 03 04 Excl. Left NS Perm 07 08 g G= 38.0 G= Y= G= Y= G= Y= G= 6.0 Y= 3 G= 53.0 G= G= Y= Y= Y= 5 Timing Y= 5 Duration of Analysis (hrs) = 0.25 Cycle Length C = 110.0 Lane Group Capacity, 'Cant rol Delay, and LOS Determination EB WB NB SB Adj. flow rate 1. 244 62 396 346 757 22 51 692 27 Lane group cap. 976 558 649 240 883 778 194 883 778 vie ratio 0.25 0.11 0.61 1.44 0.86 0.03 0.26 0.78 0.03 Green ratio 0.35 0.35 0.35 0.56 0.48 0.48 0.56 0.48 0.48 Unif. delay d1 25.8 24.5 29.9 35.2 125.2 15.0 19.2 23.7 15.0 Delay factor k 0.11 0.11 0.20 0.50 0.50 0.11 0.11 0.50 ( 0.11 Increm. delay d2 0.1 0.1 1.7 220.8 10.5 0.0 0.7 6.9 0.0 PF factor 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 25.9 24.6 31.5 256.0 35.7 15.0 19.9 30.6 15.0 Lane group LOS 25.7 C C 31.5 C F 103.0 D B 8 C 29.4 B Apprch. delay Ap roach LOS C C F C c. delay 61.2 Intersection LOS E HCS2000TM Copyright © 2000 University of Florida, A41 Rights Reserved SHORT REPORT ;eneral Information. �n t or Co. ? rformed "ime Period Site information RPE/TAP 06/24/2003 PM Peak Intersection Area Type Jurisdiction Analysis Year NW 17Ave & NW N River Dr All other areas 2007 w/site, grth, timing vUlulltI dIIU l lilintu lut./.uo .. . EB WB NB SB LT TH RT LT TH RT LT TH RT LT TR RT Jurn. of Lanes 0 2 1 0 1 0 1 1 1 1 1 1 .ane group LT R TR L T R L T R lolume v.h 43 166 356 um 328 59 330 723 245 49 667 61 % Heav veh 0 1 0 IMIE 1 0 0 j 2 0 0 2 0 'HP 0.86 0.86 0.86 _ 0.84 0.84 0.95 0.95 0.95 0.96 0.96 0.96 actuated P/A A A A A A A P A A P A ,tartus lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff.. reen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 arrival t• e 3 3 3 3 3 3 3 3 3 Jnit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 'ed/Bike/RTOR Volume 0 303 0 54 0 224 0 35 _ane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 arking/Grade/Parking N 0 N N 0 N N 0 N N 0 N arking/hr __IIIII 3us stops/hr 0 0 0 0 4 0 0 4 0 Jri xtension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 EW Perm 02 03 04 Excl. Left NS Perm 07 08 i' Timing G= 22.0 G= G= G= G= 9.3 I G = 51.4 G= G= Y= 5 Y= Y= Y= I Y = 3 Y = 5 Y Y Duration of Analysis (hrs) = 0.25 'Cycle Length C = 95.7 �nrt.! [ice flM rmin Laiwu lO..MIJ L[ItaUYti. y, ViRR krs v.: a.rvaa.aj,. v..R.��� EB WB NB SB Ad. flow rate 244 62 396 346 757 22 51 692 27 Lane group cap. 497 371 432 388 984 867 342 984 867 v/c ratio 0.49 0.17 0.92 0.89 0.77 0.03 0.15 0.70 0.03 Green ratio 0.23 0.23 0.23 0.67 0.54 0.54 0.67 0.54 0.54 Unit delay dl 32.0 29.5 36.0 13.9 17.5 10.4 11.3 16.5 10.4 Delay factor k 0.11 0.11 0.44 0.42 0.50 0.11 0.11 0.50 0.11 Increm. delay d2 0.8 0.2 24.2 21.9 5.8 0.0 0.2 4.2 i 0.0 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 32.8 29.7 60.2 35.8 23.3 10.4 11.5 20.7 10.4 Lane group LOS C C E 0 C B B C B Apprch. delay 32.1 60.2 26.9 19.7 Approach LOS C E C B Irkc. delay 30.5 Intersection LOS C „___._ TM Copyright a 2000 University of Florida, All Rights Reserved • 295 IMING DATA FOR 2295 NW 17 AVE & N RIVER DR (SEC: 145 TYPE: SA) AT Or NSG G Y R BDG Y R NSL Y S Y M CYC 5 T 3 39 1 4 1 22 4 1 5 3 80AVERAGE 6 T 57 48 1 4 1 22 4 1 6 3 90AM PEAK 7 T 86 52 1 4 1 38 4 1 6 3 110PM PEAK 0/1 8 T 3 39 1 4 1 22 4 1 5 3 80EARLY MORN/2 9 T 31 37 1 4 1 12 4 1 0 0 3 60NITE 0/1 .6 M104 71 1 4 1 19 4 1 6 3 1100 B OUT 3 T 0 20 1 4 1 11 4 1 0 0 3 7 42NITE 0/4 4 T 0 20 1 4 1 10 4 1 6 3 7 50RECALL TEST • • • APPENDIX C ITE TRIP GENERATION • 0 HURRICANE COVE Summary of Trip Generation Calculation For 1172 Dwelling Units of Residential Condominium / Townhouse August 07, 2003 II • • Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 4.50 0.00 7-9 AM Peak Hour Enter 0.05 0.00 7-9 AM Peak Hour Exit 0.25 0.00 7-9 AM Peak Hour Total 0.31 0.00 4-6 PM Peak Hour Enter 0.27 0.00 4-6 PM Peak Hour Exit 0.13 0.00 4-6 PM Peak Hour Total 0.40 0.00 AM Pk Hr, Generator, Enter 0.06 0.00 AM Pk Hr, Generator, Exit 0.26 0.00 AM Pk Hr, Generator, Total 0.32 0.00 PM Pk Hr, Generator, Enter 0.24 0.00 PM Pk Hr, Generator, Exit 0.13 0.00 PM Pk Hr, Generator, Total 0.37 0.00 Saturday 2-Way Volume 3.98 0.00 Saturday Peak Hour Enter 0.17 0.00 Saturday Peak Hour Exit 0.15 0.00 Saturday Peak Hour Total 0.32 0.00 Sunday 2-Way Volume 3.44 0.00 Sunday Peak Hour Enter 0.13 0.00 Sunday Peak Hour Exit 0.14 0.00 Sunday Peak Hour Total 0.27 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5274 59 293 363 316 152 70 305 375 281 152 434 4665 199 176 375 4032 152 164 316 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: LN(T) _ .85LN(X) + 2.564, R^2 = 0.83 7-9 AM Peak Hr. Total: LN(T) _ .79LN(X) + .298 R^2 = 0.74 , 0.17 Enter, 0.83 Exit 4-6 PM Peak Hr. Total: LN(T) = .827LN(X) + .309 R'2 = 0.79 , 0.67 Enter, 0.33 Exit AM Gen Pk Hr. Total: LN(T) _ .808LN(X) + .209 R^2 - 0.78 , 0.18 Enter, 0.82 Exit PM Gen Pk Hr. Total: LN(T) _ .777LN(X) + .59 R'2 = 0.8 , 0.65 Enter, 0 35 Exit Sat. 2-Way Volume: T = 3.615(X) + 427.925, R^2 = 0.84 Sat. Pk Hr. Total: T = .286(X) + 42.627 Sun. 2-Way Volume: T = 3.132(X) + 357.258, R^2 = 0.88 Sun. Pk Hr. Total: T = .232(X) + 50.009 R"2 = 0.78 , 0.49 Enter, 0.51 Exit Source: institute of Transportation Engineers Trip Generation, 6th Edition, 1997. TRIP GENERATION BY MICROTRANS • • • FDOT SEASONAL FACTORS Feint Pate: 44ay/ 12/200 i r 1.IANII-DAfDE SOUTH Catgory: 8701 • i ivy .:.0 .. wi.....-.,.,....... Transportation States office 2002 Peak Season Factor Category Report Week Dates SF FSCF 1 01/01/2002 - 01/05/2002 0.99 1.01 2 01/06/2002 - 01/1212002 1.01 1.03 3 01/1312002 - 01/19/2002 1.03 1.05 4 01/20/2002 - 01/26/2002 1.02 1.04 5 01/27/2002 - 02/02/2002 1.00 1.02 6 02/03/2002 - 02/09/2002 0.99 1.01 1, 7 02/10/2002 - 02/16/2002 0.98 1.00 * 8 02/17/2002 - 02/23/2002 0.98 1.40 * 9 02/24/2002 - 03/02/2002 0.98 1.00 • 10 03/03/2002 - 03/09/2002 0.98 1.00 * 11 03 / 10/2002 - 03/16/2002 0.98 1.00 * 12 03/17/2002 - 03/23/2002 0.98 1.00 * 13 03/24/2002 - 03/30/2002 0.98 1.00 * 14 03/31/2002 - 04t05/2002 0.99 1.01 * 15 04-0712002 - 04/13/2002 0.99 1.01 * 16 04/14,2002 - 04/20/2002 0.99 1.01 « 17 04/21/2002 - 04 27/2002 0.99 1.01 2 18 0/23/2002 - 05/04/2002 0.99 1.01 « 19 05/05/2002 - 05/11/2002 0.99 1.01 20 05/ 12/2002 - 05/18/2002 0.99 1.01 21 05/19/2002 - 05/2512002 1.00 1.02 22 05/26/2002 - 06/01/2002 1.00 1.02 23 06/02/2002 -06/03/2002 1.00 1.02 24 06/09/2002 - 06/15/2002 1.01 1.03 25 06/16/2002 - 06/22/2002 1.01 1.03 26 06/23/2002 - 06/29/2002 1.01 1.03 27 06/30/2002 - 07/06/2002 1.01 1.03 28 07/07/2002 - 07/I33/2002 1.01 1.03 29 07/14/2002 - 07/20/2002 1.01 1.Q3 30 07/21/2002 - 07/27/2002 1.02 1-04 31 07/28/2002 - 03103/2002 1.02 1.04 32 08/04/2002 - 08/10/2002 1.02 1.04 33 08/ 11/2002 - 08/17/2002 1.02 1.04 34 08/18/2002 - 08/241 2002 1.02 1.04 35 03/25/2002. 08/31/2002 1.01 1.03 J6 09/01/2002 - 09/07/2002 1.01 1.03 37 09/08/2002 - 09/14/2002 1.00 1.02 09/'15/2002 - 09/21/2002 1.00 1.02 38 3.02 39 09/22/2002-'09/28/2002 1.00 40 09/29/2002 - 10/05/2002 1.00 1.02 41 10/06/22002 - 10/12/2002 1.00 1.02 42 10/ 13, 2002_ - 10/19/2002 1.00 1.02 43 10/20/2002 - 10r26/2002 1.00 1.02 44 10/27/2002 - 11/0212002 1.00 1.02 45 11,03/2002 - 11/09/2002 1.00 1.02 46 11/10/2002 - 11/16/2002 1.00 1.02 47 11/17/2002 - 11/23/2002 1.00 1.02 48 11/24/2002 - 11,30/2002 1.00 1.q2 49 12/0172002 - 12/07/2002 0.99 1_01 50 12108/2002 - 12/1412002 0.99 1.01 51 12'15/2002 - 12/21/2002 0.99 1.01 52 12/2212002 - 12228/2002 1.01 1.03 $3 12/2,'?002 - 12/3 i12002 1.03 1.03 •atz. "*" indicates peak $cas.tt week MOCF = 0.98 Page 2 • BUS SCHEDULES • • • Route M 18 St 0 ry N 1 WHEELCHAIR ACCESSIBLE NW 20 St 'ker or North Map not to scale au d NW20Stz Civic Center Metrorail Station k�4� 14 St a) Omni Bus Q Terminal 1641 °6 °4@ NW/NE 14 St NW 17 St OS �a417 h4r MIAMI HEART INSTITUTE 47 Ct ■ 'L7 MT. SINAI ■ HOSPITAL �' 41 53 47 St MIAMI BEACH 17 St Lincoln Rd 0 0) c to > 5St�¢ SOUTH BEACH South Pointe Dr M1)1 - oute eneaute • • 06 26AM 06:30AM 06:38AM 06:56AM 0 7:01 AM 07:09AM 07:204M 1 07:25AM 107:33AM 07:48AMJ 07:53AM 08:03AM�1 08:18AM 08:23AM 05:43AM J 05:52AM 06 04AM 06:12AM [ 06:12AM 1106:22AM] 06:34AM 1 06:42AM 1 06:34AM ....1[06:44AM 06:56AM IF 07:04AM 07:01 AM 1 07:24AM 07:32AM 07:31AM 1 07:54AM ]1 08:02AM 11 08:08AM r 07:59AM 08:22AM 08:30AM1 08:36AM 108:46AM1 08:51AM 1 �08:28AM L 08:51 AM 1 08:59AM 1-09:05AM 709:15AMJ1 09:21AM1 107:12AM 07:42AM 08:10AM [08:39AM 08:56AM 109:07AM 09:20AM ] 09:29AM11 09:35AM 09:45AM 09:59AM1 10:O5AM I10:15AM] 10:21AM 09:56AM [10:07AM 10:20AM J 10:29AM [ 10:35AM-1 10:45AM 10:51AM 10:26AM 10:37AM [-10:50AM 10:59AM] 11:05AM 11:15AM 11:21AM 10 56AM 11 07AM 11 20AM 11:29AM 11 35AM 11:45AM 11:51 AM 11::26AM [11:37AM1[ 11:50AM 1 11:59AM ]1 12:05PM 12:15PM 11:56AM 12:07PM 12:20PM ][ 12:29PM 12:35PM [12:45PM 12:26PM112:37PM 12:50PM IL12:59PM 1-01:O5PM 1r01:15PM 01:21PM 12:56PM 101:0713jr 01:20PM 1 01:29PM 1 01:35PM 01:45PM] 09:26AM TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-891-3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.m. www.miamidade.gav ROUTE M SCHEDULE SERVICE: WEEKDAY NW20St& 19 Ave Civic Center Station Omni Metro Mover Bus Terminal DIRECTION: 41ST BOUND 5 St & Alton Rd 1 St & Alton Rd 17 St & Alton Rd Lincoln Rd & James Ave 41 St & Indian Creek Meridian Court & 41 St 41 St & Alton Rd Mount Sinai Hospital Miami Heart Institute 09:37AM 09:50AM 06:17AM 06:47AM 07:10AM 07:38AM 09:51AM 08:33AM 06:43AM 06:44AM 06:46AM 06:52AM 107:14AM11 07:16AM ]107:18AM 07:24AM 07:40AM 1[07:42AM r07:48AM 08:10AM [08:12AM 08:18AM FOB:40AM 09:10AM 09:40AM 10:10AM 10:40AM [07:38AM 08:08AM 08:38AM 09:03AM/1[09:08AM] 09:33AM1[09:38AM1 11 0:08AM 10:03AM 10:33AM 10:38AM 11:03AM] 11:08AM 11:33AM [ 1:38AM] 12:03PM 12:08PM 12:38PM 12:21PM 1[12:33PM1 12:51 PM 0126PM 01:37PM 01:56PM 1102:07PM 02:26PM 01:50PM 02:37PM 01:59PM 02:05PM 02:20PM 02:29PM 02:35PM-1 02:50PM L02:59PM ]L 03:05PM 02:15PM 02:45PM 103:15PMJ 01:51PM 1 02:21 PM 02:51 PM 01:03PM 03:21PM 1 [01:33PM 02:03PM 02:33PM 03:03PM 03:33PM 01:08PM 11:10AM 11:40AM 12:10PM 12:40PM 01:10PM 08:42AM 09:12AM1 09:18AM1 09:42AM 109:48AM1 10:12AMs 10:18AM 10:42A] 111:12AM1 11:18AM [11:42AM 11:48AM 12:12PM 12:18PM 12:42PM1 12:48PM 08:48AM 10:48AM 01:12PM 01:38P1V-11[ 01:40PM 101:42PM1 [02:08PM 02:10PM 102:12PM 02:38PM 03:08PM r03:38PM 02:4OPM 02:42PM rm03:10PM 03:12PM 03:40PM ]103:42PM 01:18PM 01:48PM 02:18PM 02:48PM 03:18PM 103:48PM http://www.co.miami-dade.f 1.us/transit/metrobus/routes/schedule.asp?Rl=WEEK.DAY%20&R2=41 St%20Bound%20%20%20... 8/22/2003 40 02:56PM 1103:07PMII 03:20PM 11_03:29PM] 03:39PM 03:57PM 104:08PM 04:32PM 1104:43PM 05:02PM 03:28PM 05:35PM 1 L 06:05PM 06:49PM _1107:00PM1 07:12PM 107:-44PM 1107:54PM [ 0806PM 08:58PM 09:08PM1 09:20PM 09:43P11/11 '110:42PM 09:33PM 10:33PM 09:55PM 05:13PM1 03:52PM [ 04:22PM I 04:57PM 1 05:27PM 05:46PM [ 06:00PM 0609PM 1 -06:16PM11 06:30PM 11 06:39PM 107:20PM I-08:14PM1[08:20PM 1 09:28PM ri 0:03PM 10:08PM 04:01PM 03:35PM 103:4411,113_:51PM 04:07PM 04:17PM 04:31PM1r04:37PM-104:47PM1[ 04:53PM I 05:06PM [05:12PM [05:22PM 05:28PM 05:42PM 04:23PM 05:36PM 05.52PM 05:58PM 04:03PM1104:08PM]1 04:10PM 1104:12PM 04:38PM 04:40PM 04:42PM 05:03PM 05:08FM 05:10PM-1 05:43PM [ 05:45PM 06:13PM 04:33PM 05:38PM] 06:08PM 06:15PM-1106:25PM 06:31PM IP6:41PM 06:45PM 1[055PM[07:01PM 07:09PN/07:14PM] K)7:52PM 08:41PIV_II 08:46PM 07:26PM ri0:52PM1 09:34PM 11:00PM 11:05PM 07:35PM 07:39PM 138:29PMil 08:33PM 09:43PM 10:16Pki 11:13PM 09:47PM 10:20PM 11:17PM 07:47PM 09:55PM 10:27PM 11:24PM 10:00PM 10:31PM1 11:28PM 06:15PM 04:18P '04:48PM 05:I8PMI 05:47PM 05:53P1\71 06:17PM 06:23PM 106:46P4 06:48PM 1106:50PM106:56PM 07:15PM 107:17PM] 07:53PM 08:47PM 10:01PM 10:32PM 11:29PM 07:55PM, 07:23PM 08:01PM [68:49Pg1 ro-8:55PM1 10:03PM 10.34PM 11:31PM CLOSE WINDOW http://www.co.iniarnidaC1e. .ushransitimetrobuskoutes/schedule.asp?R ---WEEKDAY%20&R2-4 1 St%20Bound%20%20°/020... 8/22/2003 • • • TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St.: 305-891-3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.m. www.miamidade.gov ROUTE M SCHEDULE SERVICE: WEEKDAY DIRECTION: WEST BOUND Miami Heart Institute Mount Sinai Hospital 41 St & Alton Rd Meridian Court & 41 St 41 St & Indian Creek Lincoln Rd & James Ave 17 St & Alton Rd 1 St & Alton Rd 5 St & Alton Rd Omni Metro Mover Bus Terminal Civic Center Station NW 20 St & 19 Ave : 05:48AM [ 05:50AM 05:51AM 05:55AM 06:02AM [06:06AM [ 06:13AM 06:18AM 06:25AM 06:38AM 06:47AM : 06:21AM][06:22AM 06:26AM1, 06:33AM 06:37AM 06:44AM 06:49AM I 06:56AM-1 07:09AM 07:18AM ,[06:19AM [__..::...._.1106:45AM 106:47AM 19_6:48AM-106:52AM r06:59AM-I,07:03AM 07:11AM r07:17AM i 07:25AM 107:38AM 107:47AM 06:54AM 06:58AM 07:00AM 07:02AM [07:07AMJ 07:16AM 07:20AM 07:28AM 07:34AM 07:42AMJ 07:55AM 08:04AM 07:26AM I07:30AM 07:32AM E 07:34AM 07:39AM 07:48AM 07:52AM 08:OOAM 08:06AM 08:14AM 08:27AM 08:36AM [07:50AM/107:54AM 07:56AM I07:58A,40 03AM 08:13AM 08:17AM 08:25AM 1 08:31AM 08:39AM 08:52AM 09:01AM [ 8:20AMI[08:24AM] 08:26AM 08:28AM1108:33AM] 08:43AM 08:47AM 108:55AM1 09:01AM 109:11AM 09:25AM 09:34AM ' [08:50AM 08:54AM 108:56AM 108:58AM109:04AM 09:15AM 09:20AM [09:29AM 09:35AM 09:45AM I-09:59AM 10:08AM 09:20AM 09:24AM 09:27AM 09:29AM 09:35AM 09:46AM 09:51AM 10:00AM 10:06AM 10:16AM 10:30AM 10:39AM 09:50AM 09:54AM [ 09:57AM 09:59AMJ 10:O5AM 10:16AM 10:21AM 10:30AM 10:36AM 1 10:46AM [11:00AM 11:09AM 10:20AM I10:24AM 10:27AM 10:29AM 10:35AM [ 10:46AM] 10:51AM N1:00AM 11:06AM 11:16AM 11:30AM 11:39AM 10:50AM 10:54AM 10:57AM 10:59AM 11:O5AMI 11:16AM 11:21AM 11:30AM [ 11:36AM 11:46AM 12:OOPMI 12:09PM [11:20AM I1124AMI[ 11:27AM 11:29AM1[11:35AM�1 11:46AM 11:51AM 12:00PM r12:06PM ] 12:16PM I12:30PM 12:39PMJ 11:50AMJ[11:54AM 11:57AM [11:59AM] 12:05PM 12:16PM ] 12:21 PM 12:30PM 12:36PM 12:46PM 01:OOPM 01:09PM 12:24PM-1[ 12:27PM][12:29PM [12:35PMM 12:46PM 12:51 PM1 01:00PM 01:O6PM 01:16PM 01:30PM 01:39PM ,12:20PM 12:54PM 12:59PM [01:05PM 01:16PM 01:21PM 01:30PM L01:36PM 01:46PM [02 ^00PM 02:09PM I12:50PM 1 112:57PM 01:20PM 01:24PM 01:27PM 01:29PM 01:35PM 01:46PM [01:51 PM 02:OOPM 02:06PM 02:16PM 02:30PM 02:39PM 01:50PM1I01:54PM 01:57PM Ig1:59PM€ 02:05PM 02:16PM 02:21PM 02:30PM 1 02:36PM 02:46PM 03:OOPM 03:09PM '02:20PM 102:24PM 1 02:27PM 02:29PM] 02:35PM1 02:46PM7 02:51 PM] 03:OOPM 03:06PM 03:16PM 03:30PM 03:39PM httpJ/www.co.riami-dade.fl.us/transit/metrobus/routes/schedule.asp?R1—WEEKDAY%20&R2=West%20Bound%20%20%20... 8/22/2003 M.D'[' - site Schedule • ra'G L2:50PM 102:54PM [2:57PM 1[02:59PM 03:05PM 03:20PM 03:24PM 03:27PM 03:29PM 1Q3:50PM 03:54PM1.03:57PM_1103:59PM 104:05PM 04 20PM1104 24PM 04:26PM 1104: 04:50PM 04:54PM 105:20PM 05:55PM 03:35PM 04:56PM [05:24PM [ 05:26PM 05:59PMT06:01PM 1 06:25PMM106:29PM 06:31 PM 06:58PM[07:02PM [ 8:03PM 08:07PM; 08:57PM 1b9:01 PM 10:05PM 104:58PM [05:28PMi1 06:03PM 106:33PM 06:39PM 07:04PM] 07:06PM-67:12PM 1 08:09PM 09:03PM 1 10:07PM 08:11PM 09:05PM 10:09PM1 04:34PMj 05:04PM 05:34PM1 06:09PM 08:17PM 09:11PM 10:14PM 03:16PM 03:46PM 04:16PM 1 04:45PM 05:15PM 1,03:21PM 03:51PM 1 03:30PM 04:00PM 1 03:36PM 04:06PM 03:46PM 04:16PM 04:OOPM1 04:09PM 1 04:30PM 04:39PM 04:21 PM 1 04:30PM 1[4:36PM 1[ 04:46PM 05:OOPM 05:09PM 04:50PMj[04:59PM [05:05PM 05:15PM -1 35:29PM r 05:38PM 05:20PM [ 5:29PM 05:35PM 05:45PM 05:45PM 05:50PM 1-05:59PM 06:05PM 1 06:15PM 06:29P4 06:38PM 06:20PM 06:25Pa 06:34PM [06:40PM 06:50PM ][07:O4PM 07:13PM-1 07:04PM 07:10PM 07:18PM 07:30PM 05:59PM 06:08PM 06:50PM 07:21PM 08:26PM 09:20PM 10:22PM [96:55PM 07:25PM1 08:30PM 09:24PM 10:25PM 07:33PM 08:38PM 09:32PM 10:31 PM 07:39PM 08:44PM 09:38PM 0:36PM 07:47PM 08:52PM 09:46PM 10:43PM 07:39PM 07:59PM-68:08PM 09:04PM 09:58PM 10:55PM 09:13PM 10:07PM 1 11:02PM CLOSE WINDOW http://www.co.mii-dacle, C1.us/transit/nietrobus/routes/schedule.asp?Rl —WEEKDAY%20&R2—West%20Bound%20%20%20... 8/22/2003 •JN 3516 • • Bus Route: 17 PM Peak Headway 30 Minutes Peak Vehicles 12 Dailly One -Way Trips 95 Daily Ridership 5346 Bus Route: 32 PM Peak Headway 20 Minutes Peak Vehicles 11 Dailly One -Way Trips 86 Daily Ridership 3854 Bus Route: M PM Peak Headway 30 Minutes Peak Vehicles 6 Dailly One -Way Trips 62 Daily Ridership 1109 Bus Route: 22 PM Peak Headway 20 Minutes Peak Vehicles 11 Dailly One -Way Trips 81 Daily Ridership 3769 Call Log 8/7/2003 9:34 Called Steve Alperstein MDT 305 637 3742 Left voice mail requesting info on bus routes 17 & 32 8/8/2003 13:05 Called Steve Alperstein , , , on Vacation ... Left Message for John Garcia 8/8/2003 13:32 Received call from John Garcia 3516 • August 11, 2003 PCC • • BUS ROUTE 17 DIRECTION Northbound LOCATION NW 17th Ave NiO NW N River Drive TIMES 4:01PM 5:15PM CAPACITY 38 / 50 38 / 50 OCCUPANCY 26 4 PERCENT AVAILABLE 31.58% 48.00% 89.47% 92.00% SPACE AVAILABLE 12 24 34 46 AVERAGE % AVAILABLE 60.53% 70.00% AVERAGE SPACE AVAILABLE 23 35 DIRECTION Southbound LOCATION NW 17th Ave N/O NW 14th Ter TIMES 4:10PM 5:27PM 6:18PM CAPACITY 38 150 41 / 55 38 / 50 OCCUPANCY 13 9 7 PERCENT AVAILABLE 65.79% 74.00% 78.05% 83.64% 81.58% 86.00% SPACE AVAILABLE 25 37 32 46 31 43 AVERAGE % AVAILABLE 75.14% 81.21% AVERAGE SPACE AVAILABLE 29 42 • August 11, 2003 PCC • • BUS ROUTE M DIRECTION Westbound LOCATION NW N River Drive E/O NW 19th Ave TIMES 4:48PM 5:34PM CAPACITY 38150 38 / 50 OCCUPANCY 1 0 PERCENT AVAILABLE 97.37% 98.00% 100.00% 100.00% SPACE AVAILABLE 37 49 38 50 AVERAGE % AVAILABLE 98.68% 99.00% AVERAGE SPACE AVAILABLE 37.5 49.5 DIRECTION Eastbound LOCATION NW N River Drive E/O NW 17th Ave TIMES 5:09PM 6:10PM CAPACITY 38 / 50 38 / 50 OCCUPANCY 0 3 PERCENT AVAILABLE 100.00% 100.00% 92.11 % 94.00% SPACE AVAILABLE 38 50 35 47 AVERAGE % AVAILABLE 96.05% 97.00% AVERAGE SPACE AVAILABLE 36.5 48.5 3516