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Home My WebLink AboutTraffic Impact Analysis03110/ 2006 12: 5 7 3E15305999 D3/10/2406,12:34 FAX L1R S TRANSPORT ANALYSIS PAGE 62/02 a 002/002 • • URS March 10, 2000 Ms, Lilia I. Me ina, AICP Assistant Tra partation Coordinator City of Miami, E Moe of the City Manager/Transportation 444 SW 21d Avenue (10t' Floor) Miami, Florida133130 Re: 2721 Biscayne Suffic envy Letter— W.O. It 152 Dear Ms. Medina: Subsequent received s r+ Prafessionals and a safiisfa response lettf At this time, submittal me Should you 954.739.188 Incerefy, u Raj .hanrmu Se or Traffi Attoahrnear Cc: Mr. Ke Mr. Ma Mr.R! URS Corparatio Lakp. hura Gr7 SILO NW 33 Fort L6utlerpale. Tel! 354.739, Fax: 954.739.27 $ 9 Via Fax and US Mail our January 27, 2005 review comments for the subject project; we have sponse letter on January 31, 2006: prepared by Transport Analysis Inc. (TAP), We have also received a revised site plan from the architect Cory letter (via a-mai!) from FOOT Planning office. Photocopies of the r, revised site plan and the e-mail from FOOT are attached herewith. we conclude that the traffic impact report alon0 with the subsequent is al3 the traffic requirements and the study is found to be sufficient. eve any questions please fell free, to call Quazi Masood or me at Con Southern arn, P.E. 5ngineer in Watford, Pisnrier rf, city of Mierni Penning (Rix - 305.416.144.5) ny A. Vega, Engineer f, City of Miami Zoning (Fax - 305.4102153) and P. Eichfter, TAP (Fax - 305.385.9997) nu9. Suite 150 FL 3330948:i75 • 2121 BISCAYNE MIXED -USE DEVELOPMENT 2121 BISCAYNE BOULEVARD MIAMI, FLORIDA • MUSP TRAFFIC IMPACT ANALYSIS OCTOBER 2005 • • • • 2121 BISCAYNE MIXED -USE DEVELOPMENT 2121 BISCAYNE BOULEVARD MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS INTRODUCTION This report summarizes the impact of traffic from a proposed multi -use development to be located at 2121 Biscayne Boulevard in the City of Miami, Florida. Figure 1 depicts the site's general location. The following uses are being proposed: - 150 condominiums - 51,920 sf office - 6,583 sf quality restaurant The methodology used for assessing traffic impacts of the 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 chosen to evaluate the proposed development's traffic impact for the more active PM peak period, and the study area is shown in Figure 2. Arterial Analysis - NE 20th Street - Biscayne Boulevard Intersection Analysis - Biscayne Boulevard & NE 22`ta Street - Biscayne Boulevard & NE 21st Street NE 41 Avenue & NE 22"d Street - N. Bayshore Drive & NE 21st Street Site driveway(s) & Public roadway(s) EXISTING CONDITIONS Intersection turning movement volumes were recorded between 4:00-6:00 PM on a typical workday in September 2005. Figure 3 depicts existing peak season PM peak hour volume at the four study intersections and Figure 4 illustrates intersection lane geometry. 2121 BISCAYNE MIXED -USE DEVELOPMENT 2121 BISCAYNE BOULEVARD MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS Prepared for MK Real Estate Group, Inc. 150 Alhambra Suite 800 Coral Gables, Florida 33134 Prepared by Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385-0777 October 2005 5772 Richard P. Eichinger Project Traffic Engineer 305-385-0777 • • • 2121 BISCAYNE MIXED -USE DEVELOPMENT MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS INTRODUCTION 1 EXISTING CONDITIONS 1 TRIP GENERATION 6 SITE ACCESS 6 TRIP DISTRIBUTION 7 LEVEL OF SERVICE 7 PLANNED ROADWAY IMPROVEMENTS 7 PEAK SEASON TRAFFIC ADJUSTMENTS 7 FUTURE BACKGROUND TRAFFIC 12 COMMITTED DEVELOPMENT 12 TRANSPORTATION CORRIDOR ANALYSIS 12 TRANSPORTATION CONTROL MEASURES PLAN 13 CONCLUSION 13 TABLES Table 1 — Unadjusted PM Peak Hour Site Traffic Volume 6 Table 1A — Adjusted PM Peak Hour Site Traffic Volume 6 Table 2 — PM Peak Hour Traffic Volumes 8 Table 3 — Levels of Service 11 Table 4 — Existing 2005 Corridor Analysis 14 Table 5 — 2009 Corridor Analysis 15 FIGURES Figure 1 — General Location 2 Figure 2 — Study Area 3 Figure 3 — Existing PM Peak Hour Traffic at Study Locations 4 Figure 4 — Lane Use Geometry 5 Figure 5 — Site Only Traffic 9 Figure 6 — Year 2006 Traffic Volume With and Without Site Traffic 10 APPENDIX Appendix A — Traffic Study Methodology Appendix B — Traffic Volume Data Appendix C — Capacity Analyses & Traffic Signal Timing Data Appendix D — ITE Trip Generation Appendix E — FDOT Seasonal Factors Appendix F — FDOT LOS Tables & MUATS Information Appendix G — Committed Development Worksheets & Data Appendix H — Reduced Site Plan • • • 2121 BISCAYNE MIXED -USE DEVELOPMENT 2121 BISCAYNE BOULEVARD MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS INTRODUCTION This report summarizes the impact of traffic from a proposed multi -use development to be located at 2121 Biscayne Boulevard in the City of Miami, Florida. Figure 1 depicts the site's general location. The following uses are being proposed: 147 condominiums - 46,400 sf office 6,682 sf quality restaurant The methodology used for assessing traffic impacts of the 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 chosen to evaluate the proposed development's traffic impact for the more active PM peak period, and the study area is shown in Figure 2. Arterial Analysis - NE 20th Street - Biscayne Boulevard Intersection Analysis Biscayne Boulevard & NE 22" Street Biscayne Boulevard & NE 21 st Street NE 4t' Avenue & NE 22" Street N. Bayshore Drive & NE 21 st Street Site driveway(s) & Public roadway(s) EXISTING CONDITIONS Intersection turning movement volumes were recorded between 4:00-6:00 PM on a typical workday in September 2005. Figure 3 depicts existing peak season PM peak hour volume at the four study intersections and Figure 4 illustrates intersection lane geometry. ORME Street Atlas USA1)2006 • • W 50114 ST - I Nii441-4:7 i hfYV fit ST j Pa ET i -'] E' F I Wr i'LN,.}ET VU 4' I y„." QIE 4 2 g 1 liVia. �5 ,.. , NW TH °T r d s PSS�'giNS- rr: Data use subject to license C. 2445 DeLo me. Street Alias USA 2006. www,delorme.cvm conformal Raft General Location Map MN (5-5' VT) 2 FIGURE 11 800 1600 2400 3200 4000 Data Zoom 13-4 Street Atlas USA1 2006 • • • Ra: TN Sr NE F tr E 49T.5e Jc14 ST y . NE 4f1H Si �.... [1i!'�A'l�i SI iw44 r, cT �?dc .C"b•�.a � v Ftrfff. tdc4 MDR 1,1".Aa S '......,.---4 E L1care PerK Data use subject to license. 2005 DeLorme Street Atlas USA 2005 www.delorme.com �iNE ;1`H wT I iCentenni& Park ''atom .: FarK NE 1 NE411-,. ST" NCif ST i4 3 NS3P Nt`W TI WEA1it5:_W MN (5.5' W) 3 FIGURE 2 Data Zoom 13-0 r` u)0c) r r M 4— 30 ---17 r 40 0 C) r CD 4 -Ai-- 44 f0 NE 22nd Stree N NTS' 23 20 --Ow- 24 Biscayne B©ule •tr0)nzl- u3 N M 4— 53 -+t---14 f 33 f." 61 (T r p 1 Professional Office Building 18 N 0 0 Biscayne 21 co Condominium 1v 0 Z 17 18 15 Ln T- 36 4 21 1 -411 CNJ Biscayne Bay NE 2lst Street Existing 2005 PM Peak Hour Peak Season Traffic 271,3r FIGURE 3 TRANSPORT ANALYSIS PROFESSIONALS Biscayne Boulevard r 1 4' w r N NTS NE 22nd Street Professional Office Building SITE NE 21 st Street North Bayshore Drive Biscayne 21 Condominium Biscayne Bay Existing Lane Use Geometry t ANSPORT ANALYSIS PROFESSIONALS FIGURE 4 5 • • • TRIP GENERATION Traffic generation by the proposed development is estimated using rates in the seventh edition of the Institute of Transportation Engineers' (ITE's) Trip Generation Report. Table 1 depicts PM street peak hour generation. The PM peak traffic is higher and consistent with general traffic patterns in most of Miami -Dade County. Therefore, analyses will continue using the higher PM peak hour values. Land Use/Size Table 1 Unadjusted PM Peak Hour Trip Generation (ITE 7th Edition) ITE Code No. PM Peak In Out Total Condominiums — 147 units 232 35 21 56 Office — 46,400 sf 710 12 58 70 Quality restaurant — 6,682 sf 931 34 17 51 Totals 81 96 177 Internal trips from TIE, sources are estimated at 36% of all uses. Source is from. ITE's Trip Generation Handbook, page 130. Table lA Adjusted PM Peak Hour Traffic Trip Generation PM Peak Hour Land Use In Out Total Condominiums 21 13 34 Office 7 37 44 Restaurant 22 11 33 50 61 111 SITE ACCESS The proposed site will have one, two-way drive along NE 215i Street. See site plan for access details. • • TRIP DISTRIBUTION The Miami -Dade County Public Works Department was contacted to obtain the cardinal distribution data set as published in the latest 2005 MUATS travel model validation runs for TAZ 503 to determine directional trip making characteristics of area traffic. The following information was used as a guide to distribute site traffic: North/northeast — 13.19% North/northwest — 16.75% East/northeast — 5.12% West/northwest — 13.78% East/southeast — 5.60% West/southwest — 21.54% South/southeast — 9.40% South!southwest —14.63% Table 2 depicts existing and PM peak seasonally adjusted existing traffic, year 2009 background traffic growth (without project) with committed development and year 2009 with proposed site traffic. Figure 5 depicts the estimated volume of site only traffic on local roadways. Figure 6 depicts year 2009 traffic volume with and without site traffic. LEVEL OF SERVICE Intersection level of service (LOS) analyses were performed at the off -site intersections, intersections in close proximity and the site driveway onto public roads using software that supports the current Highway Capacity Manual (HCS). Arterial analysis were performed using the city's adopted Transportation Corridors analysis. Table 3 depicts the LOS at the locations under study PLANNED ROADWAY IMPROVEMENTS Research of the latest Transportation Improvements Program (TIP) and the Long Range Transportation Plan (LRTP) revealed no significant improvements to the immediate area. PEAK SEASON TRAFFIC ADJUSTMENTS Using FDOT's 2004 seasonal factors for North Miami -Dade County, traffic volume data collected were increased, by 10.4% to reflect a peak season condition. (FDOT peak season factors are in the appendix.) TABLE 2 TRAFFIC VOLUME AT STUDY LOCATIONS 2005 PM PEAK INTERSECTION AND APPROACH VOLUME YEAR 2009 YEAR YEAR 2005 BACKGROUND 2009 2009 SEASONAL PEAK GROWTH COMMITTED `JVITHOUT INCREASE SEASONAL INCREASE DEVELOPMENT SITE VOLUME VOLUME' VOLUME2 VOLUME SUBTOTAL SITE VOLUME YEAR 2009 WITH SITE TOTAL VOLUME Biscayne Boulevard & NE 22nd Street `EB LEFT EB THRU !ES RIGHT WB LEFT IWB THRU WB RIGHT `NE LEFT NB THRU ENB RIGHT 21 18 22 36 15 27 4 1231 22 2 2 2 4 2 3 0 128 2 23 20 24 40 17 30 4 1359 24 1 0 24 0 24 0 21 0 21 2 27 2 29 !SB LEFT SB THRU SB RIGHT 31 930 14 97 34 1027 15 2 0 42 0 42 1 0 18 0 18 1 0 31 0 31 0 1 5 2 7 55 57 1471 28 1499 1 8 33 0 33 1 0 35 0 35 42 43 1112 23 1135 i 0 16 0 16 Biscayne Boulevard & NE 21st Street 1E8 LEFT EBTHRU !EB RIGHT WB LEFT IWB THRU WB RIGHT iNB LEFT !NB THRU NB RIGHT tSB LEFT 1SB THRU [SB RIGHT NE 4th Avenue & NE 22nd Street EEB LEFT 1E8 THRU ES RIGHT I WS LEFT I WB THRU WB RIGHT NB LEFT [NB THRU 1NB RIGHT 1SB LEFT SB THRU SB RIGHT 15 16 14 30 13 48 14 1227 14 28 931 17 16 55 40 4 8 1 0 5 1 27 2 2 1 3 1 5 1 128 1 3 97 2 2 6 0 0 4 0 0 0 0 17 18 15 33 14 53 1355 15 31 1028 19 18 61 1 0 44 4 9 1 0 6 1 30 1 1 1 1 1 2 1 55 1 1 42 1 1 2 0 0 2 0 0 0 0 0 0 0 13 0 7 6 0 0 58 0 0 47 0 0 0 0 0 0 0 0 16 0 0 13 18 32 16 41 21 55 16 1468 16 32 1117 20 19 63 1 0 46 4 9 17 0 6 14 0 31 0 2 0 30 6 30 0 0 23 25 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18 34 16 71 27 85 16 1468 39 57 1117 20 19 63 1 0 46 4 9 17 0 6 14 31 North Bayshore Drive & NE 21st Street E:B LEFT 1E8 RIGHT NB LEFT NB TI-IRU `SB THRU 'SB RIGHT 33 19 22 11 6 15 3 2 2 1 1 2 36 21 24 12 7 17 0 0 0 a 0 0 0 37 22 25 12 7 18 0 3 2 0 0 37 25 27 12 7 18 Site Drive & NE 21st Street EB LEFT EB THRU WB THRU WB RIGHT SB LEFT 1SB RIGHT 0 52 37 0 0 0 0 5 4 0 0 0 0 57 41 0 0 0 0 2 2 0 0 0 8 0 0 0 0 0 0 59 43 0 0 0 50 50 0 59 0 43 2 2 3 3 67 67 Arterial Summary NE/NW 20th Street East- and Westbound Two-way Site Volume Summary Biscayne Boulevard 'North- and Southbound Two -Way Site Volume Summary = 51 108 1 A seasonal increase factor of 10.4% is used to increase existing volume to peat season conditions. 2 A growth factor of 4.05 is used to increase traffic to year 2009 conditions. 2121 Biscayne TAP JN 5772 NE 4th Avenue c) NE 22nd Street N NTS 2, 0 m a> cts 0 30 6 f— 30 PM Peak Hour IN = 52 OUT = 70 TOTAL = 122 SITE North Bayshore Drive Biscayne 21 Condominium 50 4 TAZ 503 16.75 13.19 13.78 5.12 21.54 14.63 5.60 9.40 Biscayne Bay NE 21 st Street ZAP' PM Peak Hour Site Only Traffic 2121 Biscayne FIGURE 5 TRANSPORT ANALYSIS PROFESSIONALS • • • 4J 24 (24) -� 21 (21)---in-- 27 (29) N 0 U r (NJ C7 N C') 18 (18) -4 32 (34) --Ow- 16(16)-, (31)31 �-- (18) 18 (42) 42 r (85) 55 4— (27) 21 f-(71)41 co O) CO r CD r �"r CO Cif 4(4)4 « ---- (46) 46 f (a) NE 22nd Street (2)0 — (43) 43 0 (50) --4 59 (59) --► N ,VTS O Cn Biscayne 21 crS m Condominium co 0 Z 37 (37) -4 22 (25) Biscayne Bay N E 21 st Street Year 2009 Traffic Volume (With) and Without Site Traffic 2917311Pt. FIGURE 6 TRANSPORT ANALYSIS PROFESSIONALS • • • TABLE 3 LEVEL OF SERVICE AT STUDY LOCATIONS YEAR YEAR 2005 2009 2009 PEAK WITHOUT WITH SEASON SITE SITE INTERSECTION AND APPROACH LOS LOS LOS _Bisce e Boulevard & NE 22nd Street EB LEFT, THRU & RIGHT D D D WB LEFT, THRU & RIGHT D D D NB LEFT A A A NB THRU & RIGHT A A A SB LEFT A A A SB THRU & RIGHT A A A Biscayne Boulevard & NE 21stt Street DEB LEFT, THRU & RIGHT WB LEFT, THRU & RIGHT NB THRU & RIGHT i SB LEFT LSB THRU & RIGHT D -- D/C* D FID* B BIC* B BIB* NE 4th Avenue & NE 22nd Street EB LEFT, THRU & RIGHT A A WB LEFT, THRU & RIGHT A A NB LEFT, THRU & RIGHT A A SB LEFT, THRU & & RIGHT N. Bayshore Drive & NE 21 st Street EB LEFT, THRU & RIGHT A A A NB LEFT & THRU A A A SB THRU & RIGHT A A A NE 21 st Street & Site Drive EB LEFT & THRU N/A NIA -SB THRU & RIGHT NIA N/A * Before and after signal timing adjustment A 2121 Biscayne TAP JN 5772 • • • FUTURE BACKGROUND TRAFFIC The site development is estimated to be completed and the project capable of being fully occupied in 2009. FDOT count stations near to the site, were researched to obtain a growth factor. A three-year average annualized growth at the stations indicate a slight decrease in growth, however to remain conservative, a one (1%) growth will be used. COMMITTED DEVELOPMENT The following committed developments were researched with city staff to determine if they had traffic studies to include in the analysis: 1. Biscayne Condos — NE 2Sth Street e/o Biscayne Boulevard 2. Biscayne Park — NE 24th Street w/o Biscayne Boulevard 3. Bay 25 Biscayne Boulevard and NE 25th Street 4. Soho Condo — NE 23rd Street e/o Biscayne Boulevard 5. Biscayne Bay Lofts — NE 25th Street e!o Biscayne Boulevard 6. The Village on Bayshore — 1902 Biscayne Boulevard The September 2005 Large Scale Development Report was used to determine committed development. The committed developments can be found in the appendix. TRANSPORTATION CORRIDOR ANALYSIS Traffic volume counts were taken in September along NE 20th Street and along Biscayne Boulevard. As previously shown in Table 2, the existing 2005 peak season volume is shown in Table 4. Table 5 depicts future year 2009 conditions at full build - out and occupancy. Table 5 shows that in year 2009 with project traffic included, the combined person - trip capacity for automobiles is above the trip demand during the PM peak hour on the arterials studied. 12 • • • TRANSPORTATION CONTROL MEASURES 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 roadways and nearby intersections. 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. Provide bicycle parking and locker areas CONCLUSION Arterial roadways and intersections studied in this report will operate within acceptable level of service conditions with site traffic in build -out year 2009. 13 • • • TABLE 5 FUTURE YEAR (2009) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Arteriall Corridor Nam Biscayne Boulevard TWQ-WAY VOLUME NE 20th Street TWO-WAY VOLUME ROADWAY MODE i ROADWAY ROADWAY I I PER. TRIP PER. TRIP LROADWAY I 2009 I ROADWAY i CAPACITY ROADWAY VOLUME i t1tX. TRIP ROADWAY;- ..,.,.._ TCORR i VEHICULAR! PPV= VEHICULAR .,_0PPV=.,._....._.EXCESS PERSON ! { TYPE I CAPACLTYr " 1_6 VOLUME" 1.4 i PM. TRIP TRIP I TNotes) I (1) :..___. (2) -....1 (3) _,.. (41 (5) . .._. __ {&) (7) E LOS I 5.984 2,705 3,787 i 7197 0.63 1,� G Adopted.i LS I 3,740 Allr ebte I E+20 )_,........_._._ 374000 ' r Adopted l._ LS.... Allowable I 3 E,2Q `__J. 1860,00 2,876 40 2,920 Biscayne Boulevard NE 20th Street 105 TABLE" Biscayne EOM NE 20th Street FOOT LOS Table Volumes 1FCOT LOS Table Volume - 000---C 0.00 9 B rite B 210 0.65 C 011 B C 2430 � __..,.1280 0.65 C 0.12 C D 3540 Ll 1750 .... 0.65.._ ` _..-.- 0.69 _._-- G E 3740 E 1860 0.55 0.65 0.66 (7 95 0.96 1.00 r1.70 0.94 0.95 0.99 E MASS TRANSIT MODE LOCAL BUSI EXPRESS RAIL. TRAM TOTAL_ TOTAL { TRANSIT PER. TRIP PER. TRIP PER. TRIP j TRANSIT TRANSIT) PERSON, CAPACITY I CAPACITY CAPACITY,] CAPACITY PERSON { TRIP._,_, LOAD = ! pp LOAD = 9 LOAD = i0 L ._TRIP 1 EXCESS_ DESIGN I DESIGN DESIGN ; DESIGN _ V(h.,.UUME•i CAPACITY (8) 1 (9) (10) 1.j11} (121 I (13) 0 i 0 0 1 ..,...,�___0..� 0 , WT AVG HEADWAY I SEATS RIDERSI-4F71 DESIGN DIRECTIONS VEIL PER HOUR; FACTORCTC9PACnY IRPERCENT SHIP BOTH I PER PAX 1 SHrP I i t 0 AVG 1 I W7AVG AVG F 90714 I5PER5 RIDERSHIP 1 DESIGN P�5_.,.., �'PERCENT.. DIRECTION'S VEH PERHOURI FACTOR CM't TY iRI tSfm' CORRIDOR TOTALS CORRIDOR CORRIDOR CORRIDOR! PERSON PERSON PERSON ; TRIP TRIP --_— TRIP EXCESS CAPACITY VOLUME 1 CAPACITY ((4) {15) 1 ((6) AUTO PERSON TRIPS =1 IRnsasrTPeaSalTR$PS=` TOTAL PERSON TRIPS =, j FACTORS: 2005-2009 Ann. Gr i % PROJECT VOLUME ASSIGNED Biscayne Bou'evard .... InboundIND_ Out6ound 15-4') NE 20t17 5lreei Inbound (EB� Outbound 0 Transit TriPer T _ 192 -.� __0 192 0 187 187 Volume Is from the year 2002 FOOT LOS tables LOS A & B not possitfie under wsureptions - other v/c cutoffs use FLX3T LOS ONE: ratios E isllnp volume adjusted to peak season Preleel Auto Trig' Include Committed Devefa !meet 2121 Biscayne TAP „IN 5'772 • • • TABLE 4 YEAR 2005 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS 1 Arterial l Corridor Name Biscayne Boulevard TWO WAY VOLUME NE 2Oth Sheet TWO-WAY VOLUME 2003 CORE TYPE (Notes) (1) Adopted Allowable E+20 3,740 1.1 AlkM6b1 E*20 ROADWAY CAPACITY' ROADWAY vaiicuLAR PP1Ar* HICULAR!_-_�PPV= CAPACITY* 1.6 VOLUME" 1.4 (2) (3) (4) (5) LS 3,740 5,984 ? 2, LS 2,976 ROADWAY MODE ROADWAY r 3 ROADWAY ......._„__.,.._. PER. TRIP I 1 PER. TRIP ,' VOLUME PER. TRIP irROADWAY EXCESS] PERSON PER. TRIP i TRIP S6t t (7) LOS 3,122 2,662 I 0-52 C.. 2,923 ! 0.02 Bia6ayne Blvd NE 20tt1 Street Biscayne Blvd NE 201h Street L05 TABLE" IFDOT LDS Table Volumes 1FOOT LOS Table Volumes 0.00 C 0.00 13 i3 1 +sta B r 210 0.65 C 0.11 C2:430,....._.. C I 1,280 __,_......0.65_._....0 0.12 .,._...._.._B._._...._.._. C (3 I 3,540__._. D1 1750 .___.._. 65 _._._� C 3.740 I ._ 1,860 0.69....'-.- ..,._ E E MASS TRANSIT MODE LOCAL SUS EXPRESS }RAIL TRAN TOTAL TOTAL TRANSIT PER. TRfP PER. TRIP €PEP.. TRIP TRANSIT 3 TRANSIT PERSON CAPACITY CAPACITY; CAPACITY CAPACITY PERSON �� 7F21P �! LOAD = F4 LOAD' j (1 LOAD = LOAD =1 TRIP EXCESS DESIGN OESIGN DESIGN DESIGN VOLUME CAPACITY (8) _ (9) i (10) {11) I (12) (13) i ! W T AVG . AVG HEADWAY SEATS IRIDERSHIP .ROTH PER I PAX DIREC VEH ; PER HOUR ... _ WTAVG r........A........ ADWAY SEATS_IRIDERSHIP DESIGN.y,_I BOTH PER i PAX LOAD i PAX PERCENT DIRECTIONS VEH tPER HOUR FACTOR i CAPACITY Rtt3645(6? DESIG LOAD FACTOR CAPACITY Ri4313RSRP PERCENT • Volume is from the year 2002 FOOT LOS tables •• Existing volume ad)usted to peak season 5,984 3 3122 ()PERSON TRI YRNPs*T PER50}l TRW TOTAL PERSON TFii 2,976 AUTO PERSON TRIPS 29*134 T i'EfI6013 MPS TOTAL PERSffN TRIPS W TOT GORR577CNNt; PE08013 1 C 0RRID00 ..__.TRIP_., 1_PERSON F tOESS I TRIP CAPACITY 1, yf1 2121 Biscayne TAP3.N 5772 • APPENDICES • • APPENDIX A TRAFFIC STUDY METHODOLOGY • • • • 2121 Brickell - MUST We are proposing on a traffic study and request your input as to the methodology and scope. • The location of the development is on the east side of Biscayne Boulevard just north of NE 215` Streeet The intersections we are proposing to study during the PM peak are as follows: • Biscayne Boulevard & NE 22nd Street (signalized) • Biscayne Boulevard & NE 215f Street (signalized) • NE 4th Avenue & NE 22nd Street (unsignalized) • North Bayshore Drive & NE 21' Street (unsignalized) • Site driveway(s) connecting to any public road The two arterials are as follows: • Biscayne Boulevard • NE 20th Street Study Area: • North: I -195 • South: 1 -395 • East: Biscayne Bay • West: I -95 Other Considerations: • We plan to use the 7th edition of ITE's Trip Generation to estimate site traffic. • We plan to show the impacts in year 2009 at full build out • We plan to use the MUATS model for site traffic distribution. • We will use FDOT's seasonal data to factor existing volumes. • We will use historical growth for the two study arterials. If growth is negative, we will use a 1% growth factor through the development's programmed build -out year. • We will research & use all bus route schedules for both arterials, if needed. • We will research committed development in the area that may have an influence on the project and submit a list to you and the city for review and acceptance. • We will research the TIP and LRTP for future roadway improvements. • We will provide TCM recommendations. • We will perform a queuing analysis, if the development is planning a gated entry. • APPENDIX B TRAFFIC VOLUME DATA • • Percent Volume Volume Peak Factor High Int. Volume Peak Factor • • Counter; 3077 i 3076 Counted By: PCC / DAB Weather: Clear Other: • Start Time L-- Peak Hour From Intersection Biscayne Boulevard Southbound Left Thru RTOR Right :0C to 1745 - Peak 1 of 17:00 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 App Let Total NE 22nd Street Westbound Thru RTOR Right App. Tote Volume 31 930 3 11 975 36 15 15 12 78 3.2 95.4 0.3 1.1 46.2 19.2 19.2 15.4 31 930 3 11 975 36 15 15 12 78 7 238 2 4 251 8 3 3 1 15 17:30 7 238 2 4 251 0.971 17:00 9 4 23 0.848 Biscayne Boulevard Northbound Lf RTOR 123 4 0 1 0.3 97.9 0.0 123 4 0 1 316 0 17:30 1 316 Right I App Loft Thru I Tout _1 File Name : 5772-BiscayneBlvdrii)22Nvl Site Code : 5772.1077 Start Date 09/13/2005 Page No 2 NE 22nd Street Eastbound RTOR PdBill App. Int. Totai Totai 22 1257 21 18 10 12 61 2371 1.8 34.4 29.5 16.4 19.7 22 1257 21 18 10 12 61 2371 6 323 3 6 2 5 16 605 0 6 323 0.973 17:15 8 5 2 3 18 0.847 2 Z I *5 0' —1 0 Biscayne -Boulevard Out In Total 12791 9751 [ 2254] 141 9301 311 Right Thru Left 4 s North 9113/2005 5:00:00 PM 9/13/2005 545:00 PM All Vehictes ak 1 Left Thru Right 1 4.1 12311 221 12571 Ti Out In Total Biscayne Boulevard I MI 0.980 Counter: 3077 ? 3076 Counted By: PCC t DAB Weather: Clear Other: • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5772-Biseayne13Lv422PM Site Code : 57723077 Start Date ; 091)3/2005 Page No :3 Counter: 3077 ! 3076 Counted By. PCC / DAS Weather: Clear TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Biscayne Boulevard Southbound Stan Time Left Thrt r- Factor 1 1.0 1.01 1.0 J 1.0 i 1600 6 212 0 0 218 16;15 1 217 0 3 221 16:30 8 214 0 4 226 16:45 3 188 1 5 197 RTOR I Right T PP ts! Left Total 18 831 1 12 862 17:00 10 231 0 1 242 17:15 3 236 1 3 243 17:30 7 238 2 4 251 17:45 11 225 0 3 239 1© Groups Printed- All Vehicles NE 22nd Street Biscayne Boulevard Westbound Northbound RTOR Right 1.0 1.0 1.0 APP TotalLc& Thru 1.01.0i iQ 8 2 2 3 15 11 I 3 4 19 13 2 5 1 21 15 4 I 5 25 RTOR Right Opp Tat. 5 281 0 6 292 1 289 0 3 293 2 283 1 3 289 4 287 0 7 298 47 9 11 13 80 1 12 9 5 5 4 23 10 4 3 4 21 8 3 3 1 15 9 3 4 3 19 Total 31 930 3 11 975 36 15 15 12 78 Grand Total 49 176 4 23 1837 Apprch % 2.7 95.9 0.2 1.3 Total % I.1 38.9 0.1 0.5 40.6 • • 83 24 26 25 158 52.5 15.2 16.5 15.8 1.8 0.5 0.6 0.6 3.5 Le File Name : 5772-Biscaynel3lvd@22Pv1 Site Code : 57723077 Start Date 09/13/2005 Page No 1 NE 22nd Street Eastbound Thru OR 1_0 1.0E 1,0 Right 1.01 .App. Total Total 2 7 3 1 13 3 1 0 1 5 3 1 2 2 8 2 6 0 3 I1 538 538 544 531 114 0 1 19 1172 1 309 0 3 313 0 310 0 9 319 1 316 0 6 323 2 296 0 4 302 4 123 10 15 7 37 3 1 6 3 13 8 5 2 3 18 3 6 2 5 16 7 6 0 1 14 2151 591 601 605 574 237 0 22 1257 21 18 10 12 61 16 1 1 41 2429 31 33 15 19 98 0.7 97.6 0.0 1.7 31.6 33.7 15.3 19.4 0.4 52.4 0.0 0.9 53.7E 0.7 0.7 0.3 0.4 2.2 m n C N z5 0 $1:1E co, ea; E Out In 18371 1 2453j Biscayne Boulevard Total 42901 1 27? 17811 I491 Right Thru Lett North /13/2005 4:00:00 PM /13/2005 5:45:00 PM EAll Vehicles Left Thru Ri.ht ®� 1878] 2429 J 43071 Out in Total Biscayne Boulevard 2371 4522 Counter: 3077 / 3076 Counted By: PCC ,' DAB Weather: Clear Other: TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-.0777 Fax: (305)385-9997 File Name : 5772-biscaynebivd, 21pm Site Code : 57723077 Start Date : 09/12t2005 Page No : 2 Biscayne Boulevard Southbound Start Time Left Thru RTOR Right1 App. 7 Total Left NE list Street Westbound RTOR Right P Biscayne Boulevard Northbound RTOR I Right AppTmal LeftI Le NE 21 st Street Eastbound TOR Right Ap To Total i Peak Hour From M:OG to 17:4. • Peak i of 1 Intersection 17:00 Volume 28 931 0 17 976 Percent 2.9 95.4 0.0 1.7 Volume 28 931 0 17 976 Volume 5 223 0 2 230 Peak Factor High lnt. 17:15 Volume 8 252 0 3 263 Peak Factor 0.928 • • • 30 13 38 10 91 33.0 14.3 41.8 11.0 30 13 38 10 91 17 4 16 2 39 17:00 17 4 16 2 39 0.583 14 122 1 13 1255 1.I 97.8 0.1 1.0 14 12� 1 13 1255 7 329 1 4 341 17:00 7 329 15 16 7 7 33.3 35.6 15.6 15.6 15 16 7 7 8 6 2 2 45 ': 2367 45 18 17:00 4 341 8 6 2 2 18 0.920 0.625 r- 5 0 Biscayne Boulevard Out In Total 1290i 1 976i I i I 17t 931L 26 Right Thru Lett I 22661 y North 112/2005 5:00:00 PM 11212005 5:45:00 PM All Vehicles Left Thru Right 14i 12271 141 f i 1 I 975i 11255i i 22301 Out In Total Biscayne Boulevard 7J r w 2367 628 .942 CDunter: 3077 / 3076 Counted By: PCC / DAB Weather: Clear Other: • • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name 5772-biscayneblvd421pm Site Code 57723077 Start Date 09/1212005 Page No ; 3 Counter: 3077 / 3076 Counted By: PCC DAB Weather: Clear C}th r: Biscayne Boulevard Southbound Stara Time [ Left Factor 1.ii i 1 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 16:00 2 232 1 0 235 16:15 6 210 0 5 221 16:30 5 227 0 5 237 16:45 3 210 1 2 216 Total 16 879 2 12 909 Groups Printed- All Vehicles NE 2lst Street Biscayne Boulevard Westbound 1 Northbound ft 'th a RTOR I Right Total Left Thru RTOR ; Right File Name : 5772-biscayneblvd,21pm Site Code : 57723077 Start Date : 09/12/2005 Page No : 1 NE 21st Street Eastbound RTOR Right 1_0 ' LO 4 1.0 App. Total Te 10 1 16 1 287 0 2 290 I 1 12 1 553 1 2 8 1 12 5 251 0 2 2581 3 5 1 0 9 I 500 3 0 8 2 13 i 3 290 0 3 296 1 7 0 2 0 9 I 555 1 2 9 0 12 7 300 0 3 310, 1 0 3 1 5i 543 8 6 35 4 53 16 11$ 0 10 1154 49 5 9 2 17,00 5 223 0 2 230 17 4 16 2 39 I 7 329 1 4 341 17:15 8 252 0 3 263 4 5 5 3 17 I 2 295 0 2 299 17:30 7 224 0 5 236 6 4 9 2 21 E 3 316 0 2 321 17:45 8 232 0 7 247 3 0 8 3 14 i 2 287 0 5 294 Total 28 931 0 17 976 30 13 38 10 91 14 122 1 13 1255 Grand Total 44 181 2 29 1885 Apprch % 2.3 96.0 0.1 1.5 Total % 1.0 40.1 0.0 0.6 41.7 • • 38 19 73 14 144 26,4 13.2 50.7 9.7 0.8 0.4 1.6 0.3 3.2 8 6 2 2 18 1 7 0 2 10 3 3 2 1 9 3 0 3 2 8 15 16 7 7 45 30 23 23 2409 34 21 16 9 80 1.2 97.8 0.0 1.0 42,5 26.3 20.0 11.3 0.7 52.1 0.0 0.5 53.3 0.8 0.5 0,4 0.2 1.8 Biscayne Boulevard Out In Total [ 2476; i 18851 43611 3 311 18101 44I Right Thru Left North 0/12/2005 4:00:00 PM 0112/2005 5:45:00 PM ;At Vehicles 47 Left Thru Right 391 23551 241 1 1873; ( 2409; t 4282; Out In Total Biscayne Boulevard m it 5 VI 2151 628 589 587 563 2367 4518 Counter 3076 Counted By: DAB Weather: Clear Other: k Hour From 1 Intersection Volutne Percent Volume Volume Peak Factor High ant. Volume Peak Factor • • NE 4th Avenue Southbound ©0 to 17:4 17:00 5 1 15.2 3.0 5 1 0 1 Right I Peds ktof 27 0 81.8 27 0 8 0 0.0 1<1{A NYU:tt.l ANAL YSIN YKU. LSSIUNALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax; (305)385-9997 33 9 17:00 2 0 8 0 10 0,825 NE 22nd Street Westbound Thru Right I Pe Office Building Driveway Northbound App. Left Thru Right Peds Toni 0 40 4 0 448 1 0 0 0.0 90.9 9.1 0.0 88.9 11.1 0.0 0.0 0 40 4 0 441 8 1 0 0 0 11 2 0 13 1 1 0 0 17:45 1 17:15 0 11 2 0 13 i 3 0 0 0 0.846 File Name : 5772-NE40t22P1v1 Site Code : 57723076 Start Date : 09/14/2005 Page No : 2 NE 22nd Street Eastbound Thru Right ! Peds Int. atai 16 55 1 0 72 1 158 22.2 76.4 1.4 0.0 9 I 16 55 1 0 72 1 158 2 1 3 16 0 0 19 1 43 0,919 17:30 3 1 2 18 0 0 20 0.750 i 0.900 1 211 NE 4th Avenue Out In Total 1 541 331 271 1i 5i 01 Right Thru Left Peds North 9/14/2005 5:00:00 PM 9t14/2005 5:45:00 PM Ali Vehicles 4-1 r' Left Thru Right Peds 1 51 11 01 of L I i 2f Out In Total Office Euildinq privewav 1 91 1 11j -a 7 2 5� n 0 Counter: 3076 Counted By: DAB Weather: Clear Ode • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5772-NE4 D2PM. Site Code : 57723076 Start Date :09/14/2005 Page No : 3 Counter: 3076 Counted By: DAB Weather: Clear Other; TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Start Time Left Factor NE 4th Avenue outhbound I 0 I 0 Right Pa s 1.01.0 16:00 1 0 5 0 6 16:15 3 0 7 0 10 16:30 1 0 5 0 6 6:45 0 0 10 0 10 Total 5 02 File Name : 5772-NE4(422PM site Coe 57723076 Start Date : 09/14/2005 Page No 1 Street Office Building Driveway NE 22nd Street Westbound Northbound Eastbound 1,0 1_0 < 3.0 1.0 0 8 0 0 5 0 0 8 0 51 6 2 0 8! 7 1 0 8 Right DIN Riga Pcds 1,0 1.0 1_0 • 1,0 _ 1.0 1.0 App. Total Total 0 0 10 3 0 0 0 3 3 8 0 0 11 0 0 0 0 0 1 7 0 0 8 2 0 0 0 2 5 7 1 0 1 27 29 22 3 32 0 26 3 0 29j 6 17:00 2 0 8 0 10 17:15 0 0 5 0 5 17:30 3 0 6 0 9 17:45 0 1 8 0 9 Total 5 1 27 0 0 10 2 0 0 9 0 0 9 0 10 0 0 10 0 11 2 0 13 0 40 4 0 44 12 13 28 1 0 0 0 1 6 9 0 0 3 0 0 0 31 5 12 1 0 3 0 0 0 3 2 18 0 0 20 1 1 0 0 2 3 16 0 0 19 8 1 0 0 9 16 55 1 0 72 42 Grand Total 10 1 54 0 65 0 66 7 0 73 14 2 1 0 17 Apprch % 15.4 1.5 83,1 0,0 0.0 90.4 9.6 0.0 82.4 11.8 5.9 0.0 Total % 3.7 0.4 20.1 0.0 24,2 0.0 24.5 2.6 0.0 27.1 ! 5.2 0.7 0.4 0.0 6.3 • 29 83 2 25.4 72.8 1.8 0.0 10.8 30.9 0.7 0,0 42,4 15 18 0 NE 4th Avenue Out in Total 1 381 65I log] I I 541 if WI OJ Right Thru Left Peds 4, North 19/14/2005 4:00:00 PM 19/14/2005 5:45:00 PM All Vehicles Left Thru Right Peds 141 21 11 01 3! 1 171 Out In Total Office BititdIrKI Driveway I 20j 0 z m L1°4 38 35 42 43 158 0 1141 269 Counter: 3077 Counted By: PCC Weather: Clear Other: TRANSPORT ANALYSIS PROFESSIONALS, 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5772-NBayshore@21PM Site Code : 57723077 Start Date : 09/ 14/2005 Page No :2 Start Tlme 1 North Bayshore Drive Southbound Left j Thr Peak Hour From 15:00 to 17:45 - Peak I of Intersection 17:00 0 6 0,0 28.6 0 6 0 3 Volume Percent Volume Volume Peak Factor High Int. Volume Peak Factor • • 15 71.4 15 5 Peels App, Total 0 21 0.0 0 21 0 8 17:15 0 3 5 0 8 0.656 Westbound Loft Thru Right North Bayshore Drive Northbound Peels [ Total i LeR Thru Right: 0 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 9 0 0 3:45:00 PM 0 0 0 0 AAP- Left Total T NE 21st Street Eastbound tuu Right Peels App ! tnt, i Total Total 22 11 0 0 33 33 0 19 0 52 106 66.7 33.3 0.0 0.0 63.5 0.0 36.5 0.0 22 11 0 0 33 33 0 19 0 52 ; 106 4 6 0 0 10 7 0 5 0 12 30 0.883 17:00 17;00 9 2 0 0 11 8 0 7 0 15 0.750 0.867 North Bayshore t 3nve Out Ira Total North 9/14/2005 5:00:00 PM 9/14/2005 5:45:00 PM Aft Vehicles 4-1 Left Thru 251 , 33 Out In Taal North 8aysh0re Drive eels 581 Counter: 307? Counted By: FCC Weather: Clear Cdi • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name 5772-N13ayshore@2 I PM Site Code : 57723077 Stan Date 09/14/2005 Page No 3 Counter: 3077 Counted By: FCC Weather Clear Other: TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax; (305)385-9997 Grouras Printed- All Vehicles File Name : 5772-NBayshorerr421PN1 Site Code : 57723077 Start Date : 09/14/2005 Page No : 1 N manlicuSouthbound LA arth Bayshore III 101 10 Drive 1A ] Westbound North Bayshore Drive :Northbound NE 21st Street Eastbound Left Thru Right Pe4 APP' Total Left Thru Right Pads APP Total Left T3tru Right Peds ; ,maiApp 'q[at Int. Iota! 10 1 0 1_0 _ 1.0 1.0 1 0 1.0 1.0 i 1.0 16:00 0 2 8 0 10 0 0 0 4 0 3 4 0 0 7 4 0 I 0 5 22 16:15 0 2 1 0 3 0 0 0 0 0 8 1 0 0 9 6 0 3 0 9 21 16:30 0 1 3 0 4 0 0 0 0 0 9 2 0 0 11 3 0 5 Q 8 23 16:45 0 2 5 0 7 0 0 0 0 0 0 4 0 0 4 3 0 4 0 7 18 Total 0 7 17 0 24 0 0 0 0 0 20 11 0 0 31 16 0 13 0 29 84 17:00 17:15 17:30 17:45 Total 0 0 Q 0 Q 0 3 2 1 6 3 5 3 4 15 0 Q Q 0 0 3 8 5 5 21 Grand Total 0 13 32 0 45 Apprch % 0.0 28.9 71.1 0.0 Total % 0.0 6.8 16.8 0.0 23.7 • 0 0 Q 0 0 0 0.0 0.0 0 0 0 0 0 0 0.0 0.0 0 Q 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 9 2 4 6 5 1 4 2 22 11 0 0 0 0 0 0 0 0 0 8 11 10 6 6 33 8 7 11 7 33 0 0 0 Q 0 7 4 3 19 0 0 0 0 15 12 15 10 52 42 22 0 0 64 49 0 32 0 81 65.6 34.4 0,0 0.0 . 60.5 0.0 39.5 0.0 22.1 11,6 0.0 0.0 33.7 25.8 0.0 16.8 0.0 42.6 North Bayshore brive Out to Total 1 71 ! 45 r 116j I I j 32 131 0i Right Thru Peds 4J T North -0114 2005 4:00:00 14l2005 5:45:00 PM iAll Vehicles Left Thru Peds L 42f 22j 0 ( 45] Out In Total North Bayshore Drive { 1091 29 30 26 21 106 190 09/15/05 10:39:42 0 * * * * * * * * * * * * TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Dual Channel 15 Minute Final Report (page 2 of 2) Site ID : 5772-E/WB Info 1 : NE 20th Street W/O Info 2 : Biscayne Boulevard Page: 4 ************** Start Date : Sep 13, 2005 Tue End Date : Sep 14, 2005 Wed Adj. Factor: 1.00 ALL DAYS AVERAGED 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 0 0 0 1 1 1 1 1 1 4 5 1 1 1 1 2 1 1 1 1 3 5 0 0 0 0 0 0 0 0 1 1 1 0 0 0 0 0 0 0 1 1 2 2 0 1 2 0 2 0 3 2 0 5 7 1 1 0 1 2 0 1 1 2 3 5 1 4 2 3 9 1 1 3 1 5 14 1 1 4 2 8 2 7 2 5 15 23 2 5 2 3 11 7 6 8 7 28 39 1 4 7 5 16 4 5 9 6 23 39 3 2 4 2 11 4 6 5 3 16 27 2 6 5 3 15 5 5 5 6 20 35 12 5 6 4 4 18 5 4 5 4 17 35 1 4 3 5 3 15 5 9 6 6 25 40 2 2 6 5 4 16 6 5 7 6 23 39 3 4 4 2 3 12 7 6 10 9 31 ,gq 43 4 1 3 4 5 13 4 6 8 8 26 5 2 3 2 3 9 5 5 5 7 20 _ 29 6 4 4 3 4 15 6 5 4 5 18 j/c '-- —=,:°- 33 7 6 4 5 3 17 10 5 6 3 23'540 s4x/, --'' 8 2 2 1 1 6 3 3 2 1 8 14 9 3 1 2 1 6 3 2 2 1 a *). 17---; 14 10 1 0 1 1 3 3 3 2 2 8 11 11 2 1 1 1 4 0 1 1 3 5 9 TOTALS 38% AVERAGE 1.1 period 205 62% 331 536 4.3 1.7 period 6.9 11.2 Peak AM Hour is *** 9:15am to 10:15am *** Volume Lane 1 : 19 Lane 2 : 24 Combined: 42 Directional Split : 45% 57% Peak Hour Factor 0.679 0.667 0.656 Peak / Day Total 0.093 0.073 0.078 Peak PM Hour is *** 3:00pm to 4:00pm *** Volume Lane 1 : 13 Lane 2 : 32 Combined: 44 illpirectional Split ; 30% 73% eak Hour Factor : 0.812 0.800 0.917 Peak / Day Total : 0.063 0.097 0.082 09/15/05 10:3942 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5772-E/WB Info 1 : NE 20th Street W/O Info 2 : Biscayne Boulevard Page: 1 Date : Sep 13, 2005 Tue Factor : 1.00 Lane 1-Directional, Axle, /2 Lane 2-Directional, Axle, /2 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 .1 M 12 6 5 2 1 14 2 2 5 4 13 27 1 7 4 2 3 16 4 10 4 3 21 37 2 3 3 4 3 13 4 4 7 4 19 32 3 1 2 2 4 9 4 1 14 6 25 34 4 1 5 7 4 17 3 8 12 7 30 47 5 2 1 0 2 5 3 5 4 5 17 22 6 4 4 4 3 15 8 5 3 4 20 35 7 10 7 5 3 25 11 6 8 3 28 53 8 1 1 0 0 2 3 0 0 0 3 5 9 4 1 0 0 5 5 2 1 0 8 13 10 1 0 1 0 2 5 4 2 0 11 13 11 2 1 0 0 3 0 0 0 1 1 4 0 0 0 1 1 1 1 2 1 5 6 1 0 1 0 2 0 0 0 1 1 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 0 0 3 0 3 0 2 2 0 4 7 1 1 0 0 2 0 0 1 1 2 4 0 4 2 2 8 0 2 2 2 6 14 0 0 5 2 7 3 4 0 4 11 18 1 7 2 5 15 7 10 8 11 36 51 0 1 7 3 11 1 2 8 4 15 26 4 2 5 0 11 2 6 7 4 19 30 1 6 7 3 17 4 3 4 4 15 32 TOTALS 39% AVERAGE 2.1 period 203 61% 311 514 8.5 3.2 period 13.0 21.4 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 15 Lane 2 : 36 Combined: 51 Directional Split : 29% 71% Peak Hour Factor . 0.536 0.818 0.750 Peak / Day Total 0.074 0.116 0.099 Peak PM Hour is *** 6:45pm to 7:45pm *** Volume Lane 1 : 25 Lane 2 : 29 Combined: 54 Illsectional Split : 46% 54% elk Hour Factor ▪ 0.625 0.659 0.643 Peak / Day Total ▪ 0.123 0.093 0.105 09/15/05 10:39:42 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5772-E/WB Info 1 : NE 20th Street W/O Info 2 : Biscayne Boulevard Page: 2 Date : Sep 14, 2005 Wed Factor : 1.00 Lane 1-Directional, Axle, /2 Lane 2-Directional, Axle, /2 Hour 1-EB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 0 0 0 0 0 1 1 0 0 2 2 1 0 1 0 I 2 1 1 2 0 4 6 2 0 0 0 0 0 0 0 0 1 I 1 3 0 0 0 0 0 0 0 1 I 2 2 4 0 1 0 0 1 0 4 2 0 6 7 5 0 0 0 1 1 0 1 0 2 3 4 6 2 3 2 3 10 1 0 3 0 4 14 7 1 2 3 2 8 1 10 3 5 19 27 8 3 2 1 1 7 7 2 8 3 20 27 9 1 6 7 6 20 6 7 10 8 31 51 10 2 2 2 4 10 5 5 2 1 13 23 01 3 6 2 2 13 5 7 5 7 24 37 M 12 3 7 6 6 22 8 5 4 4 21 43 1 1 2 7 3 13 6 7 8 8 29 42 2 1 8 5 5 19 7 5 6 8 26 45 3 6 5 2 2 15 9 11 6 11 37 52 4 1 0 1 6 8 4 4 4 9 21 29 5 2 4 3 4 13 6 4 5 8 23 36 6 4 4 2 4 14 3 4 4 5 16 30 7 2 1 4 2 9 8 4 3 2 17 26 8 3 3 1 2 9 2 5 4 1 12 21 9 2 0 3 2 7 1 2 3 I 7 14 10 0 0 1 2 3 0 1 1 3 5 8 11 1 1 1 I 4 0 2 1 5 8 12 TOTALS 37% AVERAGE 2.2 period 208 63% 351 559 8.7 3.7 period 14.6 23.3 Peak AM Hour is *** 9:00am to 10:00am *** Volume Lane 1 : 20 Lane 2 : 31 Combined: 51 Directional Split : 39% 61% Peak Hour Factor 0.714 0.775 0.750 Peak / Day Total 0.096 0,088 0.091 Peak PM Hour is *** 2:30pm to 3:30pm *** Volume Lane 1 : 21 Lane 2 : 34 Combined: 55 irectional Split : 38% 62% eak Hour Factor 0.875 0.773 0.859 Peak / Day Total 0.101 0.097 0.098 09/15/05 10:39:42 411 ************ TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Dual Channel 15 Minute Final Report page 1 of 2) Site ID : 5772-E/WB Info 1 : NE 20th Street W/O Info 2 : Biscayne Boulevard Page: 3 ************** Start Date : Sep 13, 2005 Tue End Date : Sep 14, 2005 Wed Adj. Factor: 1.00 ALL DAYS COMBINED Hour 1-EB Hour 2-WE 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 0 0 0 1 1 2 2 2 1 7 8 1 1 1 1 4 1 1 2 1 5 9 0 0 0 0 0 0 0 0 1 1 1 0 0 0 0 0 0 0 2 1 3 3 0 1 3 0 4 0 6 4 0 10 14 1 1 0 1 3 0 1 1 3 5 8 2 7 4 5 18 1 2 5 2 10 28 1 2 8 4 15 4 14 3 9 30 45 4 9 3 6 22 14 12 16 14 56 78 1 7 14 9 31 7 9 18 12 46 77 6 4 7 4 21 7 11 9 5 32 53 4 12 9 5 30 9 10 9 11 39 69 12 9 12 8 7 36 10 7 9 8 34 70 1 8 6 9 6 29 10 17 12 11 50 79 2 4 11 9 8 32 11 9 13 12 45 77 3 7 7 4 6 24 13 12 20 17 62 86 4 2 5 8 10 25 7 12 16 16 51 76 5 4 5 3 6 18 9 9 9 13 40 58 6 8 8 6 7 29 11 9 7 9 36 65 7 12 8 9 5 34 19 10 11 5 45 79 8 4 4 1 2 11 5 5 4 1 15 26 9 6 1 3 2 12 6 4 4 1 15 27 10 1 0 2 2 5 5 5 3 3 16 21 11 3 2 1 1 7 0 2 1 6 9 16 TOTALS 38% 411 62% 662 1073 AVERAGE 4.3 period 17.1 6.9 period 27.6 44.7 Peak AM Hour is *** 9:15am to 10:15am *** Volume Lane 1 : 36 Lane 2 : 46 Combined: 82 Directional Split : 44% 56% Peak Hour Factor : 0.643 0.639 0.641 Peak / Day Total : 0.088 0.069 0.076 Peak PM Hour is *** 3:00pm to 4:00pm *** Volume Lane 1 : 24 Lane 2 : 62 Combined: 86 411rrectional Split : 28% 72% eak Hour Factor : 0.857 0.775 0.896 Peak / Day Total : 0.058 0.094 0.080 09/15/05 10:44:03 ************* TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Dual Channel 15 Minute Final Report (pane 2 of 2) Site ID : 5772-N/SB Info 1 : Biscayne Boulevard Info 2 : S/O NE 21st Street Page: 4 ************** Start Date : Sep 1.3, 2005 Tue End Date : Sep 14, 2005 Wed Adj. Factor: 1.00 ALL DAYS AVERAGED 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 .1 M 12 256 244 246 247 992 224 240 240 267 970 1 247 241 231 237 955 269 233 245 251 997 2 235 256 213 241 944 230 231 206 226 892 3 220 249 291 277 1036 220 211 241 210 881 4 264 287 270 261 1081 211 210 224 205 849 5 282 299 270 271 1121 259 240 255 236 989...E-- 6 252 266 245 258 1020 222 208 203 180 813 7 219 233 182 196 829 196 165 150 166 676 8 193 218 198 173 782 159 145 136 127 567 z4)zo 9 148 164 153 168 633 110 126 112 124 472 ,� 10 158 141 115 110 524 103 101 100 94 396 �� 11 120 121 92 88 420 88 81 75 66 309 84 74 63 53 272 47 44 48 40 178 450 38 49 38 30 154 37 30 32 27 125 279 27 31 16 21 93 21 20 14 18 72 165 20 14 16 13 63 20 19 10 13 62 125 17 14 18 22 71 15 14 20 26 75 146 16 31 28 28 102 26 33 58 71 187 289 47 57 73 115 292 103 127 176 221 626 918 124 121 144 157 545 236 256 285 350 1127 1672 137 158 184 195 673 358 348 354 347 1407 2080 187 181 166 177 710 361 327 310 275 1272 1982 188 165 184 185 721 263 229 217 206 914 1635 196 193 210 235 833 210 224 216 221 870 1703 1962 1952 1836 19179 ;1930 ,2J.10 1833 1505 x/Je41349 1105 920 729 TOTALS 49% 14859 51% 15718 30577 AVERAGE 77.4 period 309.6 81.9 period 327.5 637.0 Peak AM Hour is *** 8:30am to 9:30am *** Volume Lane 1 : 747 Lane 2 : 1389 Combined: 2135 Directional Split : 35% 65% Peak Hour Factor 0.958 0.962 0.974 Peak / Day Total 0.050 0.088 0.070 Peak PM Hour is *** 5:O0pm to 6:OOpm *** Volume Lane 1 : 1122 Lane 2 : 990 Combined: 2111 Illpirectional Split : 53% 47% eak Hour Factor 0.938 0.956 0.976 Peak / Day Total 0.076 0.063 0.069 09/15/05 10;44:03 • RANSPQRT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5772-N/SB Info 1 : Biscayne Boulevard Info 2 : S/O NE 21st Street Page: Date ; Sep 13, 2005 Tue Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NB Hour 2-SE Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 82 80 64 41 267 40 49 39 37 165 432 1 36 52 36 29 153 32 25 32 23 112 265 2 26 32 11 25 94 23 21 16 19 79 173 3 20 17 13 14 64 19 17 13 14 63 127 4 17 11 18 20 66 11 15 18 22 66 132 5 11 34 21 27 93 26 33 55 79 193 286 6 43 56 70 115 284 96 111 186 228 621 905 7 140 114 159 151 564 255 252 283 340 1130 1694 8 132 178 171 197 678 377 338 378 352 1445 2123 9 180 179 171 189 719 375 354 311 259 1299 2018 10 201 178 170 186 735 250 236 225 240 951 1686 401 205 199 225 243 872 205 247 240 230 922 1794 M 12 264 246 249 248 1007 242 235 260 267 1004 2011 1 263 252 227 264 1006 258 223 235 254 970 1976 2 228 248 217 245 938 232 217 187 217 853 1791 3 210 248 301 293 1052 230 195 234 206 865 1917 4 258 273 250 271 1052 225 215 232 194 866 1918 5 290 295 256 277 1118 257 239 266 242 1004 2122 6 261 273 234 250 1018 220 215 208 175 818 1836 7 195 228 173 202 798 199 172 149 164 684 1482 8 187 226 205 180 798 160 138 135 125 558 1356 9 127 163 138 155 583 97 106 95 124 422 1005 10 181 145 107 96 529 99 105 99 91 394 923 11 114 138 93 78 423 82 97 72 68 319 742 TOTALS 49% 14911 51% 15803 30714 AVERAGE 155.3 period 621.3 164.6 period 658.5 1279.8 Peak AM Hour is *** 8:30am to 9:30am *** Volume Lane 1 : 727 Lane 2 : 1459 Combined: 2186 Directional Split : 33% 67% Peak Hour Factor 0.923 0.965 0.985 Peak / Day Total 0.049 0.092 0.071 Peak PM Hour is *** 5:00pm to 6:00pm *** Volume Lane 1 : 1118 Lane 2 : 1004 Combined: 2122 4Ipirectional Split : 53% 47% eak Hour Factor 0.947 0.944 0.970 Peak / Day Total 0.075 0.064 0.069 09/15/05 10:44:03 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 *** Dual Channel 15 Minute Site ID : 5772-N/SB Info 1 : Biscayne Boulevard Info 2 : S/O NE 21st Street *** Pao-e: 2 Date : Sep 14, 2005 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 85 67 61 64 277 54 39 56 42 191 468 1 39 45 40 30 154 41 34 32 31 138 292 2 27 29 20 16 92 18 18 11 17 64 156 3 20 11 18 12 61 20 21 7 12 60 121 4 16 17 18 24 75 19 13 21 30 83 158 5 20 27 35 29 111 25 33 60 62 180 291 6 50 58 76 115 299 109 142 165 214 630 929 7 107 128 128 162 525 217 260 287 359 1123 1648 8 142 138 196 192 668 339 357 330 342 1368 2036 9 194 182 160 164 700 346 299 309 291 1245 1945 10 174 151 198 184 707 276 221 208 172 877 1584 4IV186 186 194 227 793 215 200 191 211 817 1610 12 248 241 243 245 977 205 244 220 266 935 1912 1 231 229 235 209 904 280 242 255 247 1024 1928 2 241 263 209 236 949 227 245 224 234 930 1879 3 229 249 280 261 1019 210 226 247 214 897 1916 4 270 300 289 250 1109 196 204 215 216 831 1940 5 273 303 283 265 1124 261 240 243 230 974 2098 6 242 259 255 265 1021 224 201 198 184 807 1828 7 243 237 190 190 860 192 157 151 167 667 1527 8 199 210 190 166 765 158 151 137 129 575 1340 9 168 165 168 181 682 123 145 129 124 521 1203 10 135 137 123 123 518 106 96 100 96 398 916 11 125 104 90 98 417 94 64 77 64 299 716 TOTALS 49% 14807 51% 15634 30441 AVERAGE 154.2 period 617.0 162.9 period 651.4 1268.4 Peak AM Hour is *** 8:15am to 9:15am *** Volume Lane 1 : 720 Lane 2 : 1375 Combined: 2095 Directional Split : 34% 66% Peak Hour Factor 0.918 0.963 0.970 Peak / Day Total . 0.049 0.088 0.069 Peak PM Hour is *** 5:00pm to 6:00pm *** Volume Lane 1 : 1124 Lane 2 : 974 Combined: 2098 Oirectional Split : 54% 46% eak Hour Factor 0.927 0.933 0.966 Peak / Day Total 0.076 0.062 0.069 09/15/05 10:44:03 III ************ Dual TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Channel 15 Minute Final Report (page 1 of 2) Site ID : 5772-N/SB Info 1 : Biscayne Boulevard Info 2 : S/0 NE 21st Street Page: 3 ************** Start Date : Sep 13, 2005 Tue End Date : Sep 14, 2005 Wed Adj. Factor: 1.00 ALL DAYS COMBINED Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 167 147 125 105 544 94 88 95 79 356 900 1 75 97 76 59 307 73 59 64 54 250 557 2 53 61 31 41 186 41 39 27 36 143 329 3 40 28 31 26 125 39 38 20 26 123 248 4 33 28 36 44 141 30 28 39 52 149 290 5 31 61 56 56 204 51 66 115 141 373 577 6 93 114 146 230 583 205 253 351 442 1251 1834 7 247 242 287 313 1089 472 512 570 699 2253 3342 8 274 316 367 389 1346 716 695 708 694 2813 4159 9 374 361 331 353 1419 721 653 620 550 2544 3963 10 375 329 368 370 1442 526 457 433 412 1828 3270 IIV391 385 419 470 1665 420 447 431 441 1739 3404 12 512 487 492 493 1984 447 479 480 533 1939 3923 1 494 481 462 473 1910 538 465 490 501 1994 3904 2 469 511 426 481 1887 459 462 411 451 1783 3670 3 439 497 581 554 2071 440 421 481 420 1762 3833 4 528 573 539 521 2161 421 419 447 410 1697 3858 5 563 598 539 542 2242 518 479 509 472 1978 4220 6 503 532 489 515 2039 444 416 406 359 1625 3664 7 438 465 363 392 1658 391 329 300 331 1351 3009 8 386 436 395 346 1563 318 289 272 254 1133 2696 9 295 328 306 336 1265 220 251 224 248 943 2208 10 316 282 230 219 1047 205 201 199 187 792 1839 11 239 242 183 176 840 176 161 149 132 618 1458 TOTALS 49% 29718 AVERAGE 309.6 period 1238.3 51% 327.5 period 31437 1309.9 Peak AM Hour is *** 8:30am to 9:30am *** Volume Lane 1 : 1491 Lane 2 : 2776 Combined: 4267 Directional Split : 35% 65% Peak Hour Factor 0.958 0.963 0.974 Peak / Day Total 0.050 0.088 0.070 Peak PM Hour is *** 5:00pm to 6:00pm *** Volume Lane 1 : 2242 Lane 2 : 1978 Combined: 4220 4101irectional Split : 53% 47% eak Hour Factor : 0.937 0.955 0.976 Peak / Day Total : 0.075 0.063 0.069 61155 2548.1 • • APPENDIX C CAPACITY ANALYSES TRAFFIC SIGNAL TIMING DATA SHORT REPORT General Information Site Information Analyst RPE/TAP Agency or Co. Date Performed 9/27/2005 Time Period PM Peak Intersection Biscayne Blvd & NE 22nd Street Area Type All other areas Jurisdiction Analysis Year 2005 Peak Season Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Lane Group LTR LTR L TR L TR Volume (vph) 23 20 24 40 17 30 4 1359 24 34 1027 15 % Heavy veh 0 2 0 0 2 0 0 2 0 0 2 0 PHF 0.85 0.85 0.85 0.65 0.85 0.85 0.97 0.97 0.97 0.97 0.97 0.97 Actuated (PA) A A A AA A AP P AP P Startup lost time 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 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/BikeIRTOR Volume 0 0 10 0 0 15 0 0 0 0 0 3 Lane Width 12.0 12.0 12.0 12.0 12,0 12.0 Parking/Grade/Parking N 0 N NONNONNON Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 08 G= 16.0 G = G= G = G = 91.0 G = G = G = Timing Y = 4 Y = Y = Y = Y 4 Y = Y = Y = Duration of Analysis hrs.2= 0.25 Cycle Length C = 115.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 67 85 4 1426 35 1071 Lane group cap. 225 212 372 2800 241 2802 v/c ratio 0.30 0.40 0.01 0.51 0.15 0.38 Green ratio 0.14 0.14 0.79 0,79 0.79 0.79 Unif. delay d1 44.5 45.1 2.5 4.2 2.8 3.6 Delay factor k 0.11 0.11 0.11 0.50 0.11 0.50 lncrem. delay d2 0.7 1.2 0.0 0.7 0.3 0.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 45.2 46.4 2.5 4.9 3.1 4.0 Lane group LOS D D A A A A Apprch. delay 45.2 46.4 4.9 4.0 Approach LOS D D A A Intersec. delay 6.8 Intersection LOS A Copyright eg 2005 University of Fiorda, All Rights Reserved HCS+Tm Version 5.1 Ge erated 10/2012005 3,59 PM SHORT REPORT General Information Site Information Analyst RPETTAP Agency or Go. Date Performed 9/27/2005 Time Period PM Peak Intersection Biscayne Blvd & NE 22nd Street Area Type All other areas Jurisdiction Analysis Year 2009 Without Site Traffic Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Lane Group LTR LTR L TR L TR Volume (vph) 24 21 27 42 18 31 5 1471 33 35 1112 16 % Heavy veh 0 2 0 0 2 0 0 2 0 0 2 0 PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.97 0.97 0.97 0.97 0.97 0.97 Actuated !PIA) A A A A A A A P P A P P Startup lost time 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 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 PedIBike/RTOR Volume 0 0 10 0 0 15 0 0 0 0 0 3 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONNONN 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NS Perm 06 07 06 Timing G 16.0 G = G = G = G = 91.0 G = G = G = Y = 4 Y = Y = Y = Y = 4 Y = Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = / /5.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 73 89 5 1550 36 1159 Lane group cap. 225 208 335 2799 206 2802 vlc ratio 0.32 0.43 0.01 0.55 0.17 0.41 Green ratio 0.14 0.14 0.79 0.79 0.79 0.79 Unif. delay di 44.6 45.3 2.5 4.5 2.9 3.7 Delay factor k 0.11 0.11 0.11 0.50 0.11 0.50 Incremi delay d2 0.8 1.4 0.0 0.8 0.4 0.5 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 45.5 46.7 2.6 5.3 3.3 4.2 Lane group LOS D D _ A A A A Apprch. delay 45.5 46.7 5.2 4.1 Approach LOS D 0 A A Intersec. delay 7.1 Intersection LOS A Copyright 02005 University of Florida, All Rights Reserved HCSATI11 Version 51 Generatad: 10/20/2005 3:59 PM 0 SHORT REPORT General Information Site Information Analyst RPE/TAP Agency or Co. Date Performed 9/27/2005 Time Period PM Peak Intersection Biscayne Blvd & NE 22n8 Street Area Type All other areas Jurisdiction Analysis Year 2009 With Site Traffic Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Lane Group LTR LTR L TR L TR Volume (vph) 24 21 29 42 18 31 8 1514 33 35 1140 16 % Heavy veh 0 2 0 0 2 0 0 2 0 0 2 0 PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.97 0.97 0.97 0.97 0.97 0.97 Actuated (PIA) A A A AA A A P P A P P Startup lost time 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 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 10 0 0 15 0 0 0 0 0 3 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONNONN 0 N N 0 N Parking/hr Bus stops/hr J 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 ak 11, Phasing EW Perm 02 03 04 NS Perm 06 07 08 G= 16.0 G = G = G= G= 91.0 G= G= G = Timing Y = 4 Y = Y = Y = Y . 4 Y . Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = 115.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 75 89 8 1595 36 1188 Lane group cap. 225 207 324 2799 193 2803 vlc ratio 0.33 0.43 0.02 0.57 0.19 0.42 Green ratio 0.14 0.14 0.79 0.79 0.79 0.79 Unit delay d1 44.7 45.3 2.6 4.6 2.9 3.8 Delay factor k 0.11 0.11 0.11 0.50 0.11 0.50 lncrem. delay d2 0.9 1.4 0.0 0.8 0.5 0.5 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 45.6 46.8 2.6 5.4 3.4 4.2 Lane group LOS D D A A A A Apprch. delay 45.6 46.8 5.4 4.2 Approach LOS D D A A Intersec. delay 7.2 Intersection LOS A Copyright 02905 University of Florida, Al Rights Reserved HC.SfiTm Version 5.1 Generated: 10;20/2005 4:14 PM SHORT REPORT General Information Site Information Analyst RPE/TAP Agency or Co. Date Performed 9/28/2005 Time Period PM Peak Biscayne Blvd & IntersectNE 21stion Street Area Type All other areas Jurisdiction Analysis Year 2005 Peak Season Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Lane Group LTR LTR L TR L TR Volume (vph) 17 18 15 33 14 53 15 1355 15 31 1028 19 % Heavy veh 0 0 0 0 0 0 0 2 0 0 2 0 PHF 0.63 0.63 0.63 0.58 0.58 0.58 0.92 0.92 0.92 0.93 0.93 0.93 Actuated (PIA) A A AAA A AP P AP P Startup lost time 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 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 7 0 0 38 0 0 1 0 0 0 Lane Width 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 Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 Excl. Left NS Perm 07 08 Timing G = 21,0 G = G= G = G= 10.0 G = 70.0 G= G= Y= 6 Y= Y= Y= Y= 3 Y= 5 Y= Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = 115.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 69 107 16 1488 1125 Lane group cap. 291 271 371 2156 269 2154 v/c ratio 0.24 0.39 0.04 0.69 0.12 0.52 Green ratio 0.18 0.18 0.72 0.61 0.72 0.61 Unif. delay d1 40.2 41.4 6.7 15.2 10.3 12.9 Delay factor k 0.11 0.// 0.11 0.50 0.11 0.50 Increm, delay cl, 0.4 1.0 0.0 1.8 0.2 0.9 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 40.6 42.4 6.7 17.0 10.5 13.8 Lane group LOS D D A B 8 B Apprch. delay 40.6 42.4 16.9 13.7 , Approach LOS D D B B I Intersec. delay 17.1 Intersection LOS B Copyrghtic 2005 University of Florida, All Rights Reserved HcSArM Version 5.1 Ge eraled: 10/2012005 4:07 PM 0 SHORT REPORT General Information Site Information Analyst RPE/TAP Agency or Co. Date Performed 9/28/2005 Time Period PM Peak Intersection Biscayne Blvd & NE 2lst Street Area Type All other areas Jurisdiction Analysis Year 2009 Without Site Volume and Timing Input BB VVB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Lane Group LTR LTR L TR L TR Volume (vph) 18 32 16 41 21 55 16 1468 16 32 1117 20 % Heavy veh 0 0 0 0 0 0 0 2 0 0 2 0 PHF 0.63 0.53 0.63 0.58 0.58 0.58 0.92 0.92 0.92 0.93 0.93 0.93 Actuated (P/A) A A A A A A A P P A P P Startup lost time 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 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 7 0 0 38 0 0 1 0 0 0 Lane Width 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 Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3,0 3.0 3.0 Phasing EW Perm 02 03 04 Excl. Left NS Perm 07 08 Timing G = 21.0 G = G = G= G= 10.0 G= 70.0 G = G = Y= 6 Y= Y = Y = Y = 3 Y = 5 Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = 115.0 Lane Group Capacity, Contro Delay, and LOS Determination EB WB NB SB Adj. flow rate 94 136 17 1612 1223 Lane group cap. 299 266 339 2156 241 2154 v/c ratio 0.31 0.51 0.05 0.75 0.14 0.57 Green ratio 0.18 0.18 0.72 0.61 0.72 0.61 Unif, delay d, 40.8 42.4 7.3 16.2 12.4 13.5 Delay factor k 0.11 0.12 0.11 0.50 0.11 0.50 Increm. delay d2 0.6 1.7 0.1 2.4 0.3 1.1 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 41.4 44.0 7.4 18.6 12.7 14.5 Lane group LOS D D A B 3 B Apprch. delay 41.4 44.0 18.5 14.5 Approach LOS 0 D 3 B lntersec. delay 18.7 Intersection LOS B Copyright 02005 University of Florida, All Rights Reserved HCS-0'm Version 5.1 Ge erated: 10/29/2005 4:01 Pt/ SHORT REPORT General Information Site Information Analyst RPE/TAP Agency or Co. pate Performed 9/28/2005 fr. me Period PM Peak Intersection Biscayne Blvd S. NE 21st Street Area Type Al! other areas Jurisdiction Analysis Year 2009 With Site Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Lane Group LTR LTR L TR L TR Volume (vph) 18 35 16 86 31 101 16 1468 44 62 1117 20 % Heavy veh 0 0 0 0 0 0 0 2 0 0 2 0 PHF 0.63 0.63 0.63 0.58 0.58 0.58 0.92 0.92 0.92 0.93 0.93 0.93 Actuated (P/A) A A AAA A A P P A P P Startup lost time 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 Arrival type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 7 0 0 38 0 0 1 0 0 0 Lane Width 12.0 12,0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONNONNONNO Parking/hr Bus stops/hr 0 0 0 0 0 0 ,Jnit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 Excl, Left NS Perm 07 08 Go 21.0 G = G = Go G = 10.0 Go 70.0 Go Go Timing Y = 6 Y= Y = Y = Y = 3 Y 5 Y= Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = 115.0 Lane Group Capacity, Contro Delay, and LOS Determination EBWBNB SB Adj. flow rate 99 314 17 1643 67 1223 Lane group cap. 274 262 339 2151 236 2154 v/c ratio 0.36 1.20 0.05 0.76 0.28 0.57 Green ratio 0.18 0.18 0.72 0.61 0.72 0.61 Unif. delay d1 41.1 47.0 7.3 16.5 14.4 13.5 Delay factor k 0.11 0.50 0.11 0.50 0.11 0.50 lncrem, delay d2 0.6 120.2 0.1 2.6 0.7 1.1 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 41.9 167.2 7.4 19.1 15.0 14.5 Lane group LOS D F A B B B Apprch. delay 41.9 167.2 19.0 14,6 rpproach LOS D F 8 B Intersec. delay 3/.8 Intersection LOS C Copyright t>2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 1/31/2006 2:13 FM SHORT REPORT General Information Site Information Analyst RPE/TAP Agency or Co. pate Performed 9/28/2005 'Time Period PM Peak Intersection Biscayne Blvd & NE list Street Area Type All other areas Jurisdiction Analysis Year 2009 Wth Site & New Timing Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Lane Group LTR LTR L TR L TR Volume (vph) 16 35 16 86 31 101 16 1468 44 62 1117 20 % Heavy veh 0 0 0 0 0 0 0 2 0 0 2 0 PHF 0.63 0.63 0.63 0.58 0.58 0.58 0.92 0.92 0.92 0.93 0.93 0.93 Actuated (PIA) A A A A A A A P P A P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eft. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 7 0 0 38 0 0 1 0 0 0 Lane Width 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 Parking/hr Bus stops/hr 0 0 0 0 0 0 PO nit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 Excl. Left NS Perm 07 08 Timing G = 30.0 G= G = G= G = 7.0 G = 64.0 G = G = Y = 6 Y = Y = Y = Y = 3 Y = 5 Y = Y Duration of Analysis (hrs) = 0.25 Cycle Length C = 115.0 Lane Group Capacity, Contro Delay, and LOS Determination EB WB NB SB Adj. flow rate 99 314 17 1643 67 1223 Lane group cap. 409 380 257 1966 176 1969 v/c ratio 0.24 0.83 0.07 0.84 0.38 0.62 Green ratio 0.26 0.26 0.64 0.56 0.64 0.56 Unif. delay di 33.5 40.0 11.0 21.1 19.2 17.3 Delay factor k 0.11 0.36 0.11 0.50 0.11 0.50 Increm. delay cl, 0.3 13.9 0.1 4.4 1.4 1.5 PE factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 33.8 54.0 11.1 25.5 20.6 18.8 Lane group LOS C D e c 0 B Apprch. delay 33.8 54.0 25.4 18.9 kpproach LOS C D C e Intersec. delay 25.8 Intersection LOS C Copyright 2005 University of Florida, A/ Rights Reserved HC.f.5+TM Version 5.1 Generated: 1/31/2006 2:20 PM • • TWO-WAY STOP CONTROL SUMMARY Gen ra nfo ation ite Information Ne 4t Avenue 8 NE 22nd Street Analyst RPE/TAP Intersection Agency/Co. Jurisdiction Date Performed 9/28/2005 Analysis Year 2005 Peak Season Analysis Time Period PM Peak Project Description 2121 Biscayne EastNVest Street: NE 22nd Street North/South Street: NE 4th Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movement Eastbound 2 3 4 Westbound 5 6 L T R T R Volume Peak -Hour Factor, PHF Hourly Flow Rate. HFR 18 0.90 20 61 0.90 67 0.90 1 0 0.85 0 44 0.85 51 4 0.85 e Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal 0 0 LTR 1 0 0 0 Undivided 0 0 LTR 0 0 0 Minor Street Movement Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 7 L 9 0.75 12 0 0 Northbound T 1 0.75 1 0 0 N 0 1 LTR 9 R 0 0.75 0 0 0 0 10 6 0.82 7 0 0 Southbound 11 T 1 0.82 1 0 0 0 1 LTR 12 R 30 0.82 36 0 0 0 Delay, Queue Length, and Level of Service Approach Movement Lane Configuration v (vph) C (m) (vph) v/c 95% queue length Control Delay LOS Eastbound LTR 20 1563 0.01 0.04 7.3 A Westbound 4 LTR 0 1546 0.00 0.00 7.3 A 7 Northbound 8 LTR 13 792 0.02 0.05 9.6 A 9 10 Southbound 11 LTR 44 993 0.04 0.14 8.8 A 12 pproach Delay 9.6 8.8 'Approach LOS Copyright 0 2005 University of Florida, All Rights Res Ned A A HCS+TM Version 5.1 Generated: 10/20/2005 3:57 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Intersection Ne 4th Avenue B NE 22nd Street Analyst RPE/TAP Agency/Co. Jursdiction Date Performed 9/28/2005 Analysis Year 2009 Without Site Analysis Time Period PM Peak Project Description 2121 Biscayne East/West Street: NE 22nd Street North/South Street: NE 4th Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 19 63 1 0 46 4 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.85 0.85 0.85 Hourly Flow Rate, HFR 21 70 1 0 54 4 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbcund Movement 7 8 9 10 11 12 L T R L T R Volume 9 17 0 6 14 31 Peak -Hour Factor, PHF 0.75 0.75 0.75 0.82 0.82 0.82 Hourly Flow Rate, HFR 12 22 0 7 17 37 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 21 0 34 61 C (m) (vph) 1559 1542 768 917 v/c 0.01 0.00 0.04 0.07 95% queue length 0.04 0.00 0.14 0.21 Control Delay 7.3 7.3 9.9 9.2 LOS A A A _ A Approach Delay -- 9.9 9.2 Approach LOS -- - A A Copyright 0 2005 University of Florida, All Rights Reserved HCS+Te Version 5.1 Generated: 10/20/2005 3:58 PA TWO-WAY STOP CONTROL SUMMARY General Information Site Information Intersection Ne 4th Avenue & NE 22nd I Street Analyst RPE TAP Agency/Co. Jurisdiction Date Performed 9/28/2005 Analysis Year 2009 With Site Analysis Time Period PM Peak Project Description 2121 Biscayne EastNVest Street: NE 22nd Street North/South Street: NE 4th Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 19 63 1 0 46 4 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.85 0.85 0.85 Hourly Flow Rate, HFR 21 70 1 0 54 4 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 9 17 0 6 14 31 Peak -Hour Factor, PHF 0.75 0.75 0.75 0.82 0.82 0.82 Hourly Flow Rate, HFR 12 22 0 7 17 37 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (vph) 21 0 34 61 C (m) (vph) 1559 1542 768 917 v/c 0.01 0.00 0.04 0.07 95% queue length 0.04 0.00 0.14 0.21 Control Delay 7.3 7.3 9.9 9.2 LOS A A A A Approach Delay -- -- 9.9 9.2 Approach LOS -- -- A A opyright 0 2005 Univer of Florida, All Rghts Reserved HCS+TN Version 5.1 Generated: 10/20f2005 3:58 PN TWO-WAY STOP CONTROL SUMMARY Gene Info a ion Site Information N. Bayshore Dr & NE 21st Stree Analyst RPE/TAP Intersection Agency/Co. Jurisdiction Date Performed 9/28 2005 Analysis Year 2005 Peak Season Analysis Time Period PM Peak Project Desc ption 212 Biscayne East/West Street: NE 21st Street North/South Street: North Bayshore Drive Intersection Orientation: East-West Vehicle Volumes and Adjustments Study Period (hrs): 0.25 Major Street Eastbound Westbound Movement 2 4 5 6 L T R T R Volume 36 21 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 36 0 21 0 0 0 Percent Heavy Vehicles 0 0 Median Type Undivided RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LTR LR Upstream Signal Minor Street 0 Northbound 0 Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 24 12 7 17 Peak -Hour Factor, PHF 0.75 0.75 1.00 1.00 0.66 0.66 Hourly Flow Rate, HFR 32 16 0 10 25 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N Storage 0 0 RT Channelized Lanes Configuration 0 LT 0 0 0 0 0 TR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 4 7 8 10 11 12 Lane Configuration LTR LT TR v (vph) 36 48 35 C (m) (vph) 1636 853 995 vlc 0.02 0.06 0.04 95% queue length 0.07 0.18 0.11 Control Delay 7.2 9.5 8.7 LOS A A A Approach Delay 9.5 8.7 Approach LOS •opyriyht @ 2005 University of Florida, All Ri Reserved A HCS+TM Version 5.1 A Generated: 10I20/2005 3:56 PM TWO-WAY STOP CONTROL SUMMARY eneral Information Site Information Intersection N. Bayshore Dr & NE 21st Stree Analyst RPE/TAP Agency/Co. Jurisdiction Date Performed 9/26/2005 Analysis Year 2009 Without Site Analysis Time Period PM Peak Project Description 2121 Biscayne East/West Street NE 21st Street North/South Street: North Bayshore Drive Intersection Orientation: East-West Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 B L T R L T R olume 37 22 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 37 0 22 0 0 0 Percent Heavy Vehicles 0 -- -- 0 - Median Type Undivided RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LTR LR Uostream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 25 12 7 18 Peak -Hour Factor, PHF 0.75 0.75 1.00 1.00 0.66 0.66 Hourly Flow Rate, HFR 33 16 0 0 10 27 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Delay, Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LT TR (vph) 37 49 37 C (m) (vph) 1636 849 998 vlc 0.02 0.06 0.04 95°I° queue length 0.07 0.18 0.12 Control Delay 7.3 9.5 8.7 LOS A A A pproach Delay — -- 9.5 8.7 pproach LOS — -- A A opyright 0 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 10/20/2005 3:57 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Intersection N. Bayshore Dr & NE 21st Stree Analyst RPE/TAP Agency/Co. 1Jurisdiction Date Performed 9/28/2005 Analysis Year 2009 With Site Analysis Time Period PM Peak I Project Description 2121 Biscayne East/West Street: NE 21st Street North/South Street: North Bayshore Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 5 L T R L T R Volume 37 27 Peak -Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 37 0 27 0 0 0 Percent Heavy Vehicles 0 -- -- 0 -- Med:an Type Undivided RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LTR LR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 27 12 7 18 Peak -Hour Factor, PHF 0.75 0.75 1.00 1.00 0.66 0.66 Hourly Flow Rate, HFR 36 16 0 0 10 27 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LT TR v (vph) 37 52 37 C (m) (vph) 1636 847 997 v/c 0.02 0.06 0.04 95 % queue length 0.07 0.20 0.12 Control Delay 7.3 9.5 8.7 LOS A A A Approach Delay -- -- 9.5 8.7 Approach LOS -- -- A A opyright 0 2005 University of Fix All Rights Reserved HCS*TM Version 5.1 Generated: 10/20/2005 3:56 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPE/TAP Intersection NE 21st Street & Site Drive Agency/Co. Jurisdiction 'Date Performed 10/20/2005 Analysis Year 2009 With Site Analysis Time Period PM Peak roject Description 2121 Biscayne Blvd astMlest Street: NE 21st Street North/South Street: Site Drive Intersection Orientation: East-West Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume 61 59 43 2 Peak -Hour Factor, PHF 0.60 0.60 1.00 1.00 0.60 0.60 Hourly Flow Rate, HFR 101 98 0 0 71 3 Percent Heavy Vehicles 0 -- — 0 -- — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 onfiguration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 5 103 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.60 1.00 0.60 ourly Flow Rate, HFR 0 0 0 8 0 171 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 onfiguration LR Delay, Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(vph) 101 179 C(m)(vph) 1538 966 c 0.07 0.19 95% queue length 0.21 0.68 ontrol Delay 7.5 9.6 LOS A A pproach Delay — — 9.6 •proach LOS — — A ilopyright ©2005 University of Ronda All Rights Rese ved HCS+TM Version 5.1 Generated: 1/31/2006 2:24 PM 3596 US 1 5 NE 22 ST TIME FT OFT PSC G Y EWP Y MTN: 20 15 0 11 30 66 1 4 15 4 15 71 30 1 4 15 4 23 0 30 1 4 15 4 24 0 24 1 4 15 4 s 23 0 30 1 4 15 4 501 19 3 30 1 4 15 4 545 1 30 66 1 4 15 4 615 2 29 65 1 4 16 4 745 12 48 61 I 4 20 4 845 16 39 85 I 4 15 4 1200 17 48 85 1 4 15 4 1345 10 48 85 1 4 16 4 1545 9 102 90 1 4 15 4 1530 15 38 90 1 4 15 4 1500 3 28 63 I 4 la 4 1900 1 30 66 1 4 15 4 • • TIMING FOR DAY # 3 (SECTION 3) PACE 4 S Y M CYC 90SAREY NI 6 54NITE 142 6 5115ATE NIG 7 41RECALL T 6 54LATE NIG 6 543916N 142 SOAVG 142 0 90699 AM M ROAN PEAK 11014I3 MORN 11050014 142 11096T Mi 0 11559E PM P 115214 PEAK 90TE'ET4 DiM- 90AVG 52 0 PAGE 4 4836 US 2 TIMING FOR DAY # 3 (SECTION 3) 1 NE 1 ST S Y M CYO TimE PT OFT NSG G Y R XW F EwG Y R Ns 15 13 L MIN: 16 0 11 0 30 1 4 1 7 15 10 4 2 5 3 6 82EARLy N: 7 410 21 0 30 1 4 1 15 10 7 15 10 4 2 5 3 23 30 1 4 1 24 2 5 3 6 82LATI 7 15 0 NIG 24 20 1 4 1 4 2 5 3 7 73RECALL T 345 23 0 30 1 4 1 7 15 10 4 2 5 3 6 KLATE NC 500 19 0 30 1 4 1 7 15 10 4 2 5 3 6 621A63 m2 545 14721 4 1 7 15 14 4 2 7 3 8 90AvG M2 0 615 2 68 32 1 4 1 7115 4 2 7 3 8 50PRE AN M 745 12 82 30 1 4 1 7 15 16 4 2 7 645 16 81 45 1 4 1 7 15 18 4 2 10 3 8 110MID MORN 1200 : 75 45 : 4 : 7 15 le 4 2 10 3 8 110NOON 112 1345 13 76 45 1 4 I 7 15 16 4 2 10 3 8 110AFT 111 3 1545 9 44 17 1 4 1 7 15 21 4 2 10 3 8 115P1E PM P 1630 19 74 47 1 4 1 7 15 21 4 2 10 3 8 11583 PEAK 1800- 3 30 30 1 4 1 7 15 16 4 2 7 3 1900 1 47 32 1 4 1 7 15 14 4 2 7 3 19001 47 32 1 4 1 7 25 14 4 2 7 3 • • • • APPENDIX D ITE TRIP GENERATION • Summary of Trip Generation Calculation For 15C Dwelling Units of High -Ride Residential Condo / Townhouse October 20, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 4.18 2.08 1.00 627 7-9 AM Peak Hour Enter 0.06 0.00 1.00 9 7-9 AM Peak Hour Exit 0.28 0.00 1.00 42 7-9 AM Peak your Total 0.34 0.59 1.00 51 4-6 PM Peak Hour Enter 0.24 0.00 1.00 36 4-6 PM Peak Hour Exit 0.14 0.00 1.00 21 4-6 PM Peak Hour Total 0.38 0.62 1.00 57 AM Pk Hr, Generator, Enter 0.06 0.00 1.00 9 AM Pk Hr, Generator, Exit 0.28 G.00 1.0C 42 AM Pk Hr, Generator, Total 0.34 0.59 1.00 51 PM Pk Hr, Generator, Enter 0.26 5.00 1.00 39 PM Pk Hr, Generator, Exit 0.12 0.00 1.00 18 PM Pk Hr, Generator, Total 0.38 0.62 1.00 57 Saturday 2-Way Volume 4.31 2.11 1.00 646 Saturday Peak Hour Enter 0.15 0.00 1.30 23 Saturday Peak Hour Exit 0.20 0.00 1.00 30 Saturday Peak Hour Total 0.35 0.59 1.00 53 Sunday 2-Way Volume 3.43 1.88 1.00 515 Sunday Peak Hour Enter 0.16 0.00 1.70 24 Sunday Peak Hour Exit 0.14 0.00 1.00 21 Sunday Peak Hour Total 0.30 0.55 1.00 45 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • Summary of Trip Generation Calculation Por 51.920 Th.Gr.Sci.Ft, of General Office Building October 20, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg:. Weekday 2-Way Volume 11.01 6.13 1.00 572 7-9 PN Peak Hour Enter 1.36 0.00 1.00 71 7-9 AM Peak Hour Exit 0.19 0.00 1.00 10 7-9 AM Peak Hour Total 1.55 1.39 1.00 BC 4-6 PM Peak Hour Enter 0.25 0.00 1.00 13 4-6 PM Peak Hour Exit 1.24 0.00 1.00 64 4-6 PM Peak Hour Total 1.49 1.37 1.00 77 AM Pk Hr, Generator, Enter 1.36 0.00 1.00 71 AM Pk Hr, Generator, Exit 0.19 0.00 1.00 10 AM Pk Hr, Generator, Total 1.55 1.39 1.00 BO PM Pk Hr, Generator, Enter 0.25 5.00 1.00 13 PM Pk hr, Generator, Exit 1.24 0.00 1.00 64 PM Pk Hr, Generator, Total 1.49 1.37 1.00 77 Saturday 2-Way Volume 2.37 2.08 1.00 123 Saturday Peak Hour Enter 0.22 0.00 1.00 11 Saturday Peak Hour Exit 0.19 0.00 1.00 10 Saturday Peak Hour Total 0.41 0.68 1.03 21 Sunday 2-Way Volume 0.98 1.29 1.00 51 Sunday Peak Hour Enter 0.08 0.00 1.00 4 Sunday Peak Hour Exit 0.06 0.00 1.00 3 Sunday Peak Hour Total 0.14 0.38 1.00 7 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 6.583 Th.Gr,Se.Ft. of Quality Restaurant October 20, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 89.9E. 36.81 1.00 592 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.81 0.93 1.00 5 4-6 PM Peak Hour Enter 5.02 0.00 1.00 33 4-6 PM Peak Hour Exit 2.47 0.00 1.00 16 4-6 PM Peak Hour Total 7,49 4.89 1.00 49 AM Pk. Hr, Generator, Enter 4.57 0.00 1.00 30 AM Pk Hr, Generator, Exit 1.00 0.00 1.00 7 AM Pk Hr, Generator, Total 5.57 3.79 1.00 37 PM Pk fir, Generator, Enter 5.59 0.00 1.00 37 PM Pk Hr, Generator, Exit 3.43 0.00 1.00 23 PM Rk Hr, Generator, Total 9.02 4.55 1.00 59 Saturday 2-Way Volume 94.36 34.42 1.00 621 Saturday Peak Hour Enter 6.38 0.00 1.00 42 Saturday Peak Hour Exit 4.44 0.00 1.00 29 Saturday Peak Hour Total 10.82 4.38 1.00 71 Sunday 2-Way Volume 72.16 32.35 1.00 475 Sunday Peak Hour Enter 5.28 0.00 1.00 35 Sunday Peak Hour Exit 3.10 0.00 1.00 20 Sunday Peak Hour Total 8.38 3.83 1.00 55 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • • • Summary of Psas-By Trips For 6.583 Th.Gr.Sq.Et. of Quality Restaurant October 20, 2005 Driveway Pass -By Volume Added to Volume Trips Adjacent Streets Average Weekday 7-9 AM Peak Hour Enter 0 C 0 7-9 AM Peak Hour Exit 0 0 0 7-9 AM Peak Hour Total 5 0 5 4-6 PM Peak Hour Enter 33 15 16 4-6 PM Peak Hour Exit 76 7 9 4-6 PM Peak Hour Total 49 22 27 Saturday Saturday Peak Hour Enter 42 0 42 Saturday Peak Hour Exit 29 0 29 Saturday Peak Hour Total 71 0 71 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation Handbook, March, 2001 TRIP GENERATION BY MICROTRANS IJUj ILI Li ILI Li LI LI LI LI IL11 U IJIJIJJJIJIJULJUUUU ueH uop,Jeuee 0-11 , 2rd Edit on Chapter 5 II ITE 65 Table 5.20 Pass -By Trips and Diverted Linked Trips Weekday, p.m. Peak Period Land Use 912—Drive-in Bank LJUL SIZE- DIVERTED ADJ. STREET (1)000 SO. WEEXDAY NO, OF TIME PRIMARY NON -PASS- LINKED PASS -BY PEAK !TOUR FT GFA) LOCATION SURVEY DATE INTERVIEWS PERIOD TRIP (%( BY TRIP (%) IRIP (%) TRIP (%) VOLUME SOURCE 16.0 Overland Park, KS Dec. 1988 20 430-530 p.m. 55 30 15 n/a rda .3 Louisville area, KY Jul. 1993 n/a 4:00-6:00 p.m. 22 30 48 2,570 Barton-Aschman Assoc. 3.4 Louisville area, KY Jul. 1993 n/a 4:00-6:00 p.m. 22 14 64 2,266 on-Aschman Assoc. 3.4 Louisville area. KY Jul. 1993 75 4:00-6:00 p.m. 11 32 57 1,955 8artonAs6hrnaxI Assoc 3.5 Louisville area, KY Jun. 1993 53 4:00-6:00 p.m. 32 21 47 2,785 Darton-Asdvnan Assoc. 6.4 Louisville area, KY Jun. 1003 66 4:00-6:00 p.m. 20 27 53 2,610 Barton-Aschrnan Assoc. Average Pass By Trip Percentage: 47 Table 5.21 Pass -By Trips and Diverted Linked Trips Weekday, p.m. Peak Period Land Use 931—Quality Restaurant SIZE DIVER TED ADJ. SI HEE I (-WOO SO. WEEKDAY NO. OF ME PRIMARY NON -PASS. LINKED PASS BY PEAK HOUR SEATS FT GFA) LOCATION SURVEY DATE INTERVIEWS PERIOD TRIP (%) BY TRIP (%) IIIIP (%) TRIP (%) VOLUME - SOURCE 240 12 Louisville area, KY Jul. 1993 38 4:00-6:00 p.m. 36 26 4,145 Barton-Aschman Assoc. n/a 8 Orlando, FL 1992 168 4:00-8:00 p.m. — 55 45 rile TPD Inc. nia 8.8 Orlando, FL 1992 84 2:00-6:00 p.m. 40 16 44 n/a TPD n/a 6.5 Orlando, FL 1995 173 2:00-6:00 p.m. — 62 n/a 1PD Inc. Average Pass -By Trip Percentage: 44 a • 341k 3 3 3 3 3 3 3 a a APPENDIX C Summary of Literature on Multi -Use Developments This appendix includes material tbat is strictly for informational purposes. It provicks no recom- mended practices, procedures, or guidelines. 121 Background Presented below are summaries of key quantitative and qualitative findings from known databases on trip characteristics at multi -use sites. For each study, data are pre- sented (as available) on the mix and size of land uses within the site, the level of internalization of trips within the site, overall trip genera- tion characteristics and the level of pass -by trips. In most cases, the analyses use ITE-defined indepen- dent variables. In several cases, new variables are introduced. 1. Districtwide Trip Generation Study, Florida Department of Transportation, District IV, March 1995 The Florida Department of Transportation (FDOT) sponsored this study for two reasons; first, to develop a database that could help identify internal capture rates for multi -use development sites, and second, to develop a database from which pass -by capture rates could be established. A summary of the characteristics cf the six surveyed multi -use sites is presented in Table C.1. The sites range in area from 26 to 253 acres (with four of the sites being 72 acres or less). The office/com- meicial square footage ranges between 250,000 and 1.3 million sq. ft. (with three of the sites hav- ing less than 300,000 sq. ft). Internal Trips The proportion of daily trips gen- erated within the surveyed multi- use sites that were internal to the sites are listed in Table C.2. The internal capture rates ranged between 28 and 41 percent, with an average of 36 percent across the six sites. Table C.1 Characteristics of Multi -Use Sites Surveyed by FDOT SITE SIZE MULTIUSE SITE (ACRES) OFFICE COMMERCIAL (50. CT) (50 FT) NOTE.. RESIDENTIAL (ROOMS) (UNIrTS) Crocker Center 26 209,000 87,000 256 0 Mzner Park 30 88,000 163,000 0 136 Galleria Area 165 137,000 1,150,000 229 722 Country Isles 61 59,000 193,003 0 368 Village Commons 72 293,000 231,003 0 317 Boca Del Mar 253 303,000 198,000 0 1,144 Trip Generation Handbook, 2nd Edition Appendix 0 • ITE 129 • Table C.2 Daily Internal Capture Rates at FDOT Sites Multi -Use Development Site Internal Capture Rate (percentage) Crocker Center 41 ldizner Park 40 Galeria Area 38 Country Isles 33 V liage Commons 28 Boca Del Mar 33 Overall Average 36 Table C.3 Internal Trip Capture Rates (Percentages) by Type of Trip Maker at FDOT Sites Trip -Maker Crocker Center Mizner Park DelIeria Area Users 37 • Workers 46 Total 41 38 36 49 45 40 38 Average 37 47 40 Three of the multi -use sites were further evaluated to determine the internal capture rates for different types of trip makers. As listed in Table C.3, the internal capture rates for nips made by site workers are typically higher than rates found for visitors to the site (i.e., users of the multi -use site services). The rates by trip makers are remarkably consistent across all three sites. On average, 37 percent of user trips are internal and 47 percent of worker trips are internal to the multi -use site. Finally, three of the multi -use sites were further evaluated to deter- 130 ITE 1 Trip Generation Handbook 2nd Edition Appendix C mine the internal capture rates of individual land uses. Table C.4 lists the reported interna: capture rates by land use/trip purpose. In general, the higher internal cap- ture rates were reported for trips to and from banks and sit-down restaurants. e i APPENDIX E FDOT SEASONAL FACTORS • • 005 Florida Departrnenl of Transportation Transportation Statistics Office 2004 Peak Season Factor Category Report NIAM1-DARE NORTH :ategor 8700 • • • Note: "*" indicates peak season week Week Oates SE PSCF 1 01/01/2004 - 01/03/2004 1.00 1.03 2 01/04/2004 - 01/10/2004 1.00 1.03 3 01/11/2004-01/17/2004 0.99 1.02 4 01/18/2004 - 01/24/2004 0.99 1.02 5 01/25/2004 - 01/31/2004 0.99 1.02 * 6 02/01/2004 - 02/07/2004 0.98 1.01 * 7 02/08/2004 - 02/14/2004 0.98 1.01 * 8 02/15/2004 - 02/212004 0.97 1.00 * 9 02/22/2004 - 02/28/2004 0.97 1.00 • 10 02/29/2004 - 03/06/2004 0.97 1.00 * 11 03/072004 - 03/13/2004 0.97 ?%:=<-,`-- 1,00 * 12 03/14/2004 - 03/20/2004 0.96 0.99 * 13 03/21/2004 - 03/27/2004 0.97 1.00 * 14 03/28/2004 - 04/03/2004 0,97 1.00 • 15 04/04/2004 - 04/10/2004 0.98 1.01 * 16 04/11/2004 - 04/17/2004 0.98 1.01 * 17 04/18/2004 - 04/24/2004 0.98 1.01 * 18 04/25/2004 - 05/01/2004 0.98 1.01 19 05/02/2004 - 05/08/2004 0.99 1.02 20 05/09/2004 - 05/15/2004 0.99 1.02 21 05/ 1 6/2004 - 05/22/2004 0.99 1.02 22 05/23/2004 - 05/29/2004 0.99 1.02 23 05/30/2004 - 06/05/2004 0.99 1.02 24 06/06/2004 - 06/12/2004 1.00 1.03 25 06/13/2004 - 06/19/2004 1.00 1.03 26 06/20/2004 -06/26/2004 1.01 1.04 27 06/27/2004 - 07/03/2004 1.02 1.05 28 07/04/2004 - 07/10/2004 1.03 1.06 29 07/11/2004 - 07/17/2004 1,04 1.07 30 07/18/2004 - 07/24/2004 1.04 1.07 31 07/25/2004 - 07/31/2004 1.03 1.06 32 08/01/2004 - 08/07/2004 1.03 1.06 33 08/08/2004 - 08/14/2004 1.02 1.05 34 08/15/2004 - 08/21/2004 1.02 1.05 35 08/22/2004 - 08/28/2004 1.03 1.06 36 08/29/2004 -09/04/2004 1.04 1.07 37 09/05/2004 - 09/11/2004 1.05 7`'-1.08 38 09/12/2004 - 09/18/2004 1.06 •• - 1.09 39 09/19/2004 - 09/25/2004 1,05 1.08 40 09/26/2004 - 10/02/2004 1.03 1.06 41 10/03/2004 -10/09/2004 1.01 1.04 42 10/10/2004 -10/16/2004 1.00 1.03 43 10/17/2004 -10/23/2004 1.00 1.03 44 10/24/2004 - 10/30/2004 1.00 1.03 45 10/31 /2004 - 1 1 /06/2004 1.01 1.04 46 11/07/2004 - 11/13/2004 1.01 1.04 47 1 1 /14/2004 - 11/20/2004 1.01 1.04 48 11/21/2004 - 1127/2004 1.01 1.04 49 11/28/2004 - 12/04/2004 1,01 1.04 50 12/05/2004 - 12/11/2004 1.00 1.03 51 12/12/2004 - 12/18/2004 1.00 1.03 52 12/19/2004 - 12/25/2004 1.00 1.03 53 12/26/2004 - 12/31/2004 0.99 1.02 NOCF = 0.97 Page 1 • • • APPENDIX F FDOT LOS TABLES & MUATS INFORMATION TABLE 4 - 4 GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S URBANIZED AREAS • UNINTERRUPTED FLOW EGGIIWAYS Loam Divided 2 Undivided 4 Divided 6 Divided A 180 1,940 2,930 Level of Service a 520 1,210 1,720 3,140 4,540 5,870 4,700 6,600 6,810 2,370 6,670 10,010 STATE TWO-WAY ARTERIALS Class 1 (>0.00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A 2 Undivided .• 400 1,310 1,560 4 Divided 460 2,780 3,300 3,390 6 Divided 700 4,240 4,950 5,080. 8 Divided 890 5,510 6,280 5,440 Class II (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A 13 C D 2 Undivided " 180 1,070 1,460 4 Divided 6 Divided 8 Divided •• 390 2,470 3,110 •• 620 3,830 4,680 " 800 5,060 5,060 1,610 . M 1,550 3 270 4,920 6 360 Class III (more than 4.5 signalized intersections per mile and not within primary city central business district of. urbanized area over 750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A a Level of Service 500 1,200 1,180 2,750 1,850 4,240 2,450 5,580 1,470 3,120 4,690 6,060 Class IV (more than 4.5 signalized intersections per mile and within primary city central business district of an urbanized area over 750,000) Level of Service Lanes Divided A B C D E 2 Undivided ** 77 490 1,310 1,420 4 Divided " ••• 1,170 2,880 3,010 6 Divided .. " 1,810 4,350 4,520 8 Divided " " 2,460 5,690 5,910 FREEWAYS Interchange spacing > 2 mi. apart Level of Seroo* Lanes A B C D E 4 2,310 3,840 5,350 6,510 7,240 6 3,580 5,930 9,270 10,050 11,180 a 10 12 4,840 6,110 7,360 8,020 10,110 12,200 11,130 13,600 14.110 17,160 17,020 20,710 Interchange spacing < 2 mi. apart Level of Service Lanes A 18 4 2,050 3,350 4,840 6,250 6 3,240 5,250 7,600 9,840 8 4,420 7,160 10,360 13,420 10 5,600 9,070 13,130 16,980 12 6,780 10,980 15.890 20,560 15,130 19.033 23,000 7,110 11,180 13,240 19,310 23.360 Lanes Divided 2 Undivided 4 Divided 6 Divided Lanes Divided 2 Undivided 4 Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service A •• " 870 1,390 1,480 7. " 2,030 2,950 3,120 •• " 3,170 4,450 4,690 Other Signalized Roadways (signalized intersection analysis) Level of Service A " 450 950 1,200 00 " 1.050 2,070 2,400 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine rwo-way maximum service volumes.) Paved Shoulder Bicycle Lane Coverage 0-49% 50-84% 35-100% Level of Service A 3)0 1,310 240 39C >390 300 680 >680 77. E >1,310 . M PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is boded on roadway geometries at 40 mph posted speed and mane conditions, not number of pedestrians using the facility.) (Mu)tiply motorized vehicle volumes shown below by number of directional roadway Uses to determine nvo-way maximuin service volumes.) Lavoie Service Sidewalk Coverage A . .B C D E 0-49% .. 600 1,480 50-34% .* 940 IBM 85-100% .. 210 1,080 >1,080 ... BUS MODE (Scheduled Fixed Route) (Buses per hour) (Now Bases per hoar shown are only for Mc peak hour in the single direction of higher:raffle flow.) Level of Service Sidewalk Coverage A 3 C D E 0.84% >5 >4 >3 .B2 85-100% >6 >4 23 22 41 Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Strut, MS 19 Tallahassee, FL 32399-0450 hitp://wwwli.myfloridacom/planning/systernsism/los/defaulahttr, 02/22/02 Lanes 2 2 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volume by the indicated percent) Median Left Tums Lames Adjustment Factors Divided Yes +5% Undivided No -20% Undivided Yes -5% Undivided No -25% ONE-WAY FACILITIES Decrease corresponding two -directional volumes in this table by 4094to obtain the equivalent one directional volume for one-way facilities. arhis able does not constitute atandard and should be dasd only for grreral planning pail aims. The computer models from which this table is derived should be used for more specific planning ppplicalionS.n0 table and deriving computer models should lel be used for condor or xxereectior where more termed techniews exist. Values shown era hourly two-way volumes for levels of service and ore fir the extomobileitruck modea unless specifically stated Level of service letter grade thresholds are probably tor comparable scrota moot* and, therefore, cram modal comparisons should be made with =titian.. Furthartnere, combining levels of service of different modes Imo one overall roadway level of send. not recammended. To convert to ann.!! average daily traffic volumes, these volume max be divided by en appropriate K fame. The tables input v.lue defaults and level of service crIteria appear ea the following page. Calculaticns are based on planning applications oral: Highway Capacity Menai, Bicycle LOS Medal, Pedes:rien LOS Model and Transit Capacity and Quality of Serviec Manual, respectively tor the automobile:rack, bicycle, pedesnien and bus modes. ...Cannot be achieved using able team value deFnalts. ao•Ner applicable tor Mal level of service letter grade, for automobile/mak modes, volumes racer than level of setylee I) become F !mean intersection capacities hare been recahed. For bicycle and padespiaa modes. the level orscrvice lance gredc (including F) is not achiciable, I00E1000 them nq maximum vehicle value. threshold using table Moat defaulta 91 • • Miami -Dade Interim 2005 Cost Feasible Plan ORIGIN ZONE DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS TOTAL I NNE ENE ESE SSE SSW WSW WNW NNW 496 TRIPS 129 41 46 111 194 155 117 89 832 PERCENT 15.50 4.93 5.53 13.39 17.31 18.63 14.06 10.70 497 TRIPS 161 64 55 123 193 198 196 136 1076 PERCENT 14.96 5.95 5.11 11.43 17.99 18.40 13.57 12.64 496 TRIPS 638 656 345 853 1426 924 576 607 6027 PERCENT 10.59 10.92 5.72 14.15 23.66 15.33 9.56 10.07 999 TRIPS 225 93 79 191 331 303 202 247 1671 PERCENT 13.96 5.57 9.73 11.43 19.81 18.13 12.09 14.78 500 TRIPS 676 183 300 780 850 1284 624 649 5348 PERCENT 12.68 3.92 5.61 14.56 15.89 24,01 11.67 12.14 501 TRIPS 389 164 142 317 355 633 386 902 2788 PERCENT 13.95 5.86 5.09 11.37 12.73 22.70 13.85 14.42 502 TRIPS 344 150 116 244 291 613 325 366 2469 PERCENT 13.93 6.08 4.70 9.88 11.79 24.83 13.16 15.63 503 TRIPS 1343 521 570 957 1490 2194 1403 1706 10184 PERCENT 13.19 5.12 5.60 9.40 14.63 21.54 13.78 16.75 504 TRIPS 617 222 274 229 1153 1292 716 894 5397 PERCENT 11.43 4.11 5.08 4.24 21.36 23.94 13.27 16.56 505 TRIPS 934 380 570 400 2148 2499 1567 1502 10000 PERCENT 9.34 3.80 5.70 4.00 21.48 29.99 15.67 15.02 506 TRIPS 732 277 254 434 719 1304 893 909 5522 PERCENT 13.26 5.02 4.60 7.86 13.02 23.61 16.17 16.46 507 TRIPS 593 309 290 197 1085 1232 1107 927 5790 PERCENT 10.33 5.38 5.05 3.43 18.50 21.46 19.29 16.15 509 TRIPS 45 101 79 10 53 238 146 74 746 PERCENT 6.03 13.54 10.59 1.34 7.10 31.90 19.57 9.92 509 TRIPS 339 134 88 47 589 847 705 631 3360 PERCENT 10.03 3.96 2.60 1.39 17.43 25.06 20,85 18.67 510 TRIPS 18 23 10 3 17 73 54 49 242 PERCENT 7,44 9.50 4.13 1.29 7.02 30.17 22.31 18.18 - 34 - 1/18/G5 • • • APPENDIX G COMMITTED DEVELOPMENT WORKSHEETS & DATA PM PEAK HOUR TRAFFIC VOLUME FROM COMMITTED DEVELOPMENT LOCATION LOCATION LOCATION LOCATION LOCATION LOCATION TOTAL 4111 INTERSECTION AND APPROACH 1 2 3 4 5 6 VOLUME Biscayne Boulevard 8 NE 22nd Street EB LEFT 0 0 0 0 0 0 0 EB THRU 0 0 0 0 0 0 0 EC! RIGHT 0 2 0 0 0 0 2 WB LEFT 0 0 0 0 0 0 C WBTHRU 0 0 0 0 0 0 G [WBRIGHT 0 0 0 0 0 0 0 i NB LEFT 0 1 0 0 0 0 1 [NB THRU 16 7 13 4 11 6 57 ;NB RIGHT 0 0 0 3 0 0 3 SB LEFT 0 0 0 0 0 0 0 iSB THRU 13 8 6 0 5 11 43 SSRIGHT 0 0 0 0 0 0 0 • • Biscayne Boulevard 8 NE 21st Street EB LEFT 0 0 0 0 0 0 0 EB THRU 0 0 0 13 0 0 13 EB RIGHT 0 0 0 0 0 0 0 IWB LEFT 0 0 0 4 0 3 7 IVV3 THRU 0 0 0 6 0 0 6 IVV3 RIGHT 0 0 0 0 0 0 0 WB LEFT 0 0 0 0 0 0 0 NB THRU 16 8 13 7 11 3 58 NB RIGHT 0 0 0 0 0 0 0 SB LEFT 0 0 0 0 0 0 0 S6 THRU 13 8 6 4 5 11 47 SB RIGHT 0 0 0 0 0 0 0 NE 4th Avenue & NE 22nd Street EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 O 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 I NB LEFT NB THRU NB RIGHT ISE LEFT ISB THRIJ ISE RIGHT 0 16 0 0 13 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 O 0 0 0 0 0 0 13 0 0 0 0 N. Bayshore Drive & NE 21st Street IEB LEFT EBRIGHT 0 0 0 0 0 0 0 NB LEFT 0 0 0 0 0 0 0 NB THRL 0 0 0 0 0 0 0 SS THRU 0 C 0 0 0 0 0 SB RIGHT 0 0 0 0 0 0 0 NE 15th Terrace & Site Drive EBLEFT 0 0 0 0 0 0 0 EB THRU 0 0 D 0 0 0 0 .WB THRU 0 0 0 0 0 0 0 WB RIGHT 0 C 0 0 0 0 0 SB LEFT 0 0 0 0 0 0 0 SB RIGHT 0 0 0 0 0 0 0 KEY: 1 Biscayne Condos 2 Biscayne Park 3 Bay 25 4 Soho Condonmuium 5 Biscayne Lofts 6 The Village on Bayshore IC 4 c 13 NE 29th Stree 27 NE 28th Street NE 27th Street SITE Dead End —+ Dead End —r N.T.S. PM Peak Hour Site Only Traffic 7 f311 G E7 C2,-,C5 Figure 4 I� INe2asT Ij I I f .. R NE 2e T{PR o NE 2. ET (L r m rfx if 1 r!„ if " E PROJECT SITE ESE E. I.. "8 ., L r1�1 if NE 2,§T I , L_. J i .—+ I cm --I 1 'I 1 I ." P � N{22 ST 1 '2' it -'I i1 EE Em NE225T I r `% J L 1—, it ---1 "'� —Ii NE21 ST 1 1 f f EE _1% I NE 20 5T E LEGEND XX - ENTER (XX) - EXIT i JOG. BISCAYNE PARK MUSP TRAFFIC IMPACT STUDY i11LE, PM PEAK HOUR PROJECT TRIPS 13 Page 23 NE 27TH 4_11/5 r 13/8 NE 2&TH STREET NE 241H STREET NE 22RO S Hire r NE 27NO STREET NE2IST STREET ANIMA PEAK HOUR PROJECT TRAFFIC W MH PROJECT BISCAYNE BAY FIGURE 6 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. BAY 25 September 9, 2002 Page 23 14 1/6 2 W NE 29TH STREET NE 26TH STREET NE 27TH STREET NE 26TH TERRACE NE 26TH STREET • NE 25TH STREET NE 24TH STREET e PROJECT 3/13 2' z U m 4/21 Ip NE 23RD STREET NE 22ND STREET 3/16' 0/3 1/4 NE21ST STREET NE 20TH STREET NE 10TH STREET 4/2,1, 1/4 714 /7 3/11 a AM/PM PEAK HOUR NET ADDITIONAL TRAFFIC DUE TO PROJECT NORTH NTS BI SCAYNE BAY FIGURE 6 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. SOHO CONDOMINIUM May 25, 2004 Page 23 NE29TH STREET NE2NDAVE NNW • NE 28TH STREET N STREET NE 20TH TERRACE NE 20TH STREET al 4_141/5 r10� 3'11 PROJECT E 2STH STREET NE 24TH STREET NE 23RD STREET NE 22ND STREET NE 21ST STREET 10.1111 2111m AANPM PEAK HOUR NET AD DIT0JNALTRAFFICDUE TO PROJECT NORTH NTS BISCAYNE BAY FIGURE 6 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. BISCAYNE BAY LOFTS SeplerTber 12, 2003 Page 22 • • 11:00,01,11.1lo • P0.01ECI, BISCAYNE RENTALS MUSP TRAFFIC STUDY .4'PM PEAK PROJECT TRIP ASSIGNMENT EX-HBIT No. j 8 Page 11 APPENDIX H REDUCED SITE PLAN • • • • ARQUITE TONICA 831 BricksII Avenue, Suite 1100, Miami, FL 33131 Tel. 305.372.1812 Fax 305.372117E wwwacquttectontoa.com mpka. aetwnWakw, nPmtluctlom, meimameemenemiaeen of any Pertkn &Mope draws ge k wok p In pert are lo es mule w11hout to expose .1Adn p.m.. eM Amuoctneica Nkrnatlana. Aetlwlena Indloabd in Mos amwkga me property otA WtlG:mNn IngmatbxL MI comperes rammed (e) 2a0{. PROPER b 70'-8" 121.0' _. PROPERTY gNE=71'-3" IA; TREES PARKING GARAGE 143 SPACES) sFFIC: LADING MAILPU CONDO FIRE 'R COM, METER Entrance to .._. .. _.. _ i ._ ParkingGa2ge°- _ BA A c ... N.W. 21st STREET 2121 BISCAYNE BOULEVARD 120'_5" SETBACK — PROPERTY LINE ETBACK --TREES it? I bl coI A1.01 SITE PLAN 1st FLOOR PLAN SCALE 1' = 30.0 OCT 17, 200E INTERNAL DESIGN REVIEW