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Tab 2 Traffic Sufficiency Letter and Traffic Impact Analysis
' !18.22Liv 3: 41 1305",i85TY37 02/28/20013, ' L .FAX, LIR s I RAN5 JH f ANA! Vr5i.5 alar r;�r U d' [Zj 02 Via Fax_ nd US__t aif February 23, 2006 M. Lilly 1, Medina, AICP Assistant Transportation Coordinator City of Miami, office of the City ManacgenTranspartatian 444 SW 2.4 Avenue (tom Floor) Miami, 'Florida 33130 Re: Urbana rower Sufficiency Letter-- ma, # 150 Dear Ms. Medina: Subsequent to our January 26, 2006 review comments for the subject project; we have received a response letter on February 6, 2006; prepared by Transport Analysis Professionals, Inc. (TAP). We have also received a satisfactory letter (via e-mail) from FOOT Planning office, on February 8, 2006. Photocopies of both FOOT e-mall and the revised site plan are attached herewith. At this time, we .conclude that the traffic impact report along with the subsequent submittal meets all the traffic requirements and the study is found to be sufficient, Should you have any questions please fell free to call Quazi Masood or me at 954.73g.1 B81. Sincerely, URS Corporation Southern Raj henmugam, P E. Sen or T► affic Engineer Mach/mitt Ca: Mr. Kevin Watford, Planner 11, City of Miami Plenrtifg.(Fax- 30,416.1443) Mr Manny A. Vega, Engineer 1. City of Mimi Zoning (Fox- 305.416.2153) Mr. Richard P. Elchinger, TAP (Fax: 301385,9997) UR$ CerparaUan Lakeshore complex 810o NW 33rd avonuo, Satte 1450 Fort Lauderdale. IR. s3.496375 re4: 954.73e.i88 . Fax: 954.739..789 • • URBANA TOWER MIXED -USE DEVELOPMENT NE CORNER OF NE 2 ' AVENUE & NE 17th TERRACE MIAMI, FLORIDA • MUSP TRAFFIC IMPACT ANALYSIS DECEMBER 2005 UPDATE FEBRUARY 2006 • RBANA TOWER MIXED -USE DEVELOPMENT NE 2nd AVENUE & NE 17th TERRACE MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS Prepared for Fullerton Diaz Architects 366 Altara Avenue Coral Gables, Florida 33146 (305) 442-4200 Prepared by Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385-0777 December 2005 Update February 2006 5776 Richard P. Eichinger Project Traffic Engineer 305-385-0777 • • URBANA TOWER MIXED -USE DEVELOPMENT NE CORNER OF NE 2" AVENUE & NE 17t' TERRACE 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 IA — Adjusted PM Peak Hour Site Traffic Volume 6 Table 2 -- PM Peak Hour Traffic Volumes 8 Table 3 — Levels of Service 11 Tables 4 & 6 — Existing Corridor Analyses 15, 16 Tables 5 & 7 — Year 2009 Corridor Analyses 17, 18 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 • • URBANA TOWER MIXED -USE DEVELOPMENT NE CORNER OF NE 2nd AVENUE & NE 17tt` TERRACE MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS INTRODUCTION This report summarizes the impact of traffic from a proposed multi -use development to be located in the northeast corner of NE 2"d Avenue and NE 17th Terrace in the City of Miami, Florida. Figure 1 depicts the site's general location. The following uses are being proposed: - 100 condominiums - 118.637 sf office - 7,590 sf retail 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/NW 20th Street - Biscayne Boulevard - NE 2"d Avenue Intersection Analysis - NE 2" Avenue & NE 18`tt Street NE 2" a Avenue & NE 17th Terrace Biscayne Boulevard & NE 17th Terrace - NE 2" d Court & NE 18th Street - NE 2" d Court & NE 17th Terrace Site Driveways at Public Roads 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 PM peak hour volume at the five study intersections and Figure 4 illustrates intersection lane geometry. • • 4_ 35 f13 10 38 f 4 NE 18th Street Nrs 15 —•- 8 SITE 41 47 NE 17th Terrace NE 2nd Court t r°"0- d7 9 �--71 cr;n� 141 r co N -'111— 29 L t-19 �- 4 27 fi NE 2nd Avenue 0 co 0 Existing 2005 Peak Season PM Peak Hour Traffic TRANSPORT ANALYSIS PROFESSIONALS FIGURE 3 4 • tl 1 tlt t NE 2nd Avenue t► SITE NE 2nd Court NE 18th Street NE 17th Terrace Biscayne Boulevard 4 t NIS Lane Use Geometry "AP. TRANSPORT 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 7fi' Edition) ITE Code No. PM Peak In Out Total Condominiums —100 units Office — 127,485 sf Retail — 8,153 sf 232 710 814 Totals 24 14 38 30 147 177 9 12 21 63 73 236 The proposed development borders the Omni area of the Downtown Miami DRI designation {the site's location is situated in the same MUATS Traffic Analysis Zone as Omni.) and subject to trip generation adjustments to account for transit and pedestrian/bicycle factors, which collectively reduce primary trip, making by 24.9%. Table IA depicts the estimated primary trips for the proposed development. Table lA Adjusted PM Peak Hour Traffic Trip Generation PM Peak Hour Land Use In Out Total Condominiums Office Retail SITE ACCESS 18 23 7 48 11 110 9 130 29 133 16 178 The proposed sites main access will have one, two-way drive along NE 2nd Court. The service entrance is from an alleyway north of the building. 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 494 to determine directional trip making characteristics of area traffic. The following information was used as a guide to distribute site traffic: North/northeast — 12.35% North/northwest — 11.33% East/northeast — 6.57% West/northwest — 15.14% East/southeast — 7.31% West/southwest — 20.45% South/southeast — 18.09% South/southwest — 8.77% Table 2 depicts PM peak seasonally adjusted existing traffic, year 2009 background traffic growth (without project) 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 driveways 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 and delay 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 8,3% 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 SEASONAL INCREASE VOLUME 2005 PEAK SEASONAL VOLUME' YEAR 2009 YEAR YEAR BACKGROUND 2009 2009 GROWTH COMMITTED WITHOUT INCREASE 0EVELOPMENT SITE VOLUME2 VOLUME SUBTOTAL SITE VOLUME YEAR 2009 WITH SITE TOTAL VOLUME NE 2nd Avenue 4 NE 18th Street WB LEFT W8 RIGHT NS THRU NB RIGHT jS8 LEFT SS THRU 12 32 760 21 17 521 1 3 83 2 43 13 35 823 23 18 564 1 33 1 1 0 0 47 0 0 14 36 903 24 19 613 0 14 49 65 fl 903 O 24 17 36 9 822 NE 2nd Avenue & NE 17th Terrace !WS LEFT IW8 RIGHT NB THRU NS RIGHT SB LEFT SB THRU 43 38 717 16 8 519 Biscayne Boulevard & NE 17th Terrace EB LEFT 9 ES THRU 8 1ES RIGHT ;WB LEFT WB THRU WB RIGHT INS LEFT 12 N8 THRU NB RIGHT SS LEFT SB THRU S9 RIGHT NE 2nd Court & NE 18th Street �EB LEFT EB THRU EB RIGHT WE LEFT W9 THRU WB RIGHT IN9 LEFT NB THRU NB RIGHT lS8 LEFT 169 THRU jS8 RIGHT NE 2nd Court & NE 17th Terrace E8 LEFT EB THRU WB THRU WB RIGHT SB LEFT SB RIGHT 14 18 27 130 882 46 205 742 12 4 14 7 4 35 4 3 60 1 43 1 1 1 2 11 1 73 4 17 62 1 47 41 777 17 9 562 10 9 15 19 29 141 13 855 50 222 804 13 2 2 32 1 0 23 0 0 O 49 0 43 47 856 0 18 O 9 26 611 0 0 0 0 0 1 0 39 159 2 9 33 1 O 4 0 1 15 1 1 8 0 O 4 0 3 38 2 9 1 10 10 1 11 4 0 4 8 5 1 5 4 25 66 8 1 0 5 0 1 0 5 0 2 5 1 4 27 71 0 0 0 0 0 0 0 0 0 0 99 0 4 5 0 0 4 0 5 0 80 109 0 43 10 9 18 20 30 147 14 1153 52 231 938 14 0 4 0 16 0 8 0 4 0 40 0 0 0 0 0 0 0 10 11 4 9 5 0 4 0 28 0 74 0 9 0 4 0 5 0 856 17 35 9 18 O 611 5 15 O 9 7 23 0 20 O 30 O 147 5 19 0 1153 O 52 0 231 O 936 4 18 O 4 O 16 17 25 5 9 0 40 0 10 49 60 0 4 9 18 0 5 0 1 0 5 17 21 0 28 0 74 9 18 17 65 NE 2nd Court & Site Drive EB LEFT EB RIGHT N8 LEFT NB THRU SB THRU SB RIGHT 0 0 0 13 17 0 0 0 0 0 0 0 14 18 0 0 0 0 0 0 0 0 0 0 0 0 15 19 0 58 72 26 0 0 58 72 28 15 19 22 Arterial Summary INEINW 20th Street LEast- and Westbound Two-way Site Volume Summary = 75 NE 2nd Avenue 1 North• and Southbound Two -Way Site Volume Summary = 103 `Biscayne Boulevard 'North- and Southbound Two -Way Site Volume Summary = 17 1 A seasonal increase raptor or 8.33% is used to increase existing volume to peak season condition,. 2 A growth factor of 4.06% is u,ed tc increase tref5o to year 2008 condkions. Urbana Tower TAP JN 5778 8 • I` La- NE 2nd Avenue 4— 49 NE 2nd Court f 5 NE 18th Street Ni NTS 17 SITE 58 -4 72-�, CO CNI 60 NE 17th Terrace 'mil f cocm cJ 49 17 - TAZ 494 12 co 0 m N PM Peak Hour IN 48 OUT 130 TOTAL 178 Site Only Traffic nrrirri, TRANSPORT ANALYSIS PROFESSIONALS FIGURE 5 9 • SITE NE 2nd Avenue 0 U W z 4 (4) 16 (16) —.- 8 (25) o 0 (58) 4 0 (72) u) .Zr 4 (21) - 28 (28) ----►- -41 CO LC) C LC) w � � (18) 9 -411-- (74) 74 NE 17th Terrace N N%S NE 18th Stree V'C'— coco (147) 147 +— (30) 30 -*I lir 40- (20) 20 10 (15) -44-1 t Fp, 16 (23)� in i - VL Year 2009 PM Peak HourTraffic Volume (With) and Without Site Traffic 27.07. TRANSPORT ANALYSIS PROFESSIONALS FIGURE 6 10 TABLE 3 LEVEL OF SERVICE AT STUDY LOCATIONS • • • INTERSECTION AND APPROACH YEAR 2005 2009 PEAK WITHOUT SEASONAL SITE LOS LOS YEAR 2009 WITH SITE TOTAL LOS NE 2nd Avenue & NE 18th Street WB LEFT & RIGHT SB LEFT &THRU B C C B NE 2nd Avenue & NE 17th Terrace WB LEFT & RIGHT C C SB LEFT &THRU A A Biscayne Boulevard & NE 17th Terrace EB LEFT, THRU & RIGHT WB LEFT WB THRU & RIGHT NB LEFT NB THRU & RIGHT SB LEFT SB THRU & RIGHT INTERSECTION LOS D D D D D D D D D B B B B B B A B B A A A B B B NE 2nd Court & NE 18th Street EB LEFT, THRU & RIGHT WS LEFT, THRU & RIGHT NB LEFT, THRU & RIGHT SB LEFT, THRU & RIGHT A A A A A A A A A A A A NE 2nd Court & NE 17th Terrace EB LEFT & THRU A A A SB LEFT & RIGHT A A A NE 2nd Court & Site Drive EB LEFT & RIGHT NB LEFT &THRU nfa nfa nfa nfa A A 11 Urbana Tower TAP „IN 5776 • • • 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, which have traffic studies, are included in the analysis: 1. Performing Arts Center of Greater Miami —1300 Biscayne Boulevard 2. Marquis — 1000 Biscayne 3. Cardinal Symphony — 1650 Biscayne Boulevard 4. Omni — 1507 Biscayne Boulevard 5. Onyx 2 — 1200 Biscayne Boulevard 6. Opus — 1237 Biscayne Boulevard 7. Avenue One — 1950 NW 1st Avenue 8, The Village on Bayshore — 1902 Biscayne Boulevard 9. The Chelsea — 1550 Biscayne Boulevard The committed development is from the City's latest (October 2005) printout. A committed development worksheet can be found in the appendix. TRANSPORTATION CORRIDOR ANALYSIS Traffic volume counts were take in September along NE 20`' Street, Biscayne Boulevard and NE 2" d Avenue to determine daily and peak period volumes on these arterials. As previously shown in Table 2, the existing 2005 peak season volume is shown in Tables 4 and 6. Tables 5 and 7 depict future year 2009 conditions at full build -out and occupancy. Tables 6 and 7 show 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 • • • TABLE 4 YEAR 2005 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS Arterial/ Corridor Name Biscayne Boulevard TWO-WAY VOLUME NE 2nd Avenue TWOWAY VOWME 2003 ROADWAY X RR (Wales} Adapted A1lvweble E+20 3,140 ROADWAY ►100 ROADWAY ROADWAY PER. TRIP PER. TRIP ROADWAY CAPACITY ROADWAY VOLUME PER. TRIP ROADWAY VEHICULAR CPPV= EXCESS PERSON VOLUME" 1,4 PER. TRIP I TRIP (5) P✓= 1,6 (3) (4) 5,964 1.620 2, 2,976 1,013 Biscayne BM] NE 2nd Avenue LOS TABLE" 0.00 C 0.65 0.65 OEE5 0.65 0 96 C C LOS TABLE'" 000 0,11 0.12 069 3.70 0.94 0 95 0.99 B C 0 0 E 1.00 Biscayne Blvd FOOT LOS Table Volumes ._, S I nia 0 I 2,436 ,540 -" 3,740 3,716 038 NE 2nd Avenue FOOT LOS Table Volumes 6 210 ' Volume is rmm the year 2062 FOOT LOS tables __-? 280 '• Existing volume Ousted le peak season EXPRESS RAIL TRAN PER, TRIPPER, TRIP CAPACITY CAPACITY LOAD YI_L.fSA,D DESIGN k DES(GN (9) I (10) WT AVG AVG SEATSRIDEDiSHI PER PAX TOTAL TOTAL TRANSIT, TRANSIT CAPACITY PERSON G ..(I) LOAD TRIP DESIGN VOLUME {11) (12) D 1,750 E 1,660 CORRIDOR PERSON CORRIDOR PERSON TRIP TRIP CAPACITY VOLUME [14) (15) 2 976 1,418 RIOOR C oRRiDCaR PERSON CORM TRIP PER E3(4 .SS TRIP CAPACITY } ViC AUTO PERSON TRIPS nv itEIT PERSON ielPS x' TOTAL PERSON rRU S Ls) T:)TALS Urbana Tower TAP 3N 5776 • • • TABLE 5 YEAR 2005 (EXISTING PEAK SFASON) CORRIDOR ANALYSIS Arterial t Corridor Name 4ADWAY ASS TRANSIT OR OTALS ROADWAY ROADWAY PER. TRIP PER, TRIP 2003 ROADWAY CAPACITY ROADWAY VOLUME CORR VEHICULAR PF*Y=_-_ VEHICULARL_ PPV=_ _ TYPE CAPACITY' 1.6 VOLUME" J_ 1.4 (Notes) 11) .,..,.—. (2) ....._, (3) (4) (5) ROADWAY PER, TRIP ROADWAY EXCESS j PERSON PER. TRIP_i TRIP (6) (7) L LOCAL BUS EXPRESS RAIL TRAN TOTAL 1 TOTAL TRAk54T PER. TRIP R. TRIP PER. TRIP TRANS)T7 TRANSIT PERSON CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIP (Itt. LOAD = (If LOAD = a LOAD = _P ( LOAD = TRIP ... EXCES DESIGN DESIGN DESIGN DESIGN VOLUME_ CAPAC) (e) (9) (10) (11) - (1) (13) RIDDRj CO RlOO)j CORRIDORP00SC`�J { CXIiT(41CTGMT PE�RSON� PERSON .�. TRIP j PERSON TRIP TRIP EXCESS TRIP =PACITY VOLUME. .,.CAPACITYmVtC__-_--_ (14) i (15)(14) fi NE 20th Street TWO-WAY VOLUME Adopted LS 1,860 2,976 37 Allowable 52 2,924 I 0,02 B Er-20 1,660 WT AVG AVG HEADWAY RIDERSHIP DESIGN PAX LOAD PAX PERCENT DIRECTION.: VEH PER HOUR FACTOR cAPAGTY Rtrooi s P AUTO PERSON TRIPS TNgtFSIT PFR'.iON MPG - TOTAL PERSON TRIPS» W T AVG HEADWAY SEATS BOTH OIREC7IC AVG RIDERSiitP DF_SIGN PAX LOAD ...._ PAX PER HOUR FACTOR r CAPAG1 Y PERCENT i€RERP NE 20th eet NE 20th Street LOS TABLE" FDOT LOS Table Volumes 0.00 I 0.11 B I C ! 1260 0.12 C ( U _I 1,750 0.69 C E 1060 0.Al 0 _._-.__ .__._,._....... Q 94 D 0.95 E� 0.99 E Volume is from the Year 2002 FOOT LOS tables " Existing volume adjusted to peak season 2 978 ......_._5z,,.,_„_..i,_, AUTO PERSON TRIPS T W W SIT MIX1W'ra1PS =� -_............_R T ..._.......,..._..__= TOTAL PERSON TRIPS =', Urbana Tower TAP JN 5778 • TABLE 6 Arterial 1 t:wrtdGr Name Biscayne Boulevard TWO-WAY VOLUME FUTURE YEAR (2009) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC ROATIWAY MO LROADWAY ROADWAY I PER. TRIP PER. TRIP ROADWAY 2069 ' ROADWAY CAPACITY ROADWAY VOLUME PER. TR1P ROADWAY CL1RR VEHICULAR ($PPV= VEHICULAR PiPV= EXCESS PERSON TYPE CAPACITY` t_6 VOLUME" 1.4 PER. TRIP TRIP {Notes) (11 (21 L3) (4) (5) (61 (7) Adopted LS Allowable E+20 3 740 3, 1,720 2,408 3,576 0.40 NE 2nd Avenue TWO-WAY VOLUME Adopted A1Wwalrle E+20 1,860 LS 18860. 2,976 1.260 1.764 1,212 t.. 0 1 — Biscayne Bou LOS TABLE" NE 2nd Avenue LOS TABLE'. Biscayne BMI NE 2nd Avenue FOOT LOS Table Vdumes FOOT LOS Tattle Votumec 000 0.65 085 0.85 0..S5 0.65 086 0.95 C C C C C 1) 0.00 8 nia 2430 3540 3740 8 210 1280 1750 1653 RAN StT MODE TOTA LOCAL BUS EXPRESS RAIL TRANI TOTAL TOTAL j TRANSIT PER. TRIP PER. TRIP PER. TRIP TRANSIT TRANSIT PERSON CAPACITY CAPACITY CAPACITY1 CAPACITY PERSON TRIP -A. LOAD: _._.{�,..L° _ LOAD =J. LOAD = TRIP .....' EXCESS DESIGN DESIGN DESIGN DESIGN VOLUME GApATY 8 8 10 11 12 1 0 }_.._-,a__ o W T AVG HERDWAY SEATS BOTH PER PER DIRECT/ VEH 0 0 0 A._......�__ _.......I..._..._�_...._. RIDERSHIP DESIGN PAX LOAD PAX PERGE PER )1OURI FACTOR CAPAGriY R€n6SS5 ) 0 0 0 WI AVG AVG HEADWAY SEATS RIDERSHIP DESIGN BOTH PER PAX LOAO PAX PERCENT D111ECTi VEH PER HOUR 1 FACTOR cAPACTrfu.R I1940 PACTORS:I 2IX-2i Annr, G111 -1 PROJECT VOLUME ASSIGNED . Trawl Corridor.1 E ctinn P Acd t Per T Biscayne Boulevard tnbounci(NB) 17 0 Outbound (SS) 17 0 NE 2nd Avenue lnhowo_4�F8i__,_..-.._. 103 00barnd(WB) 1'�___....._,.. R TRIP CAPACITY 14 AUTO PERSON TRIPS iru+srr PFAS rr nzws R TOTAL PERSON TRIPS =� Volume 4s from the year 7002 F0 7 LOS tables LOS A 6 8 not possible under assumption . othec r7c colons use Fi70Y Las table isibos Existing volume a4uste6 tv peak season Project Auto Trips Inctode Committed Development B 0.11 B U.12 C 0�69 C 0.70 D 0.94 0 0.955 ._...._ 0.99 E Ultraraa Tower TAP JN 5776 • • • TABLE 7 FUTURE YEAR (2009) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Arterial !Corridor Name ROADWAY MODE MASS TRANSIT MODE CORRIDOR TOTALS ROADWAY ROADWAY LOCAL BUS EXPRESS RAIL TRAN TOTAL TOTAL TRANSIT 4 CORRIDOR PER. TRIP PER. TRIP ROADWAY PER. TRIP PER. TRIP PER. TRIP TRANSIT TRANSIT PERSON CORRIDOR CORRIDORPERSON —_TRIP CORRIDOR[ 2009 ROADWAY) CAPACITY ROADWAY VOLUME PER. TRIP ROADWAY CAPACITY ill/LOADr DESIGN CAPACITY _ft wag = DESIGN CAPACITY e Co -To DESIGN CAPACITYPERSON LOAD= DESIGN TRIP VOLUME TRIP EXCESS CAPACITY PERSON PERSON A PERSON CORR VEHICULAR PPV�_ VEHICULAR.@R?V W_.._ EXCESS PERSON TRSP TRIP EXCESS TRIP TYPE CAPACITY" 1.6 VOLUME"' IA PER, TRIP TRIP ._ CAPACITY (14) ` VOLUME (15) C CAPACITY 1 j16) WC LL (17) GAS (kiates) (1) (2) (a) (4) (5) (6) (7) LOS (B) (Q) (10j (11) (12) (13) YyT AVG Al7G HEADWAY SEATS RIDERSHIP DESIGN AUTO PERSON TRIPS =' ._..._._...._._._.. „_._., _,_... � BOTH PER PAX LOAD PAX PERCE'Nt' Tauvsn Pm5 xrMPs DIRECTION.. VEH PER HOUR FACTOR CAPACr1Y Rl RsrnP TOTAL PERSON TRIPS -' L 1 NE2OhStreet TWO-WAYVOLUME Adopted LS 9,860 1B9 265 2,71i_.--..€S.UB...�... 8 Q .,_ 0 ......' 0_.__..._.. O --- .......€_, O 2976 265 2711 _........�� 009i B _.._.......__.___,�._. _ „_,2,976 �Ilowable1. WI AVG AVG _,_,_......_.._..,_,.._ 860.00 r — HEADWAY SEATS RIDERSHIP DESIGN AUTO PERSON TRIPS = —,--i1tRTION. BOTH PER PAX .,........__._. i.0AL7 PAX PERCFS3T TRANSIT PERSON rwrs= ..._.._. TOTAL PERSON TRIPS = � VEH PER HOUR FACTOR ,_._..__..._...._. cePAcr1Y RIDER&uP` NE 24th Street NE 206tStreet FACTORS: E LOS TABLE" FOOT LOS Table Volumes: 2005-2909 Ann. Gr jcor1.0406 np)= horn Volume is n the year 2002 FOOT LOS Mies OMB B 210 _..._._._ m ..�. .r _ .. LOS A $ 9 rot possible under assumptions - other vlc cutoffs use ECM i.£75 table ratios 0.11 B C 1260 PROJECT VOLUME ASSIGNED ..._ Transit Existing voturrte adjusted to 1n_ak season 0.12 C b 1750 Corridor kiasn P ' Auto Trips1Peryo0 T Po t Auto Trips Include Committed Development .. __.. _. „_..___..._ O.70 D 0.94 b 0.95 E _._...... NE 2Uth Street T�. I 0.99 E Inbound (EB)__,__..,, 75 I 0 Outbound (WB) 75 I 0 Urbana Tower TAP JN 5776 • • • 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 studied will operate within acceptable level of service conditions with site traffic in build -out year 2009. 17 • APPENDICES • • APPENDICES 0 • • APPENDIX A TRAFFIC STUDY • METHODOLOGY • • • • Urbana We are proposing on a traffic study and request your input as to the methodology and scope. • The location of the development is between NE 2"d Avenue & NE 2"° Court and between NE 18th Street & NE 17th Terrace in the City of Miami. The developers are proposing 126 condominiums, 14,500 sf of retail and 101, 335 sf of office. The intersections we are proposing to study during the PM peak are as follows: • NE 2"d Avenue & NE 18`" Street (unsignalized) • NE 2"d Avenue & 17`!' Terrace (unsignalized) • NE 2"d Court & NE 18th Street (unsignalized) • NE 2"d Court & NE 17th Terrace(unsignalized) • Biscayne Boulevard & NE 17th Terrace • Site driveway(s) connecting to any public road The three arterials are as follows: • Biscayne Boulevard • NE 2"d Avenue • NE 20t Street Study Area: • North: I -195 • South: I -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 • • 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 File Name 5776NE2418PM Site Code 57763076 Start Date : 09/22/2005 Page No :2 NE 2nd Avenue NE 18th Street 1 NE 2nd Avenue NE 18th Street hbound 1 Westbouod Northbound Eastbound Peak Hour Fri 15:00 to !7:45 - Peak 1 of 1 Intersection 16:30 Volume 17 521 0 0 538 12 0 32 0 44 Percent 3.2 96.8 0,0 0.0 1 27.3 0.0 72.7 0.0 Volume 17 521 0 0 53812 0 32 0 44 Volume 2 138 0 0 140 4 0 10 0 14 Peak Factor High Int. 17:00 16130 1 17:15 Volume 4 170 0 0 174 1 4 0 12 0 16 0 I Peak Factor 0.773 I 0.688 • • 0 760 21 0 781 0 0 0 0 0 1363 0.0 97.3 2.7 0.0 0.0 0.0 0.0 0.0 0 760 21 0 781 r 0 0 0 0 0 217 5 0 222 1 0 0 0 0 1 3;45:00 PM 217 5 0 222 1 0.880 NE 2nd Avenue Out Total 792) Thru North 13301 Peda 9/22/2005 4;30:00 PM 9/22/2005 5:15:00 PM Al] Vehicles ed milammThru Ri.ht P a En 0 ! E-5T3) 1 781, 13141 Gut In Total NE 2nd Avenue 0 m rx, 0 1363 0 376 0.906 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 File Name ; 5776NE2@18PM Site Code : 57763076 Start Date : 09/22/2005 Page No : 3 Counter: 3076 Counted 13y. DAIS Weather: Clear Other: TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8'701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 NE 2nd Avenue Sotst hound Start Time Lef T>hrn R€gh; P�.d F Q 0 3 I actor 16:00 $ 114 16:15 4 114 16:30 5 97 6:45 6 11.6 Total 21 441 0 0 118 0 102 0 462 2 Groups Printed- All Vehicles NE 18th Street NE 2nd Avenue Westbound i Northbound ru Right i Peds .0 1.0 i_e t_0 0 0 10 0 20 3 0 13 0 16 4 0 12 0 16 58 17:00 4 170 0 0 174 1 0 7 0 8 17:15 2 138 0 0 140 4 0 10 0 14 17:30 6 104 0 0 110 3 0 13 0 16 17:45 5 111 0 0 116 3 0 5 0 8 Total 17 523 0 0 540 1 11 0 35 0 46 Grand Total 38 964 0 0 1002 1 31 0 73 0 104 Apprch °la 3.8 96,2 0.0 0.0 Total % 1 5 37.7 0.0 0.0 39.2 • • 1 14E71 29.8 0.0 70.2 0.0 1.2 0.0 2.9 0.0 4.1 File Name : 5776NE21a1.18PM Site Code : 57763076 Start Date : 09/22/2005 Page No : 1 NE 18th Street Eastboun Right Peds i Q 1. 1.0 E 1,0 1.0 I.0 0 167 4 0 171 0 0 0 0 0 139 2 0 1411 0 0 0 0 0 0 194 6 0 200 0 0 0 0 0 188 8 0 196 1 0 0 0 0 688 20 0 Thru , Right 1 Peda . AP? Left Thru 708 0 0 161 2 0 163 0 0 0 0 0 0 217 5 0 222E 0 0 0 0 0 0 172 6 0 178 0 0 0 0 0 0 176 6 0 182 0 0 0 0 0 0 726 19 0 745 0 0 0 0 0 0 0.0 0.0 141 4 97.3 55.3 39 2.7 1.5 0 1453 0.0 0.0 56.8 tot. Tata€ 275 318 324 1228 345 376 304 306 1331 0 0 0 0 0 2559 0.0 0,0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 NE 2nd Avenue Out in Totat 002 j 24891 Thru Left Peds T North /22/2005 4:00:00 PM /22/2005 5;45:00 PM All Vehicles Thru Ri.ht Pads Nonamtumu I 995: N 2448 Out In Total NE 2nd Avenue Counter: 3077 Counted By: PCC Weather: Clear Other: NE 17th Street EB is Orieway IllV-7---- NE 2nd A enue Southbound Start Ttrtle Left Twit 1 Rilth: Pals i TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-.0777 Fax: (305)385-9997 Peak Kau From 16.00 7'45 - Peak 1 of Intersection 16:30 Volume 8 519 0 0 Percent 1.5 98.5 0.0 0.0 Volume 8 519 0 0 Volume 2 136 0 0 Peak Factor High Int, 17:00 Volume 1 169 0 0 Peak Factor • • App. 'luta{ Left 527 43 53,1 527 43 138 12 17:15 170 12 0.775 Filo Name 5776ne2(i.117terprn Site Code : 57763077 Start Date : 0912212005 Page No :2 NE 17th Terrace NE 2nd Avenue Westbound 1 Northbound Thr„ at.10: 0.0 0 38 46,9 0 38 0 10 Pula App. Ldt Total 0 81 0.0 0 81 0 22 10 0 22 0.920 0.0 Thru I Right I Ped$ PP' I Left Total i 0 717 97.8 0 717 0 197 17:15 0 197 16 2.2 0,0 16 0 733 0 0 0 3 0 200 0 0 0 3:45:00 PM 3 0 200 0,916 I NE 2nd Avenue Out In Total North /2212005 4:30:00 PM /22/2005 5:15:00 PM All Vehicles ro Thru ht Peds MINIM 717 5621 Out NE 1 12851 In Total d Avenue NE 17th Terrace Eastbound Thru RTOR Right App. Total It Tatat 733 0 0 0 0 0 1341 0,0 0,0 0.0 0.0 0 0 0 0 1341 360 0,933 Counter 3077 Counted By: FCC Weather: Clear Other: NE 17th Street E3 is Onea*°aY • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW I37th Avenue, Suite 210 Miami, Florida 33183 Phone:(305)385-0777 Fax:(305)385.9997 File Name : 5776ne2@l7terpm Site Code :57763077 Start Date : 09122 2005 Page No : 3 Counter: 3077 Counted By: PCC Weather: Clear Other: NE 17th Street EB is Oneway 1111 Start Time [ Factor 16:00 16:15 16:30 16:45 Total 17:00 17:15 17:30 17:45 Total 1.a 4 2 1 4 11 NE 2nd Avenue utu Thru ! Right [ Peds ..©I �1 125 0 116 0 100 0 114 0 455 0 1 169 2 136 2 108 7 112 12 525 IJ 0 0 0 0 0 0 0 0 0 0 0 0 0 119 0 0 537 TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax (305)385-9997 P. I Total 129 118 101 118 466 170 138 110 Grand Total 23 980 0 0 1003 Appreh % 2.3 97.7 0.0 0,0 Total % 0.9 39.0 0.0 0.0 39.9 • 47.2 0.0 52.8 0.0 t.0 8 5 12 [ 9 34 10 12 6 5 33 Groups Prints s- All Vehicles NE l7th TeNE 2nd Avenue Westbound i Northbound Thru Right 1.0 0 1.0 .0? 10 0 0 5 0 0 7 0 0 10 0 0 32 0 0 0 0 0 11 10 10 12 43 18 10j 19 19 0 66 0 0 0 0 0 21 22 16 17 76 0 0 0 0 0 0 0 0 0 a 155 6 0 142 4 0 190 6 0 181 5 0 668 21 0 149 197 162 159 667 2 3 4 3 12 0 0 0 0 0 67 0 75 0 142 0 135 33 0 0.0 97.6 2.4 0.0 2.7 0.0 3.0 0.0 5.7 0.0 53.1 1.3 0.0 ARP Total 161 146 196 186 689 151 200 166 162 679 0 0 0 0 0 0 0 0 0 0 Fsle leans : 5776ne2J17terpm Site Code : 57763077 Start Date ; 09/22/2005 Page No : 1 NE 17th Terrace Eastbound ;0 0 0 0 0 0 a 0 0 0 App. total = Tata 1,© I Le 0 0 0 308 0 0 0 274 0 00 1 316 0 0 0 ; 323 0 0 0! 1221 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1368! 0 0 0 0 0 0.0 0.0 0.0 0.0 54.4€ 0.0 0.0 0.0 0.0 0.0 NE 2nd Avenue Out in Total i 14101 110031 1 2413E 9501 23 0 Thru Left Peds North /22/2005 4:00:00 ' M /22/2005 5:45:00 PM At Vehicles 24151 Out In T NE 2nd Avenue al 342 360 292 298 1292 2533 caync Boukv&d Sotnhbound Peak Hour From 1.6:00 to 7:43 Pk 1of 1ntersectio Volume Percent Volume Volume Peak Factor High Int, Volume Peak Factor • • 17:00 205 742 1 11 21.4 77.4 0.1 1,1 205 742 1 11 58 209 0 2 17:15 58 209 0 2 TRANSPORT ANALYSIS PROFESSIONALS, I 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 NE 17th Terrace Westbound 959 18 27 10.3 15.4 9591 18 27 269 1 5 17:00 269 5 8 0 891 91 52.0 91 21 39 22,3 39 14 App. Let 175 175 41 Biscayne Boulevard Northbound 11-ma &ikin TA:tPa] 12 882 0 46 940 1.3 93,8 0.0 4.9 12 882 0 46 940 1 224 0 8 233 17:00 31 5 491 3 225 0.893 0 14 242 0,971 nc File Name : 577613iscayncBlvd@ 17TrPM Site Code : 57763071 Start Date 09/29/2005 Page No :2 NE iltli Terrace Eastbound 9 8 9 5 29.0 25.8 29.0 16,1 9 8 9 5 31 3 1 2 2 8 17:30 1 4 5 0 10 Biscayne Boulevard Oul in Total North /2912005 5:00:00 PM 129/2005 5:45:00 PM All Vehicles eft Th u Ri f 7741 46 940'-1-Tri-4-1 Out i Total Biscayne Boulevard 0 775 APP.hiL Total rcual 11 2105 2105 551 0.955 TRANSPORT ANALYSIS PROFESSIONALS, I 8701 SW 1376 Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 • • ne. File Name 5776BiscayneBlvd-4,17TrPM Site Code 57763071 Stan Date : 09/29/2005 Page No : 3 Counter- 3071 / 30;76 Counted By: PCC / L)AL3 Weather: Clear �ther: Biscayne 1 Lane N/S @ 14 St TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Groups Printed- All Vehicles File Name : 577611iseayneBlvd@ t 7 T rPM Site Code ; 57763071 Start Date : 09/29/2005 Page No : 1 Biscayne Boulevard Southbound NE 17th Terrace Westbound ' Biscayne Boulevard Northbound ! NE 37th Terrace Eastbound Start Time Left Thru RTQ fight App. T©:al LeF, 1 Thru RTD R Right APP- T©ta1 Lift ! Thru I RTC R Riyht ' APP' Tata{ left i Thru RTO R. Hight l Int. I App Total Total Total Factor 1,6 1.0 1.0 I 10 , 1.0 1 1,0 i_E3 1.0 1.4 1 1.6 1 1.0 1.61 1.0 1 1.0 1,0 . 1.0 i j 16:00 50 174 0 2 226 10 7 30 11 58 4 208 0 5 217 4 3 0 1 8` 509 16:15 40 142 0 2 184 8 10 22 12 52 5 194 0 12 211 0 4 2 3 9 456 16:30 4] 171 0 2 214 10 4 15 14 43 2 209 1 11 223 0 1 0 0 1 481 16:45 51 156 0 3 210 8 10 14 11 431 2 203 0 6 211 2 1 1 0 4 468 Total 182 643 0 9 834 36 31 81 48 196 i 13 814 1 34 862 6 9 3 4 22 1914 17;00 46 185 0 4 235 5 8 31 5 49 1 3 225 0 14 242 4 2 0 3 9 535 17:15 58 209 0 2 269 1 5 21 14 413 1 224 0 8 233 3 3 2 2 81 551 17:30 40 174 1 5 220 8 5 24 11 48 4 226 0 12 242 1 4 5 0 10 520 17;45 61 174 0 0 235 4 9 15 9 37 4 207 0 12 223 1 1 2 0 41 499 Total 205 742 Grand 387 138 Total 5 Apprch % 21.6 77.2 0.1 1.1 Total % 9.6 34.5 0.0 0.5 1 11 9591 18 27 91 39 1 20 1793 54 58 172 87 175 371 14.6 15.6 46.4 23.5 44.6 ; 1.3 1.4 4.3 2.2 9.2 ]2 882 0 46 940 25 1bb l 80 1802 1.4 94.1 0 1 4.4 0.6 42.2 0,0 2.0 44,8 31 2105 15 17 12 9 53 28.3 32.1 22.6 17.0 0.4 0.4 0.3 0.2 1.3 • 147 zo • { 1976] Biscayne Boulevard Out In Total 17931 i 3763J 211 1385 387j Right Thru Left 4 North 0/23/2005 4:00:00 PM 18129/2005 5:45:00 PM LAII Vehicles Left Thru Right 1 25] 16961 81l 1 1 14801 1 18021 1 3262 i Out In Total Biscayne Boulevard 4019 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 NE 2nd Court Southbound eak Hour From 16:CO to 17,45 -Peak 1 of ! tntersectio 16:45 Volume 5 1 5 0 11 Percent 45.5 9,1 45.5 0.0 Volume 5 1 5 0 11 Volume 1 1 1 0 3 Peak Factor High Int. 17:30 Volume 2 0 3 0 5 Peak 0.550 Factor • • NE 18th Street Westbound Fight I Peds Taal Lest 4 35 9 0 48 8.3 72,9 18.8 0.0 4 35 9 0 48 2 13 2 0 17 17:00 2 13 2 0 17 0.706 File Name :5776ne2ct@l$pna Site Code : 30765776 Start Date ; 09/26/2005 Page No : 2 NE 2nd Court NE 18th Street Northbound Eastbound 10 4 8 0 22 4 14 7 0 25 106 45.5 18.2 36.4 0.0 16.0 56.0 28.0 0.0 10 4 8 0 22 4 14 7 0 25; 106 5 1 1 0 7 1 4 2 0 7 1 34 i 0.779 2 16:45 2 4 0 8 2 4 1 0 7 0.688 0.893 SIN rs 1- Q: a. 0. E 2nd Cou In Total 2j Right Thru Lett Pe N 1 North /26/2005 4:45:00 PM /26/2005 5:30:00 PM AIi Vehicles 47 ! r Left Thru Right Peds f 101 4T 81 0 E I 121 I 2Z I 341 Out In Total NE 2nd Court TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137tti Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 • • File Name : 57766e2eta I Sprri Site Code : 30765776 Start Date : 09/2672005 Page No : 3 Counter: 3076 Counted By: DAB Weather: Clear titer: NE 2nd Court Southbound Start Time Fedor 1.0 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Groups Printed- All Vehicles NE 18th Street NE' 2nd Court Westbound tv`o hbound File Name ; 5776ne2ct@ l8prr Site Code : 30765776 Start Date : 09/26/2005 Page No ; 1 NE 18th Street tbound Tom! 16:00 0 2 2 0 4 1 0 10 1 0 11 0 2 0 0 2 2 8 3 0 13 ! 30 16:15 0 0 0 0 01 0 9 2 0 11 1 2 0 0 3, 0 2 1 0 31 17 16.30 2 0 0 0 21 0 9 2 0 111 0 1 1 0 21 1 4 0 0 5' 20 16:45 1 0 0 0 1 1 0 5 3 0 8' 2 0 2 0 4 1 2 4 1 0 7, 20 Total 3 2 2 0 7 1 0 33 8 0 41 3 5 3 0 111 5 18 5 0 28 = 87 17:00 1 1 1 0 3 2 13 2 0 17i 5 1 1 0 71 1 4 2 0 7 17:15 1 0 1 0 2 1 2 10 3 0 151 1 1 1 0 3' 1 3 1 0 5 17:30 2 0 3 0 5 1 0 7 1 0 81 2 2 4 0 8 0 3 3 0 6 17:45 0 0 0 I 1 2 1 0 0 31 1 0 1 0 2 1 3 2 0 6 Total 4 2 5 0 111 6 31 6 0 431 9 4 7 0 20 3 13 8 0 24 Grand 7 4 7 0 Total 18 1 6 64 14 0 84 Apprch % 38.9 22.? 38.9 0.0 7,1 76.2 16.7 0.0 Total % 3.8 2.2 3.8 0.0 9.7 3.2 34.6 7.6 0,0 45.4 12 9 10 0 31 34 25 27 12 98 8 31 13 0 52 185 38.7 29.0 32.3 0.0 15,4 59.6 25.0 0.0 6.5 4.9 5.4 0.0 16.8 4.3 16.8 7.0 0.0 28.1 4z uJ en[ 2 NE 2nd Court Out in Totat 1 la, l 1 491 71 41 71 01 Right Thru Left Peds I 311 1 ' North 26/2005 4:00:00 PM 26/2005 5:45:00 PM At Vehicles eft Thru Ri.ht Pens 1 541 Out In Total NE 2nd Court 1 231 4-� m • Counter: 3076 Counted By: DAB Weather: Clear Other: NE 2nd Court Southbaund Pad IE',tlOto 174 Intersection 16:30 Volume 4 0 5 0 Percent 44,4 0.0 55.6 0.0 Volume 4 0 5 0 Volume 2 0 1 0 Peak Factor High Int. 17:00 VcIutne 1 Peak Factor • T NSF I i° ANALYSIS A.LYSIS PROFESSIONALS, Inc. 8 701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax:(305)385-9997 App. Total. 9 0 3 0,750 Left 4 Thru l7tzt Terrace `estbaund Right ; Pads Total E 2nd Court Northbound Leff Thru Right App. Total 9 66 8 0 74! 0 0 0 0 0 0.0 89.2 10.8 0.0 0 66 8 0 74 1 0 0 0 0 0 0 20 2 0 22= 0 0 0 0 0 17:15 0 20 2 0 22 0.841 1 0,0 0.0 0.0 0.0 3;45:00 PM 0 0 0 0 File Name : 5776NE2Ct 17TrPM. Site Code : 57763076 Start Date ; 09126/2005 Page No : 2 NE 1:7th Terrace Eastbound tLefti I Thru I Right I PedE App. Int ? Total I Total 4 25 0 0 29 112 13.8 86.2 0,0 0.0 4 25 0 0 29 112 1 9 0 0 10j 35 0.800 17:15 1 9 0 0 10 0.725 0 =rn 93 N a ;- ¢W ZOr- — €a NE 2nd Court Out In Total 121 1 91 1 211 1 5{ 4 4I Right Left Peds North /26/2005 4:30:00 PM /26/2005 5:15:00 PM At Vehid Counter: 3076 Counted By: DAB Weather: Clear Other: 111 • TRANSPORT ANALYSIS PROFESSIONALS, Inc 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Narne : 5776NE2Ctgl7TrPM Site Code : 57763076 Start Date : 09/2612005 Page No : 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 Groups Printed- All Vehicles File Name :5776NE2Ct&17TrPM Site Code : 57763076 Start Date : 09/26/2005 Page No : 1 - Start Time Factor 16:00 16:15 16:30 16.45 Total NE 2nd Court Southbound Le E Thru 1 Right Peds 1_9 f 1.0 1 1.0 = 1.0 2 0 2 0 2 0 1 0 1 0 1 0 0 0 1 0 App. Total 4 3 2 17:00 1 0 2 0 3 17:15 2 0 1 0 3 17:30 1 0 2 0 3 17:45 2 0 1 0 3 Total 6 0 6 0 12 Grand Total 11 0 11 0 22 Apprch % 50.0 0.0 50.0 0.0 Total % 5.7 0.0 5,7 0.0 11.4 • • NE 17th Terrace Westbound Ls` [ Thru Right Pads 1.0 App, Total 1.0 1 1.0 0 11 0 0 11 0 13 3 0 16 0 12 2 0 14 0 16 2 0 18 52 7 0 59 1.0 0 18 2 0 20 0 20 2 0 22 0 9 2 0 11 0 10 1 0 11 0 57 7 0 64 0 109 14 0 123 0.0 88,6 11.4 0.0 0.0 56,5 7,3 0.0 63.7 NE 2nd Court Northbound Left I Thru Right ' Pets 1,0 i.0 t 1.0 NE 17th Terrace Eastbound GcR1 Thru ! Right I Pads 1.0 C € 1,0 1 1.D ; 1-0 1. 1-0 APP . Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0` 0 0 00 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 0 0 0 0 0 0 App Total 2 2 0 0 4 1 5 0 0 6 2 1 0 0 3, 0 7 0 0 7 5 15 0 0 20 Tuta1 19 25 19 26 89 1 8 0 0 9 32 1 9 0 0 10 , 35 1 4 0 0 5 19 0 4 0 0 4 18 3 25 0 0 28 104 0 0 0 0 0 8 40 0 0 48 193 0.0 0.0 0.0 0.0 16.7 83.3 0.0 0.0 0.0 0.0 0.0 0,0 0,0 4.1 20,7 0.0 0.0 24.91 �cs IO z C Oi� L NE 2nd Court Out in Total 1 22] 22 441 0 Ri€7ht Left Peril C � North pi 2005 4:00:09 PM .9126l2005 5;45:00 PM !Alt Vehictes t x z m 09/26/05 10:21:54 Ilk ************ TRANSPORT ANALYSTS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 Dual Channel 15 Minute Final Repo Site ID : 5776-N/SB3 Info 1 : NE 2nd Avenue SiO Info 2 : NE 17th Street (page 2 of 2) Page: 4 ************** Start Date : Sep 21, 2005 Wed End Date : Sep 22, 2005 Thu Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-NB Hour 2-SE Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 10 10 6 13 39 25 23 19 14 81 120 1 10 7 8 4 29 8 17 14 11 50 79 2 1 13 5 8 27 8 10 5 13 36 63 3 5 8 2 1 16 14 14 8 4 40 56 4 5 2 6 3 16 7 5 10 7 29 45 5 5 5 8 9 27 8 11 27 30 76 103 6 10 25 27 38 100 50 57 113 129 349 449 7 25 24 44 33 126 129 182 197 287 795 921 8 40 41 40 44 165 295 293 298 318 1204 1369 9 42 53 43 55 193 265 224 220 203 912 1105 10 57 45 53 44 199 154 132 152 145 583 782 11 43 51 59 78 231 138 121 130 139 528 759 11Ir72 63 69 79 283 142 156 138 170 606 889 1 60 64 67 65 256 152 168 182 133 635 891 2 59 60 58 52 229 134 136 155 128 553 782 3 43 74 117 57 291 157 129 146 167 599 890 4 66 91 126 104 387 139 130 126 119 514 0. , 1901 -- 5 80 114 90 76 360 164 166 164 114 608 1 968 6 67 83 40 47 237 126 137 107 93 463 700 7 56 40 31 17 144 94 95 69 72 330 474 8 22 24 26 20 92 68 63 46 54 231 323 9 19 18 24 15 76 35 36 28 27 126 202 10 24 22 14 16 76 40 31 30 31 132 208 11 13 13 18 11 55 27 34 25 7 93 148 TOTALS 28% 3654 72% 9573 13227 AVERAGE 38.1 period 152.3 99.7 period 398.9 551.1 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 165 Lane 2 : 1204 Combined: 1369 Directional Split : 12% 88% Peak Hour Factor 0.938 0.947 0.945 Peak / Day Total 0.045 0.126 0.104 Peak PM Hour is *** 4:45pm to 5:45pm *** Volume Lane 1 : 388 Lane 2 ; 613 Combined: 1001 arrectional Split : 39% 61% eak Hour Factor 0.851 0.923 0.894 Peak / Day Total 0.106 0,064 0.076 09/26/05 1021.:54 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute Site ID : 5776-N/SB3 Info 1 NE 2nd Avenue S/O Info 2 : NE 17th Street * * * Page: 1 Date : Sep 21, 2005 h'ecfi Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NB Hour 2-SE Hour Combin ec . Starts 0 15 30 45 Total 0 15 30 45 Total Total. AM 12 1 2 3 4 5 6 7 8 9 10 11 Illr72 63 69 79 283 142 156 138 170 606 88921 1 60 64 67 65 256 152 168 182 133 635 891_ 2 59 60 58 52 229 134 136 155 128 553 78; 3 43 74 117 57 291 157 129 146 167 599 89p� 4 66 91 126 104 387 139 130 126 119 514 901 5 80 114 90 76 360 164 166 164 114 608 2i 6 67 83 40 47 237 126 137 107 93 463 700" 7 56 40 31 17 144 94 95 69 72 330 474= 8 22 24 26 20 92 68 63 46 54 231 323- 9 19 18 24 15 76 35 36 28 27 126 ff.: 10 24 22 14 16 76 40 31 30 31 132 11 13 13 18 11 55 27 34 25 7 93 148 TOTALS 34% 2486 66% 4890 737,6W AVERAGE 51.8 period 207.2 101.9 period 407.5 614.7— Peak PM Hour is *** 4:45pm to 5:45pm *** Volume Lane 1 : 388 Lane 2 : 613 Combined: 1001 Directional Split : 39% 61% Peak Hour Factor 0.851 0.923 0.894 Peak / Day Total 0.156 0.125 0.136 • 09/26/05 10:21:54 • TRANSPORT ANALYSIS PROFESSIONAL. S, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 * * * Site ID : 5776-N/SB3 Info 1 : NE 2nd Avenue S/O Info 2 : NE 17th Street Lane 1-Normal, Dual Channel 15 Minute * * * Page: 2 Date : Sep 22, 20€05 Thu Factor : 1.00 /2 Lane 2-Normal, Axle, /2 Hour 1-NB Hour Starts 0 15 30 45 Total 2-SB Hour Combined 0 15 30 45 Total Total AM 12 10 10 6 13 39 25 23 19 14 81 120 1 10 7 8 4 29 8 17 14 11 50 79 2 1 13 5 8 27 8 10 5 13 36 63 3 5 8 2 1 16 14 14 8 4 40 56 4 5 2 6 3 16 7 5 10 7 29 45 5 5 5 8 9 27 8 11 27 30 76 103 6 10 25 27 38 100 50 57 113 129 349 449 7 25 24 44 33 126 129 182 197 287 795 921 8 40 41 40 44 165 295 293 298 318 1204 1369 9 42 53 43 55 193 265 224 220 203 912 1105 10 57 45 53 44 199 154 132 152 145 583 782 11 43 51 59 78 231 138 121 130 139 528 759 4111[M2 1 2 3 4 5 6 7 8 9 10 11 TOTALS 20% 1168 80% 4683 5851 AVERAGE 24.3 period 97.3 97.6 period 390.3 487.6 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 165 Lane 2 : 1204 Combined: 1369 Directional Split : 12% 88% Peak Hour Factor 0.938 0.947 0.945 Peak / Day Total 0.141 0.257 0.234 • 09/26/05 10:21:54 41, ************ 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 : 5776-N/SB3 Info 1 : NE 2nd Avenue S/0 Info 2 : NE 17th Street Page; 3 ************** Start Date Sep 21, 2005 Wed End Date : Sep 22, 2005 Thu Adj. Factor: 1.00 ALL DAYS COMBINED Hour 1-NE Hour 2-SE Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 10 10 6 13 39 25 23 19 14 81 120 1 10 7 8 4 29 8 17 14 11 50 79 2 1 13 5 8 27 8 10 5 13 36 53 3 5 8 2 1 16 14 14 8 4 40 56 4 5 2 6 3 16 7 5 10 7 29 45 5 5 5 8 9 27 8 11 27 30 76 103 6 10 25 27 38 100 50 57 113 129 349 449 7 25 24 44 33 126 129 182 197 287 795 921 8 40 41 40 44 165 295 293 298 318 1204 1369 9 42 53 43 55 193 265 224 220 203 912 1105 10 57 45 53 44 199 154 132 152 145 583 782 11 43 51 59 78 231 138 121 130 139 528 759 411M 12 72 63 69 79 283 142 156 138 170 606 889 1 60 64 67 65 256 152 168 182 133 635 891 2 59 60 58 52 229 134 136 155 128 553 782 3 43 74 117 57 291 157 129 146 167 599 890 4 66 91 126 104 387 139 130 126 119 514 901 5 80 114 90 76 360 164 166 164 114 608 968 6 67 83 40 47 237 126 137 107 93 463 700 7 56 40 31 17 144 94 95 69 72 330 474 8 22 24 26 20 92 68 63 46 54 231 323 9 19 18 24 15 76 35 36 28 27 126 202 10 24 22 14 16 76 40 31 30 31 132 208 11 13 13 18 11 55 27 34 25 7 93 148 TOTALS 28% 3654 72% 9573 13227 AVERAGE 38.1 period 152.3 99.7 period 398.9 551.1 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 165 Lane 2 : 1204 Combined: 1369 Directional Split : 12% 88% Peak Hour Factor . 0.938 0.947 0.945 Peak / Day Total . . 0.045 0.126 0.104 Peak PM Hour is *** 4:45pm to 5:45pm *** Volume Lane 1 : 388 Lane 2 : 613 Combined: 1001 Aapirectional Split : 39% 61% Weak Hour Factor 0.851 0.923 0.894 Peak / Day Total 0.106 0.064 0.076 09/26/05 10:21:54 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 : 5776-N/SB2 Info 1 : Biscayne Boulevard Info 2 : S/O NE 17th Street Page: 4 Start Date : Sep 21, 2005 Wed End Date : Sep 22, 2005 Thu 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 63 49 54 35 201 44 38 35 37 154 355 1 35 23 38 21 117 32 31 29 23 115 232 2 13 26 18 13 70 13 20 19 19 71 141 3 20 17 12 23 72 21 21 19 19 80 152 4 12 11 12 16 51 18 15 17 19 69 120 5 12 13 27 19 71 24 27 34 43 128 199 6 47 61 98 106 312 65 101 132 181 479 791 7 126 114 111 102 453 168 212 242 268 890 1343 8 104 109 138 140 491 296 309 281 252 1138 1629 9 114 127 128 138 507 264 256 222 232 974 1481 10 128 119 140 134 521 230 146 170 198 744 1265 11 156 161 166 163 646 175 183 169 170 697 1343 M 12 196 191 173 188 748 182 204 208 218 812 1560 1 176 193 179 170 718 204 201 196 202 803 1521 2 155 157 184 168 664 194 146 142 197 679 1343 3 145 156 195 204 700 130 170 137 185 622 VJ. 1322 4 185 205 189 199 778 175 175 160 168 678 �4 1456 5 184 183 209 195 771 201 185 192 185 763 f 1534 6 196 197 191 178 762 164 166 120 152 602 1364 7 155 186 156 143 640 124 128 124 119 495 1135 8 166 143 155 137 601 120 137 124 102 483 1084 9 110 113 127 142 492 67 92 107 75 341 833 10 118 109 101 87 415 71 76 81 73 301 716 11 90 98 68 83 339 83 58 55 61 257 596 TOTALS 47% 11140 53% 12375 23515 AVERAGE 116.0 period 464.2 128.9 period 515.6 979.8 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 491 Lane 2 : 1138 Combined: 1629 Directional Split : 30% 70% Peak Hour Factor 0.877 0.921 0.972 Peak / Day Total 0.044 0.092 0.069 Peak PM Hour is *** 12:15pm to 1:15pm *** Volume Lane 1 1 728 Lane 2 : 834 Combined: 1562 WYrectional Split : 47% 53% eak Hour Factor : 0.953 0.956 0.962 Peak / Day Total . 0.065 0.067 0.066 09/26/05 10:21:54 • TRANSPORT ANALYS I S PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Site ID : 5776-N/SB2 Info 1 : Biscayne Boulevard Info 2 : S/O NE 17th Street Dual Channel 15 Minute ** * Page: Date : Sep 21, 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 1 2 3 4 5 6 7 8 9 10 11 4111V2 196 191 173 188 748 182 204 208 218 812 1560 1 176 193 179 170 718 204 201 196 202 803 1521 2 155 157 184 168 664 194 146 142 197 679 1343 3 145 156 195 204 700 130 170 137 185 622 1322 4 185 205 189 199 778 175 175 160 168 578 1456 5 184 183 209 195 771 201 185 192 185 763 1534 6 196 197 191 178 762 164 166 120 152 602 1364 7 155 186 156 143 640 124 128 124 119 495 1135 8 166 143 155 137 601 120 137 124 102 483 1084 9 110 113 127 142 492 67 92 107 75 341 833 10 118 109 101 87 415 71 76 81 73 301 716 11 90 98 68 83 339 83 58 55 61 257 596 TOTALS 53% 7628 47% 6836 14464 AVERAGE 158.9 period 635.7 142.4 period 569.7 1205.3 Peak PM Hour is *** 12:15pm to 1:15pm *** Volume Lane 1 : 728 Lame 2 : 834 Combined: 1562 Directional Split : 47% 53% Peak Hour Factor 0.953 0.956 0.962 Peak / Day Total 0.095 0.122 0.108 • 09/26/05 10121:54 • TRANSPORT ANALYSIS PROFESSIONALS, In 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5776-N/SB2 Info 1 : Biscayne Boulevard Info 2 : S/O NE 17th Street Page: 2 Date : Sep 22, 2005 Thu 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 63 49 54 35 201 44 38 35 37 154 355 1 35 23 38 21 117 32 31 29 23 115 232 2 13 26 18 13 70 13 20 19 19 71 141 3 20 17 12 23 72 21 21 19 19 80 152 4 12 11 12 16 51 18 15 17 19 69 120 5 12 13 27 19 71 24 27 34 43 128 199 6 47 61 98 106 312 65 101 132 181 479 791 7 126 114 111 102 453 168 212 242 268 890 1343 8 104 109 138 140 491 296 309 281 252 1138 1629 9 114 127 128 138 507 264 256 222 232 974 1481 10 128 119 140 134 521 230 146 170 198 744 1265 11 156 161 166 163 646 175 183 169 170 697 1343 11Iu 1 2 3 4 5 6 7 8 9 10 11 TOTALS 39% 3512 61% 5539 9051 AVERAGE 73.2 period 292.7 115.4 period 461.6 754.3 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 491 Lane 2 : 1138 Combined: 1629 Directional Split : 30% 70% Peak Hour Factor . 0.877 0.921 0.972 Peak / Day Total 0.140 0.205 0.180 • 09/26/05 10:21:54 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 6701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 4,************ Dual Channel 15 Minute Final Report (page 1 of 2) Site ID : 5776-N/SB2 Info 1 : Biscayne Boulevard Info 2 : S/O NE 17th Street Page: ************** Start Date : Sep 21, 2005 Wed End Date : Sep 22, 2005 Thu Adj. Factor: 1.00 ALL DAYS COMBINED Hour 1-NB Hour 2-SE Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 63 49 54 35 201 44 38 35 37 154 355 1 35 23 38 21 117 32 31 29 23 115 232 2 13 26 18 13 70 13 20 19 19 71 141 3 20 17 12 23 72 21 21 19 19 80 152 4 12 11 12 16 51 18 15 17 19 69 120 5 12 13 27 19 71 24 27 34 43 128 199 6 47 61 98 106 312 65 101 132 181 479 791 7 126 114 111 102 453 168 212 242 268 890 1343 8 104 109 138 140 491 296 309 281 252 1138 1629 9 114 127 128 138 507 264 256 222 232 974 1481 10 128 119 140 134 521 230 146 170 198 744 1265 11 156 161 166 163 646 .175 183 169 170 697 1343 Or196 191 173 168 748 182 204 208 218 812 1560 1 176 193 179 170 718 204 201 196 202 803 1521 2 155 157 184 168 664 194 146 142 197 679 1343 3 145 156 195 204 700 130 170 137 185 622 1322 4 185 205 189 199 778 175 175 160 168 678 1456 5 184 183 209 195 771 201 185 192 185 763 1534 6 196 197 191 178 762 164 166 120 152 602 1364 7 155 186 156 143 640 124 128 124 119 495 1135 8 166 143 155 137 601 120 137 124 102 483 1084 9 110 113 127 142 492 67 92 107 75 341 833 10 118 109 101 87 415 71 76 81 73 301 716 11 90 98 68 83 339 83 58 55 61 257 596 TOTALS 47% 11140 53% 12375 23515 AVERAGE 116.0 period 464.2 128.9 period 515.6 979.8 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 491 Lane 2 : 1138 Combined: 1629 Directional Split : 30% 70% Peak Hour Factor : 0.877 0.921 0.972 Peak / Day Total : 0.044 0.092 0.069 Peak PM Hour is *** 12:15pm to 1:15pm *** Volume Lane 1 : 728 Lane 2 : 834 Combined: 1562 Orrectional Split : 47% 53% eak Hour Factor 0.953 0.956 0.962 Peak / Day Total 0.065 0.067 0.066 09/26/05 10:21:36 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 Dual Channel 15 Minute Site ID : 5776-E/WB Info 1 : NE 20th Street W/O Info 2 : Biscayne Boulevard Final Report (page 2 of 2) Page: 4 ************** Start Date : Sep 13, 2005 Tue End Date : Sep 14, 2005 Wed Adj. Factor: 1.00 ALL DAYS AVERAGED Hour Starts 1-EB 0 15 30 Hour 45 Total 2-WB 0 15 30 Hour 45 Total Combined Total AM 12 1 2 3 4 5 6 7 8 9 10 11 1 2 3 4 5 6 7 8 9 10 11 0 1 0 0 0 1 1 1 2 1 3 2 5 4 2 4 1 2 4 6 2 3 1 2 0 1 0 0 1 1 4 1 5 4 2 6 6 3 6 4 3 3 4 4 2 1 0 1 0 1 0 0 2 0 2 4 2 7 4 5 4 5 5 2 4 2 3 5 1 2 1 1 1 1 0 0 0 1 3 2 3 5 2 3 4 3 4 3 5 3 4 3 1 1 1 1 2 0 0 2 2 9 8 11 16 11 15 18 15 16 12 13 9 15 17 6 6 3 4 1 1 0 0 0 0 1 2 7 4 4 5 5 5 6 7 4 5 6 10 3 3 3 0 1 1 0 0 3 1 1 7 6 5 6 5 4 9 5 6 6 5 5 3 2 3 1 1 1 0 1 2 1 3 2 8 9 5 5 5 6 7 10 8 5 4 6 2 2 2 1 1 1 1 0 2 1 5 7 6 3 6 4 6 6 9 8 7 5 3 1 1 2 3 4 3 1 2 5 3 5 15 28 23 16 20 17 25 23 31 26 20 18 23 8 8 8 5 5 5 1 2 7 5 14 23 39 39 27 35 35 40 39 43 rYg 29 33 40 14 14 11 9 TOTALS AVERAGE Peak AM Hour is Volume Lane 1 Directional Split Peak Hour Factor Peak / Day Total 38% 1.1 period * * * Peak PM Hour is *** Volume Lane 1 ilirectional Split eak Hour Factor Peak / Day Total 205 4.3 9:15am to 10:15am *** 19 45% 0.679 0.093 3:00pm to 13 30% : 0.812 : 0.063 Lane 2 : 4:00pm *** Lane 2 : 62% 1.7 period 24 57% 0.667 0.073 32 73% 0.800 0.097 331 536 6.9 11.2 Combined: 42 0.656 0.078 Combined: 44 0.917 0.082 09/;6/05 TRANSPORT ANALYSIS PROFESSIONALS, Inc, 10:21:36 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 • *** Dual Channel 15 Minute Site ID 5776-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 0 0 0 1 1 1 1 2 1 5 6 1 1 0 1 0 2 0 0 0 1 1 3 2 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 1 0 1 1 4 0 0 3 0 3 0 2 2 0 4 7 5 1 1 0 0 2 0 0 1 1 2 4 6 0 4 2 2 8 0 2 2 2 6 14 7 0 0 5 2 7 3 4 0 4 11 18 8 1 7 2 5 15 7 10 8 11 36 51 9 0 1 7 3 11 1 2 8 4 15 26 10 4 2 5 0 11 2 6 7 4 19 30 11 1 6 7 3 17 4 3 4 4 15 32 4IkM 2 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 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 Allpirectional Split : 46% 54% glreak Hour Factor . 0.625 0.659 0.643 Peak / Day Total 0.123 0.093 0.105 09/26/05 10:21:36 TRANSPORT ANALYSIS PROVES 8701 SW 137th Avenue, Miami. Florida 305-385-0777 ONALS, Inc. uite 210 183 *** Dual Channel 15 Minute* Site ID : 5776-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--WE 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 1 2 1 1 2 0 4 6 2 0 0 0 0 0 0 0 0 1 1 1 3 0 0 0 0 0 0 0 1 1 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 11 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 1 7 14 10 0 0 1 2 3 0 1 1 3 5 8 11 1 1 1 1 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 glifirectional Split : 38% 62% eak Hour Factor 0.875 0.773 0.859 Peak / Day Total 0.101 0.097 0.098 09/26/05 10:21:35 1111k ************ 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 ; 5776-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 0 0 0 1 1 2 2 2 1 7 8 1 1 1 1 1 4 1 1 2 1 5 9 2 0 0 0 0 0 0 0 0 1 1 1 3 0 0 0 0 0 0 0 2 1 3 3 4 0 1 3 0 4 0 6 4 0 10 14 5 1 1 0 1 3 0 1 1 3 5 8 6 2 7 4 5 18 1 2 5 2 10 28 7 1 2 8 4 15 4 14 3 9 30 45 8 4 9 3 6 22 14 12 16 14 56 78 9 1 7 14 9 31 7 9 18 12 46 77 10 6 4 7 4 21 7 11 9 5 32 53 11 4 12 9 5 30 9 10 9 11 39 69 4111M 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 1015am *** 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 japirectional Split : 28% 72% Weak Hour Factor : 0.857 0.775 0.896 Peak / Day Total : 0.058 0.094 0.080 • APPENDIX C CAPACITY ANALYSES TRAFFIC SIGNAL TIMING • DATA • • 0 Copyright 2005 University of Florida, All Rights Reserved TWO-WAY STOP CONTROL SUMMARY General Information Site information Intersection eStreet NE 2nd Avenue & NE 113th Analyst RPE/TAP Agency/Co. Jurisdiction . Date Performed 9/29/2005 Analysis Year 2005 Peak Season Analysis Time Period PM Peak Project Description Urbana EastM/est Street: NE 18th Street North/South Street: NE 2nd Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 _ 4 5 6 L T R . L , T R 0 UfTlei 823 23 18 564 Peak -Hour Factor, PHF , 1.00 0.88 0.88 0,77 0,77 1.00 Hourly Flow Rate, HFR 0 935 26 23 732 0 Percent Heavy Vehicles 0 — — 0 Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR LT T Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume 13 . 35 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.69 1.00 0.69 Hourly Flow Rate, HFR , 0 0 0 18 _ 0 50 Percent Heavy Vehicles 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 Northbound Southbound Westbound Eastbound ovement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 23 68 C (m) (vph) 724 - 464 c 0.03 0,15 5% queue length 0.10 0.51 . Control Delay /0, / 14.1 LOS 8 B pproach Delay — 14,1 pproach LOS B HCS+TM Verson 5.1 Generated: 11/9/2005 10:29 AM v • • • Copyright 0 2005 University of P4orida, AN Rights Reserved TWO-WAY STOP CONTROL SUMMARY eneral Information Site Information Intersection NE 2nd Avenue & NE l8th Street Analyst ,-PE/TAP Agency/Co. Jurisdiction bate Performed 9/29/2005 . , IP 'Malys Year . 2009 Without Site Analysis Time Period -PM Peak Project Description Urbana EastNVest Street: NE 18th Street North/South Street: NE 2nd Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 elide Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L - T R olume 903 24 19 613 Peak -Hour Factor, PHF /.00 0.88 0,88 0.77 0.77 1.00 Hourly Flow Rate, HFR 0 1026 27 24 796 0 Percent Heavy Vehicles 0 — 0 Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T TR LT T Upstream Signal 0 _ 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R o ume 14 36 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.69 1.00 0.69 Hourly Flow Rate, HFR 0 0 0 20 0 52 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 Configuration Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 ...... 8 9 10 11 12 Lane Configuration LT L/R (vph) _ 24 72 - , c (m) (vph) 669 414 c 0.04 0.17 5% queue length 0.11 0.62 Control Delay 10.6 15.5 LOS 8 _ C 'pproach Delay — 15.5 pproach LOS -- C HC,S+1.M Version 5.1 Generated: 11/9/2005 10 31 AM TWO-WAY STOP CONTROL SUMMARY General Information Analyst Agency/Co. „RPEITAP Site Information Intersection NE 2nd Avenue & NE 18th Street Date Performed Analysis Time Period 9/29/2005 PM Peak Project Description Urbana East/West Street: NE 18th Street ersection Orientation: North -South ehicle Volumes and Adjustments Major Street ovement olume Peak -Hour Factor, PHF Hourly Row Rate, HFR Percent Heavy Vehicles Median Type RT Channelized anes Configuration Upstream Signal inor Street Movement olume eak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 1 1.00 0 0 0 7 1.00 Delay, Queue Length, and Level pproach Movement Lane Configuration v (vph) C (m) (vph) c 95% queue length Control Delay LOS pproach Delay pproach LOS 0 0 0 of Service Northbound Northbound 2 T 903 0.88 1026 2 T 0 Eastbound 8 1.00 0 0 0 0 0 Southbound opyright 02005 University of Florida, Ail Rights Reserved 4 LT 46 669 0.07 0.22 10.8 Jurisdiction Analysis Vear 2009 With Site North/South Street: NE 2nd Avenue Study Period (hrs): 0,25 7 3 24 0.88 27 0 0 TR 9 1.00 0 0 0 0 4 36 0.77 46 0 Undivided 0 LT 10 14 0.69 20 0 0 Westbound 8 LR 143 494 0.29 1.19 15.2 15.2 9 FICS+T^4 Version 5.1 Southbound 622 0.77 807 2 T 0 Westbound 11 1.00 0 0 0 0 0 LR 10 6 1.00 0 0 0 12 R 85 0.69 123 0 0 0 Eastbound 11 12 Generated: 2/2/2008 2:19 PM TWO-WAY STOP CONTROL SUMMARY eneral nformation Site Information Analyst RPE/TAP Agency/Co. Date Performed 9/29/2005 Analysis Time Period PM Peak Intersection NE' 2nd Avenue & NE 17th T rrac Jurisdiction Analysis Year 2005 Peak Season Project Description Urbana East/West Street: NE 17th Terrace Intersection Orientation: North -South ehicle Vo Major Street Movement umes and Adjustments Northbound 2 North/South Street: NE 2nd Avenue Study Period (hrs): 0.25 4 Southbound 6 L T L olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 1.00 0 0 777 0.92 844 17 0.92 18 Undivided 9 0.77 11 0 562 0.77 729 1.00 0 2 T 0 0 TR 0 LT 2 0 0 7 0 0 Eastbound Westbound 8 9 10 11 12 R olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 1.00 0 0 1.00 0 0 47 1.00 0.92 O 51 O 0 1.00 0 0 41 0.92 44 0 0 0 0 0 0 0 O 0 0 0 LR 0 0 Delay, Queue Length, and Level of Service pproach Movement Northbound 1 Southbound 4 7 Westbound 8 9 10 Eastbound 11 12 Lane Configuration LT LR v (vph) C (m) (vph) v/c 11 789 0.01 95 393 0.24 95% queue length Control Delay LOS pproach Delay pproach LOS 0.04 9.6 0.93 17.1 A 17.1 1111 Copyright 2005 University of Florida, Ali Rights Reserved HCS+114 Version 5.1 Generated: 11/9/2005 10:34 AM • • 0 Copyright@ 2005 University of F€orida, Ai Rights Reserved TWO-WAY STOP CONTROL SUMMARY eneral Inforrnaton Site Information Intersection NE 2nd Avenue & NE 17th Terrac Analyst RPETTAP Agency/Co, Jurisdiction Date Performed 9/29/2005 Analysis Year 2009 Without Site Analysis Time Period PM Peak Project Description Urbana East/West Street: NE 17th Terrace North/South Street: NE 2nd Avenue Intersection Orientation: North -South Study Period (Ors): 0,25 ehicle Volumes and Adjustments Major Street Northbound 1 Southbound Movement 1 2 3 4 5 6 L T . R L T — R o ume 856 18 . 9 611 Peak -Hour Factor, PHF 1.00 0.92 0.92 0,77 .., 0.77 1.00 Hourly Flow Rate, HFR 0 930 19 11 793 , 0 Percent Heavy Vehicles 0 0 edian Type , Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Confli9uration T LT T Upstream Signal .. 0 0 Minor Street Eastbound Westbound Movement 7 T 8 9 10 11 12 L T R L T R plume 49 43 Peak -Hour Factor, PHF 1.00 1.00 .-\ 1.00 0.92 1.00 0.92 Hourly Flow Rate, HFR 0 0 0 53 0 46 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 Configuration , Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 11 99 C (m) (vph) 732 353 v/c 0.02 0.26 95% queue length 0.05 1.13 Control Delay 10.0 /9. / LOS A C pproach Delay — — 19, / pproach LOS C HC,S+Tm Version 5.1 Generated: 11/2/2005 10:34 AV General Information nalyst gency/Co. ate Performed nalysis Time Period Project Description Urbana TWO-WAY STOP CONTROL SUMMARY RPE/TAP 9/29/2005 PM Peak EastfWest Street NE 17th Terrace n ersection Orientation: North -South hicte Volumes and Adjustments ajar Street ovement olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channetized Lanes Configuration Upstream Signal Minor Street Movement lume eak-Hour Factor, PHF ourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 1. 1.00 0 0 0 7 1.00 0 0 0 Delay, Queue Length, and Level of Service pproach Movement Lane Configuration v (vph) C (m) (vph) /c 95% queue length Control Delay LOS pproach Delay pproach LOS Northbound 1 pyright 2005 University of Florida, Al! Rights Reserved Northbound 2 856 0.92 930 2 T 0 ite Information Intersection E 2nd Avenue & NE 17th Terrac Jurisdiction Analysis Year 2009 With Site North/South Street: NE 2nd Avenue Study Period (hrs): 0.25 3 35 0.92 38 0 0 TR WM, Undivided 4 18 0.77 23 0 LT Southbound 5 T 611 0.77 793 2 T 0 Eastbound Westbound 8 1.00 0 0 9 10 109 1.00 0.92 0 118 0 0 11 1.00 0 0 0 0 0 0 Southbound 4 LT 23 720 0.03 0.10 10.2 7 0 0 0 Westbound 8 LR 164 287 0.57 3.29 33.0 33.0 - D 9 HCS+TM Version 5.1 N 0 0 LR 10 1.00 0 0 0 VW 12 R 43 0.92 46 0 0 0 Eastbound 11 12 Generated: /2/2006 2:20 PM • • SHORT REPORT General Information Site Information Analyst RPE/TAP Agency or Co, Date Performed 11/7/2005 Time Period PM Peak Biscayne Blvd & NE 17 intersection Terrace 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 1 1 0 1 2 0 1 2 0 Lane Group LTR L TR L TR L TR Volume (vph) 10 9 15 19 29 141 13 955 50 222 804 13 % Heavy veh 0 2 0 0 2 0 0 2 0 0 2 0 PHF 0.77 0,77 0.77 0.89 0.89 0.89 0.97 0.97 0,97 0.89 0.89 0.89 Actuated (P/A) A A A A A A PP A AP P Startup lost time 2.0 2.0 2.0 2.0 2,0 2.0 2.0 Ext. eff. green 2.0 2.0 _2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 Unit Extension --, 3.0 3.0 3.0 3.0 3.0 3.0 3,0 Ped/Bike/RTOR Volume 0 0 9 0 0 9/ 0 0 0 0 0 LaneWidth 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr , Bus stops/hr 0 0 0 0 0 0 0 Unit Extension .., 3.0 3.0 3.0 3.0 3.0 3.0 , 3.0 Phasing EW Perm 02 . 03 _ 04 SB Only NS Perm 07 08 Timing G = 20.0 G = G = ..G = G = 18,0 G = 64.0 G = G = Y = 4 Y = Y = Y = Y = 5 Y = 4 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 . 33 21 88 - 13 1035 249 915 Lane group cap. 287 - 244 297 331 1961 2678498 v/c ratio 0.11 0.09 0,30 0.04 0.53 0.50 0.34 Green ratio 0.17 0.17 0.17 0,56 0.56 0,76 0.76 Unif. delay d1 40,0 39.8 41.4 16.0 8.0 _4.6 Delay factor k 0. // 0.1/ .0.11 _11.6 0,50 0.50 0.11 0,50 Increm. delay d2 a 2 0.2 0.6 0.2 1.0 0.8 0.3 PF factor 1.000 1,000 1.000 1.000 1.000 1.000 1.000 Control delay 40.2 40.0 41.9 11.8 17.0 8.8 4.9 Lane group LOS 0 0 D 13 _ 8 A Apprch. delay 40.2 41.6 17.0 5,8 Approach LOS D D 8 A Intersec. delay 12.9 Intersection LOS Copyright C 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 1117/2005 9:20 AM • • • SHORT REPORT General Information Site Information Analyst RPE/TAP Agency or Co. Date Performed 11/7/2005 Time Period PM Peak . Intersection Biscayne Blvd NE 17 Terrace Area Type Al/ other areas Jurisdiction Analysis Year 2009 Without Site Volume and Timing Input EB NB SB LT TH s RT LT _WB TH RT LT TH ' RT LT ' TH RT Num. of Lanes 0 1 0 1 1 0 1 2 0 1 2 0 Lane Group LTR L TR L TR L TR Volume (vph) 10 9 16 20 30 147 14 1153 52 231 936 14 % Heavy veh 0 2 0 0 2 0 0 2 0 0 2 0 PHF 0.77 0.77 0.77 0.89 0.89 0.89 0.97 0.97 0.97 0.89 0.89 0.89 Actuated (PIA) A A A A A A P P A A P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 9 0 0 91 0 0 0 0 0 1 Lane Width 12.0 12.0 12.0 12.0 12,0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 Unit Extension 3.0 1 _ 3.0 3.0 3.0 3.0 3.0 _ 3.0 Phasing EW Perm 02 03 04 SB Only NS Perm 07 08 Timing G= 20.0 G= 'G= G= G= 18.0 G= 64.0 G= G= Y= 4 Y= Y= Y= Y= 5 Y= 4 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 115.0 Group Capacity, Control Delay, and LOS Determination ,_Lane EB WB NB SB Adj. flowrate 34 22 97 14 1241 259 1066 Lane group cap. 286 244 296 284 1963 432 2678 v/c ratio 0.12 0.09 0.33 0.05 0.63 0.60 - 0.40 Green ratio 0.17 0.17 0,17 0.56 0.56 0.76 0.76 Unif. delay d1 40.1 39.9 41.6 11.6 17,4 13.9 4.9 Delay factor k 0.11 0.11 0.11 0.50 0.50 0.19 0.50 Increm. delay d2 0.2 0,2 0.7 0,3 1.6 2.3 0.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 40.3 40.0 _1.000 42.3 12.0 19.0 16.2 5.3 Lane group LOS D D D 8 B B A Apprch. delay 40.3 41.8 18.9 7.4 Approach LOS D D 8 A Intersec. delay 14.6 intersection LOS B Copyright Cd 2005 University of Florida, Afl Rights Reserved HCS+TM Version 5.1 Generated: 11I712005 9:22 AM SHORT REPORT General information Site Information Analyst RPEITAP Agency or Co. Date Performed 11/7/2005 Period PM Peak Intersection B' cayne Blvd & NE 17 Terrace Area Type All other areas Jurisdiction Analysis Year 2009 VVith Site ,Time Volume and Timing input EB WB NB SB LT TH ' RT LT TH RT LT TH _ RT r LT TH RT Num. of Lanes 0 1 0 1 1 0 1 2 0 1 2 0 Lane Group LTR L TR L TR L TR Volume (vph) 15 9 23 20 30 147 19 1153 52 234 936 18 % Heavy veh 0 2 0 0 2 0 0 2 0 0 2 0 PHF 0.77 0.77 0.77 0.89 0.89 0.89 0.97 0.97 0.97 0.89 0.89 0.89 Actuated (P/A) A A A A A A P P A A P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext, eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 9 0 0 91 0 0 0 0 0 Lane Width 12.0 12,0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking 0 N N 0 N N'0 N N 0 N .N P arking/hr _ Bus stopslhr 0 0 0 0 0 0 Unit Extension 3.0 ...0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 ' SB Only NS Perm 07 J 08 Timing G = 20.0 G = G= G = G= 18.0 G= 64.0 .G = G= , Y = 4 Y = Y = Y = 5 Y = 4 Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = 115.0 Lane Group Capacity, Control Delay, and LOS Determination EB VVB NB SB Adj. flow rate 49 - 22 97 20 1243 263 _ 1071 Lane group cap. 278 247 296 283 1963 432 2677 v/c ratio 0.18 0.09 0.33 0.07 0.63 . 0.61 0.40 Green ratio 0.17 0.17 0.17 .0,56 0.56 0.76 0.76 Unit delay cil 40.5 39.9 41.6 11,8 17.5 14.5 4.9 Delay factor k 0.1/ , 0.11 0.11 0.50 0.50 0.19 0.50 incrern. delay d2 0,3 0.2 0,7 0.5 1.6 2.5 0.4 PF factor 1.000 1.000 :1,000 1.000 1.000 1.000 1.000 Control delay 40.8 40.0 42.3 ., 12.3 19.0 17.0 5,3 Lane group LOS D 0 D B . 8 A Apprch. delay 40.8 41.8 18.9 7.6 Approach LOS 0 0 8 A Intersec. delay 14.9 intersection LOS B Copyright 2005 University of Florida, All Rights Reserved HCS +TM Version 5.1 Generated: 2/2/2006 2:21 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Intersection 'NE 2nd Court & NE l8th nalyst 'RPUTAP A gencyfCo. Jurisdiction ,Streeet Date Performed 9/2912005 Analysis Year 2009 With Site A nalysis Time Period PM Peak Project Description Urbana EastiWest Street: NE 18th Street North/South Street: NE 2nd Court 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 ,s- T R olume A.. 4 16 . n 25 9 40 10 Peak -Hour Factor, PHF 0.89 0.89 0.89 0.71 0.71 0.71 Hourly Flow Rate, HFR 4 17 28 12 56 14 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 olume 60 4 18 5 1 5 •eak-Hour Factor, PHF 0.69 0.69 0.69 0.55 0.55 0.55 ourly Flow Rate, HFR 86 5 26 9 1 9 Percent Heavy Vehicles 0 2 0 2 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 , pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 1 11 12 Lane Configuration LTR LTR LTR LTR (vph) 4 , 12 117 - 19 ,.. C (m) (vph) 1544 1576 898 913 ic 0.00 0.01 0.13 0.02 .s5% queue length 0.01 0.02 0.45 0.06 Control Delay 7.3 7.3 9.6 9.0 LOS A A A A ' pproach Delay - - 9.6 9.0 A pproach LOS - - A A opyright © 2005 University of Florida, NI Rights Reserved HCS+TM Version 5.1 Generated: 2J2/2005 2:23 PM TWO-WAY STOP CONTROL SUMMARY General nformaton Site Information Intersection NE 2nd Court & NE 17th Terrace Analyst RP AP Agency/Co. Jurisdiction Date Performed 9129/2005 Analysis Year 2005 Peak Season Analysis Time Period PM Peak Pro'ect Description Urbana East/West Street: NE 17th Terrace North/South Street: NE 2nd Court Intersection Orientation: East-West Study Period (hrs): 0.25 ehicie Volumes and Adjustments Major Street _ Eastbound Westbound Movement 1 2 3 4 5 6 LT R L T R olume 4 27 71 9 Peak -Hour Factor, PHF 0. 73 . 0. 73 1.00 1.00 0.84 0.84 Hourly Flow Rate, HFR 5 36 0 0 ‘. 84 10 Percent Heavy Vehicles 0 0 - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR U stream Signal 0 I 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume - , 4 5 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.75 1.00 0.75 Hourly Flow Rate, HFR - 0 0 0 5 0 6 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 Configuration LR Delay, Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound ovement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 5 11 C (m) (vph) 1513 919 vlc 0.00 0.01 95% queue length 0.01 0.04 Control Delay 7.4 9.0 LOS A A pproach Delay - 9.0 pproach LOS - - A opyright 2005 University of Florida, All Rights Reserved HCS +TM Version 5.1 Generated: 11/9/2005 10:44 AM TWO-WAY STOP CONTROL SUMMARY Genera lnformation Site Information • • Copyright 2005 University of Florida, All Rights Reserved tAnalyst RPE/TAP et g en cy IC o . pate Performed 9129/2005 Analysis Time Period PM Peak Intersection ...Terrace NE 2nd Court & NE l7th Jurisdiction Analysis Year _ 2009 Without Site Project Description Urbana East/West Street: NE 17th Terrace Intersection Orientation: East-West ehicle Volumes and Adjustments North/South Street: NE 2nd Court Study Period (hrs): 0.25 ajor Street Movement Eastbound 1 2 3 4 Westbound 6 L T plume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized anes Configuration Upstream Signal Minor Street ovement 4 28 0,73 o. 73 5 38 0 1.00 0 Undivided 1.00 0 0 74 0.84 88 9 0.84 10 0 0 0 LT 1 0 0 0 0 TR Northbound Southbound 7 8 9 10 11 12 L R olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 1.00 0 0 0 1.00 0 0 4 'NW 1.00 0.75 0 5 0 0 1.00 0 0 0 0 0 0 0 0 0 0 0 5 0.75 6 0 0 0 Delay, Queue Length, and Level of Service pproach Movement Lane Configuration v (vph) C (m) (vph) c Eastbound 1 LT 5 1508 Westbound 4 7 Northbound 8 My' 9 10 Southbound 11 LR 11 914 12 0,00 0,01 5% queue length Control Delay LOS pproach Delay pproach LOS 0.01 7.4 A 0.04 9.0 A 9.0 A HCS+1'1\4 Version 5.1 Generated. 11/9/2005 10:45 AM TWO-WAY STOP CONTROL SUMMARY General Information -Site Information Intersection I'VE 2nd Court & NE 17th Terrace nalyst RPE'TAP ‘sency/Co. Jurisdiction . Date Performed 9/29/2 5 Analysis Year 2009 1Nith Site A alysis Time Period kPlin Peak Project Description Urbana East/West Street: NE 17th Terrace North/South Street: NE 2nd Court 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 21 28 74 18 Peak -Hour Factor, PHF 0.73 0.73 1.00 1.00 0.84 0.84 Hourly Flow Rate, HFR 28 38 0 0 88 21 Percent Heavy Vehicles 0 •0 — — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 17 - 65 -eak-Hour Factor, PHF 1.00 . 1.00 1.00 0.75 1.00 0.75 oury Flow Rate, HFR 0 0 0 22 0 86 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 Configuration 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) 28 108 C (m) (vph) 1494 . 921 Ic 0.02 0.12 95% queue length _ 0.06 0.40 ontrol Delay 7.5 9.4 LOS A A A pproach Delay — , 9.4 A pproach LOS — A opyright @ 2005 University of Florida, All Rights Reserved HCS+Tm Version 5.1 Generated: 2/2/2006 2:24 PM TWO- General Information nalyst gency/Co. ate Performed nalysis Time Period Project Description Urbana Tower East/West Street: Site Drive lntersection Orientation: North -South APE/TAP 11/7/2005 PM Peak AY STOP CONTROL SUMMARY ehicle Volumes and Adjustments ajar Street Northbound Movement 1 L olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement olume Peak -Hour Factor, PHF sourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 1,00 0 0 0 1.00 0 0 0 ••• Delay, Queue Length, and Level of Service pproach Movement ane Configuration v (vph) (m) (vph) \tic 95% queue length Control Delay LOS pproach Delay pproach LOS VP, Northbound 2 T 26 0.90 28 2 0 Eastbound 8 1.00 0 0 0 0 0 Southbound siopynght@ 2005 University of Florida, All Rights Reserved 4 LT 21 /577 0.01 0.04 7.3 A Site Information Intersection Jurisdiction ,NE 2nd Avenue & Site Drive Analysis Year 2009 With Site North/South Street: NE 2nd Avenue Study Period .(hrs). 0.25 7 15 0,90 16 0 0 7R 9 1.00 0 0 0 0 4 L 19 0.90 21 0 Undivided 0 LT 10 58 0.70 82 0 0 Westbound 8 LR 184 1042 0.18 0.64 9.2 A 9.2 A 9 HCS+Tm Version 5.1 Southbound 22 0.90 24 2 0 Westbound 11 1.00 0 0 0 Al 0 0 LR 10 1.00 0 0 0 12 R 72 0,70 102 0 0 0 Eastbound 11 12 Generated: 2/2/2005 2:25 PM $NV., J? IZ:,Mi,. j..;.t V,,,M .L.-J ff tr.4„1.,,,.AN .") L'ZAL71..% 4 TIME PT OFF NSW F Y EWW 9 G 1 SL Y R 5 Y 5 CYC MIN: 35 10 12 1 5 0 11 88 40 10 4 7 12 1 4 7 4 1 90E3RLY NI 15 21 88 40 10 4 7 12 1 4 7 4 1 90NITE M2 115 23 0 38 10 4 7 12 1 4 5 4 1 6 86LATE NIG 500 19 0 38 10 4 7 12 1 4 5 4 1 6 86DAWN M2 110 1 88 40 10 4 7 12 1 4 7 4 3 10 4 7 12 1 4 8 4 1 90AVG M2 0 1 2 39 90991 AA M i45 12 23 40 10 4 7 12 1 4 7 4 1 90AM PEAS 845 16 8 51 10 4 7 12 1 4 16 4 1 110MID MORN 1200 17 49 52 10 4 7 12 1 4 15 4 1 110NOON M2 1345 10 52 49 10 4 7 12 1 4 18 4 1 110AFT M1 0 1545 9 54 54 10 4 7 12 1 4 16 4 1 115PRE PM P 1.630 18 14 54 10 4 7 12 1 4 18 4 1800 3 1 39 10 4 7 12 1 4 8 4 1 90POST PM 1900 1 88 40 10 4 7 12 1 4 7 4 1 90AV0M2 0 2130 11 88 40 10 4 7 12 1 4 7 4 1 90EARLY NI ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99-HELP) OR ASSET 4 (4 DIGIT) • • • APPENDIX D ITE TRIP GENERATION • • • • • Summary of Trip Generation Calculation For 100 Dwelling Units of Hi h-Rise Residential Condo / Townhouse November 02, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg Weekday 2-Way Volume 4.18 2.08 1.00 418 7-9 AM Peak Hour Enter 0,06 0.00 1,00 6 7-9 AM Peak Hour Exit 0,28 0.00 1,00 26 7-9 AM Peak Hour Total 0.34 0.59 1.00 34 4-6 FM Peak Hour Enter 0.24 0.00 1.00 24 4-6 PM Peak Hour Exit 0.14 0.00 1.00 14 4-6 PM Peak Hour Total 0.38 0,62 1.00 38 AM Pk Hr, Generator, Enter 0.06 0.00 1.00 6 AM Pk Hr, Generator, Exit 0.28 0.00 1,00 28 AM Pk Hr, Generator, Total 0,34 0.59 1.00 34 PM Pk Hr, Generator, Enter 0.26 0,00 1.00 26 PM Pk Er, Generator, Exit 0.12 0.00 1.00 12 PM Pk Hr, Generator, Total 0.38 0.62 1.00 38 Saturday 2-Way Volume 4.31 2.11 1.00 431 Saturday Peak Hour Enter 0.15 0.00 1.00 15 Saturday Peak Hour Exit 0.20 0.00 1.00 20 Saturday Peak Hour Total 0.35 0.59 1.00 35 Sunday 2-Way Volume 3,43 1.88 1.00 • 343 Sunday Peak Hour Enter 0.16 0.00 1.00 16 Sunday Peak Hour Exit 0.14 0.00 1.00 14 Sunday Peak Hour Total 0.30 0.55 1.00 30 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 7.590 T,G.L.A. of Specialty Retail Center February 02, 2006 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44,32 15.52 7-9 AM Peak Hour Enter 0.00 0.00 7-9 AM Peak Hour Exit 0,00 0.00 7-9 AM Peak Hour Total 0.00 0,00 4-6 PM Peak Hour Enter 1,19 0,00 4-6 PM Peak Hour Exit 1.52 0.00 4-6 PM Peak Hour Total 2.71 1.83 AM Pk Hr, Generator, Enter 3.28 0.00 AM Pk Hr, Generator, Exit 3.56 0.00 AM Pk Hr, Generator, Total 6.84 3.55 PM Pk Hr, Generator, Enter 2.81 0.00 PM Pk Hr, Generator, Exit 2.21 0.00 PM Pk Hr, Generator, Total 5.02 2.31 Saturday 2-Way Volume 42.04 13.97 Saturday Peak Hour Enter 0,00 0.00 Saturday Peak Hour Exit 0.00 0.00 Saturday Peak Hour Total 0.00 0.00 Sunday 2-Way Volume 20.43 10.27 Sunday Peak Hour Enter 0.00 0.00 Sunday Peak Hour Exit 0.00 0.00 Sunday Peak Hour Total 0.00 0.00 1.00 336 1.00 0 1.00 0 1.00 0 1.00 9 1.00 12 1.00 21 1.00 25 1.00 27 1.00 52 1.00 21 1.00 17 1.00 38 1.00 319 1.00 0 1,00 0 1.00 0 1.00 155 1.00 0 1.00 0 1.00 0 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 118.637 Th.Gr.Sq.Ft. of General Office Building E'enruary 02, 2006 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 7-9 AM Peak Hour Enter 7-9 AM Peak Hour Exit 7-9 AM Peak Hour Total 4-6 PM Peak Hour Enter 4-6 PM Peak Hour Exit 4-6 PM Peak Hour Total AM Pk Hr, Generator, Enter AM Pk Hr, Generator, Exit AM Pk Hr, Generator, Total PM Pk Hr, Generator, Enter PM Pk Hr, Generator, Exit PM Pk Hr, Generator, Total Saturday 2-Way Volume Saturday Peak Hour Enter Saturday Peak Hour Exit Saturday Peak Hour Total Sunday 2-Way Volume Sunday Peak Hour Enter Sunday Peak Hour Exit Sunday Peak Hour Total 11.01 6.13 1.36 0.00 0.19 0.00 1.55 1.39 0.25 0.00 1.24 0.00 1.49 1.37 1.36 0.00 0.19 0.00 1.55 1.39 0.25 0.00 1.24 0.00 1.49 1.37 2.37 2.08 0.22 0.00 0.19 0.00 0.41 0,68 0.98 1.29 0.08 0.00 0.06 0.00 0.14 0.38 1.00 1306 1.00 161 1.00 23 1.00 184 1.00 30 1.00 147 1.00 177 1.00 161 1.00 23 1.00 184 1.00 30 1.00 147 1.00 177 1.00 281 1.00 26 1.00 23 1.00 49 1.00 116 1.00 9 1.00 7 1.00 17 4111 Mote; A zero indicates no data available. Source; Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • APPENDIX E FDOT SEASONAL FACTORS • • int Date: May/17/2005 Florida Department of Transportation Transportation Statistics Office 2004 Peak Season Factor Category Report HAW-DADE NORTH MOCF = 0.97 ategory: 8700 • • • Week Dates SF 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 - 02/21/2004 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 03/07/2004 - 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 05/16/2004 - 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 I.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 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 �j1.06 41 10/03/2004 - 10/09/2004 1.01 A A' 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 - 11/06/2004 1.01 1.04 46 11/07/2004 - 11/13/2004 1.01 1.04 47 11/14/2004 - 11/20/2004 1.01 1.04 48 11/21/2004 - 11/27/2004 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 Note: "*' indicates peak season week Page • APPENDIX F FDOT LOS TABLES • VIUATS INFORMATION • TABLE 4 - 4 GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Lanes Divided 2 Undivided 4 Divided 6 Divided A 180 1,940 2,900 Level of Service B C D 620 1,210 1,720 3,140 4,540 5,870 4,700 6,800 8,810 2,370 6,670 18.010 STATE TWO-WAY ARTERIALS Class 1 (>0.00 to 1.99 signalized intersections per mile) Level of Service A Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided 460 700 890 400 1,310 1,560 2,780 3,300 3,390 4,240 4,950 5,080 5,510 6,280 6,440 Class II (2,00 to 4,50 signalized intersections per mile) Level of Service Lanes Divided A B C D 2 Undivided ** 180 1,070 1,460 4 Divided 6 Divided 8 Divided 4* ** *4, 390 620 800 2,470 3,110 3,830 4,680 5,060 6,060 1,610 *** *** *** E 1,550 3,270-' 4,920 6,360 Class111 (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A ** ** ** Level of Service 500 1.180 1,850 2,450 1,200 2,750 4,240 5,580 1,470 3,120 4,690 6,060 Class IV (more than 4.5 signalized interseetions per mile and within primary city central business district of an urbanized area over 750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A ** ** ** ** B ** #* *# *# Level of Service 490 1,310 1,420 1,170 2,880 3,010 1,310 4,350 4,520 2,460 5,690 5,910 interchange spacing > 2 mi. apart FREEWAYS Level of Service Lanes A 4 2,310 3,840 5,350 6.510 7,240 6 3,580 5,930 8,270 10,050 1 1,180 8 4,840 8,020 11,180 13,600 15,130 10 6,110 10,110 14,110 17,160 19,050 12 7,360 12,200 17,020 20,710 23,000 Interchange spacing < 2 mi, apart Level of Service Lanes A 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 7,110 11,180 15,240 19,310 23,360 NON -STATE ROADWAYS Major City/County Roadways Level of Service Lanes Divided A 2 Undivided 4 Divided 6 Divided Lanes Divided 2 Undivided 4 Divided I* #* ** #* ** ** 870 1,390 2,030 2,950 3,170 4,450 1,480 3,120 4,690 Other Signalized Roadways (signalized intersection analysis) Level of Service A 0. ** 450 950 1,200 ** ** 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 arid trafflo conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volinnes shown below by number of directional roadway lazes to determine two-way maximum service volumes.) Paved Shoulder Bicycle Lane Coverage 0-49% 50-84% 85-100% A ** ** 300 .* 240 68C Level of Service 310 390 >680 13 1,310 >390 *** PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of pcdesmians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes,) Level of Service Sidewalk Coverage A B C 0 E 0-49% ** ** *. 600 1,480 50-84% ** ** ** 940 1,800 85-100% ** 210 1,080 >1,080 ... BUS MODE (Scheduled Fixed Route) (Buses per hour) (Plow Buses pm hour Silown are only for the peak hour in the staple direction of higher traffic Sidewalk Coverage 0-84% 85-100% A .* >6 >5 >4 Level of Service >3 >2 >2 > Source: Florida Department of Transportation 02/22/02 Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 http://www11.myflorida,comtplanning/systemsismil0siciefault.htm Lanes 2 2 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volume by the indicated percent) Median Left Turns Lanes 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 40% to obtain the equivalent one directional volume for one-way facilities, 'This table does not constitute a standard and should be used only for general gloaming applications. The computer models from which this table is derived should he used for mom specific planning applications. The table and deriving computer models should not bt used for corridor or infcrseetion design, where more refined feehues exist. Values shown are hourly two-way volumes for levels of service and are for the einomobileimick modes unless specifically stated. Level of service Lena grade thresholds ore probably not comparable across modes and, therefore, oremodal comparisons should be mode with caution. Fursilaratoro, combining levels of service of different modes into one overall roadway level of service is not recommended, To convert to annual average daily traffic volumes, these volumes mut: bt divided by on appropriate IC factor, The table's input VA k1G defaults and level of service criteria appear on the following page. Calculations are boxed on planning applications of the Highway Capacity Manual. Bicycle LOS Model, Pedestrian LOS Model and Transit Capacity and Quality of Service Manual, respactiveiy for the auttemobileffruelr, bicycle, pedestrian and bus modes. "Cannot be achieved using fable input value defaults. ...Not applicable for that level of service letter grads For automobile/truck modes, volumes greater than level of service 0 become F because intersection capacities hove been reached. For bicycle and pedestrian modes, the level of service letter grade (L-toluding F) is not achievable, because there is no maximum vehicle volume fiveshold using table ;newt value defaults. 91 • • • TABLE 4 - 4 ,continued) GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S Urbanized Areas INPUT VALUE ASSUMPTIONS I.INI;HTEI1RIJP1'ED FLOW FACILITIES Family HegIrons ROADWAY CHARACTTERISTICS Nun.bce of through Iancs 4 - 12 4 - 12 2 4 - 6 posted (m hI 65 55 50 50 Free Row at, 70 60 55 5S lassie segment length (mi) 1.5 0 haerelmni spacing pet mitt 2.5 1 Median (a,y) n Y Leff tun; lanes (n,y) Y Y Tctraia (r I 1 1 l I X no ssin zone 90 Pawin holm la. n TRAFFIC CHARACTERISTICS Planning analysis %taa factor(K) 0_097 0.093 0.095 0.095 Directional distribution (actor (0I 0.55 0.55 0-55 0.55 Peak hour factor (PNF) 0.95 0.95 0.925 0,925 Base capacity(psphpll (700 2100 levy vehicle percent 6.0 4.0 2.0 2.0 Local odjusrmenr l trot 0.92 1.00 1.0 l-0 1NITERRtlPT'P.0 FLOW FACILITIES State Arterials Non -State Roadways Bicycle Pedestrian Ras ROADWAY CI(ARAGTERISTIC'S Class I Class 11 Class (H Clara 1V Aiajor CJ y/County Other Signalized Class 11 Class Il Number of through lanes 2 4-6 8 2 4-6 8 2 4-6 8 2 4-6 1 8 2 4-6 2-4 4 4 Posted speed (mph) 45 50 50 45 45 45 33 35 35 30 30 30 45 45 40 40 Free flow speed (mph! 50 55 53 50 50 i4 40 40 40 35 35 35 50 50 45 45 Median type (n,nr,rl a r r a r r n r r a r r n s r r L.ch erne (etas (o,Y) Y y Y Y y y Y y y y ,�....,. y Y Y Paved shoulder/bicycle lane (n,y) .Z' -_._ __Y___ _2'__.- n.50's•Y r 15 OW 1a1w withh (n?? v) } t P1Ven/rat earnlitian 61,0) 1 Sidewalk (ay) n,50%,y Sidewalklroadway separaltaa (2,t,w) Sidewalk/roadway pmtret(ve harrier fa.yi n Miracle to bus sty (qy) ,. a TRAFFIC CHARACTERISTICS Planning analysis hour factor (K) 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 0.095 O.€Y35 0.095 Directional distribution lhctor (D� 0.55 0,55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 055 055 0.55 0.55 Peak hour factor(P/IF) , 0.925 0.925 0.925 0.925 0.925 0.925 0.925 0.925 0.925 0.925 0925 0.925 13.925 0.925 4.925 0.435 0.925 _ Gass saturation flow talc (pcphp1) 1900 1900 6900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1 (9110 (904 Ileavy vehicle percent 2.0 2.0 2.0 2.0 2.0 2.0 1.5 1.5 1.5 1.5 (.5 1.5 1.5 1.5 1.0 . 2A 2.0 Local adjustment (actor 1.0 1.0 0.95 098 0.99 0.95 0.95 0.95 0.92 0.92 0.92 0.90 0.98 0.98 0.95 - 0..98 0.99 %runts fram exclusive tuns (mtrs 12 12 12 12 12 12 12 12 (2 12 (2 12 14 14 16 12 12 Elm span span of service 15 CONTROL CHARACTERISTICS Sipaalired intcrsccllolo, cr mile 1.5 1.0 LO 3.0 3.0 3.0 5.0 5.0 5.0 8.0 8.0 8.0 IA 3.0 3.0 3.0 Arrivalrypc((-6) 3 3 3 4 4 4 4 4 4 4 4 4 4 4 3 4 4 Signal lypc (a.s.l) a a a s s 5 s s s s s s s s s s s C cy k}ntgrh(C) 120 120 120 120 120 120 (20 120 120 120 120 120 120 120 120 120 120 Effective Freon ratio(9lC) 044 0_44 11,44 0.44 0A4 044 0.44 0..44 r 0.44 0.44 0.44 044 0.41 0.41 0.31 044 0.44 LEVEL OF SERVICE THRESHOLDS Freeways Highways State Tote-3 2y Arterials Arun -State Roadways Bicycle Pedestrian Bag (-coal of Service Class 111 Class IV Twa.I.ac %FFS Mu(sthine Irk lenity Class 1 ATS Class 11 ATS Class ill ATS Class IV ATS Major City(Counry ATS Other Signalized Control Delay Score Scour I3uszsperhr. vlc flashy v!c Dettsity A <0.32 5.I( <4.29 511 >0.917 <.0.29 <11 >42mph >35mph >30mph >25at r >35mpk% <I0axe <1-5 <1.5 >6 0 <0-53 <18 1-0.47 <18 >0,833 50.47 <18 >14 mph >2B mph >24 mph >19 mai >28 mph < 20 arc C2.5 <2.5 >4 C <0.'74 a26 S0.6B <26 >0.750 <0fi8 <2b >71 mph >22 mph > l8mph > 13 mph >32 mph 535 see '3.5 <3.5 >3 0 <0.90 <35 <0.88 <35 >0.667 50.88 c35 >21mph >l7mph >14mph >9mph >17nrph ^-55s45 <4.5 54.5 >2 E <1.00 <45 c1.00 <45 >0.58] 51.00 <41 > 16 mph >13 mph > 10 mph >7mph > 13 nip% <90 sec <5.5 <5.5 >1 F > 1.00 > 45 > 1.00 > 45 <0.583 >1.00 > 41 • < 16 mph < 13 niph 5 10 mph <7 ages < 13 mph > 80 sec ( > 5.5 > 5.5 < I v!c = Demand 10 Capacity Ratio % FFS - Percent Free I tow Speed ATS = Average -Travel Speed ov22l42 92 Miami -Dade Interim 2005 Cost Feasible Plan • • • DIRECTIONAL DISTRIBUTION SUMMARY ORIGIN CARDINAL DIRECTIONS I TOTAL ZONE NNE ENE ESE SSE SSW WSW WNW NNW 481 TRIPS 1891 834 1716 727 1628 2067 1600 1524 11987 PERCENT 15.78 6,96 14.32 6.06 13.58 17.24 13.35 12.71 482 TRIPS 453 243 350 438 532 586 417 370 3389 PERCENT 13.37 7.17 10.33 12.92 15.70 17.29 12.30 10.92 483 TRIPS 346 143 176 389 377 439 282 285 2437 PERCENT 14.20 5.87 7.22 15.96 15.47 18.01 11.57 11.69 484 TRIPS 498 176 164 404 563 661 414 396 3276 PERCENT 15.20 5.37 5.01 12.33 17.19 20.18 12.64 12.09 485 TRIPS 306 112 172 233 302 414 298 269 2106 PERCENT 14.53 5.32 8.17 11.06 14.34 19.66 14.15 12.77 486 TRIPS 528 122 117 216 418 498 371 465 2735 PERCENT 19.31 4,46 4.28 7.90 15.28 18.21 13.56 17,00 487 TRIPS 2474 792 839 1497 1799 3489 2122 2253 15265 PERCENT 16.21 5.19 5.50 9.81 11.79 22.86 13.90 14.76 488 TRIPS 482 292 489 405 451 455 446 420 3440 PERCENT 14.01 8.49 14.22 11.77 13.11 13.23 12.97 12,21 489 TRIPS 222 186 290 138 135 274 302 280 1827 PERCENT 12.15 10.18 15.87 7.55 7.39 15.00 16.53 15.33 490 TRIPS 105 46 86 73 57 112 148 104 731 PERCENT 14.36 6.29 11.76 9.99 7.50 15.32 20.25 14.23 491 TRIPS 263 78 89 122 174 314 285 264 1589 PERCENT 16.55 4.91 5.60 7,68 10.95 19.76 17.94 16.61 492 TRIPS 93 33 48 97 91 145 99 81 687 PERCENT 13.54 4.80 6.99 14.12 13.25 21.11 14.41 11.79 493 TRIPS 341 129 202 391 322 785 606 378 3154 PERCENT 10.81 4.09 6.40 12.40 10.21 24.89 19.21 11.98 494 TRIPS 314 167 186 460 223 520 385 288 2543 PERCENT 12.35 6.57 7.31 18.09 8.77 20.45 15.14 11.33 495 TRIPS 644 204 250 486 578 973 561 627 4323 PERCENT 14.90 4.72 5.78 11.24 13.37 22.51 12.98 14.50 - 33 - 1/18/05 • APPENDIX G COMMITTED DEVELOPMENT • WORKSHEETS & DATA • NE 12th St 1395 Off Ramp (FROM SR-83) 1-395 Off Ramp (FROM 1-95) NE llth St C.- C3 0) in LO CO C1 1.0 < V 394[3881- > 667[5601— w —465[6361 Legentll XXX AM Background 2008 Intersection -Fuming Movement Volumes PM Background 2008 IntersectionTurning Movement. Volumes 0) (0 620[3941 • 1125[5221 ---- NE 2nd Ave. NE llth Ter. 1100 Biscayne Boulevard 4z--216[4121 w--44[251 — 0[0] 260[4231 829f8041- 203[26} tiffIRANPLAPI1Pitaines)21104117342 AkceiltrutiGraphics1200114(iliPIVI-ElliticoroundAide.WPG 423[260j —> 148[1691 - 275[911___v Nol to Sage 0) CO f•-• i".4 0) 0) '-(0 0 1100 Biscayne Boulevard AM and PM 2008 Background Peak Hour Volumes ,.1111111•11.. 1760:4, KEITH and SCHNARS, PA. Lk, ENGiVEBIS, PLANNERS, SURVEYCYRS • NE 12th St. < O% Not to 1-395 Off Ramp (FROM SRC', 23.4%-- v 1-395 Off Ramp (FROM 1-95) 29.5%---w NE l lth St. RAtiPLANIPcniecls12004i17312 I1PP 333scayneiGrapepiesSPnr4scl e#chibdfion_WPG w .a W Lase. odi io inbound W37[0] 0uthe und NE 1 lth Ter. 1109 Biscayne Boulevard 3. Li3 4Z 642°fa[O] 'Y .9%[O] 0 55.0% 0% -} 45_0°f ^� 0% C2 CO' 1 ob 0 1 6.0%[(] --s* 15.9%[0}---�„ CO itr CO 1100 Biscayne Boulevard Project Trip Distribution J101.111101.- Kum and SU]NARS, PA. = i , - avoINE ?S. PLANERS, SURVEYORS • • • Table 7 Trip Generation Summary Dail AM Peak PM Peak Total Out Total In Out Total Out Grass Tri • s 2,020 1,011 1 09 156 41 115 235 142 93 Less Internalization 61 61 8 4 4 24 12 12 Less Pass By (5% dad cni 17 8 9 0 0 0 0 0 0 Ped/Bike Reduction 10% 202 101 101 15 4 11 21 13 8 Total Net External 1,679 841 838 133 33 100 190 117 Transit Reduction 11.7% 196 98 98 16 4 12 22 14 8 Net External Vehicle T'rl •s 1,483 743 740 117 29 88 168 103 65 Net External Person Trips (1,4 Factor • 2,350 1,177 1,173 186 46 140 266 164 102 ote; No tnp ore its or reductions for existing use (97 room hotel) taken. 12, Project Trip Assignment Project trip assignment was performed using an interpolated year 2008 MUATS FSUTMS model. The model interpolation was based upon the 1999 validated and 2025 Cost Feasible MUATS FSUTMS models, The county cardinal distribution was not used because it did not have a traffic analysis zone (TAZ) assigned to the project site, and therefore, no cardinal distribution specific to our project location. Further, considering the location of the project and the complex layout of ramps within the study area, it was quite evident that a model distribution using a zone created specifically for the project would provide a more accurate trip assignment compared to a County based cardinal distribution of a nearby zone. A dummy zone (TAZ 1468) was created for 1100 Biscayne Boulevard and loaded with the proposed residential and retail land uses. A centroid connector was added to link the project's zone to NE 11 th Street similar to the driveway shown on the site plan. A select zone analysis was performed to assign project trips onto the roadway system. Model derived daily trips were calibrated within ±5% of the daily trip generation analysis based on ITE Trip Generation 7th Edition. Furthermore, the model roadway network on NE 11 th Street and NE 10th Street were revised to reflect the programmed two-way traffic operations. The model output daily project trip distribution is illustrated in Figure 6. The adjusted project trip distribution percentages are shown in Figure 7. Considering that the downtown roadway network is predominantly one-way, the project trip distribution percentages were adjusted to reflect 100% inbound and 100% outbound depending upon the roadway directionality but maintaining the global project trip distribution from the model. 1100 Biscayne Boulevard (Marquis) Keith and Schnars, P.A. MUSP Traffic Impact Study 16 Revised October 28, 2004 • • • Exhibit 9 1650 Biscayne Boulevard PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL. Trips % Trips Trips Residential (High -Rise Condominuim) 824 DU 232 62% 198 38% 115 313 General Office 47,695 SO. FT. 710 17% 12 83% 59 71 Health Club 26,600 SO. FT. 492 51% 55 49% 53 108 Quality Restaurant 13,620 SO. FT. 931 44% 68 56% 34 102 Retail (Specialty) 12,380 SO. FT. 814 44% 15 569'a 19 34 GROSS VEHICLE TRIPS 55% 348 45% 290 628 Internalization (10% overall) -35 -28 -6 i Pass -by (Retail & Restaurant Only) -36 -23 -58 PROJECT VEHICLE TRIPS 55% 277 45% 229 506 Vehicle Occupancy Adjustment 0 16% of Gross External Trips (2) 55% 44 45% 37 81 Transit Trip Reduction 0 14.90% of Gross External Trips (3) 55% 41 45% 34 75 Pedestrian / Bicycle Trip Reduction 0 10.00% of Gross External Trips (4) 55% 28 45% 23 51 NET EXTERNAL VEHICLE TRIPS 55°! 164 45% 135 299 Net External Person Trips in Vehicles 0 1.40 Persons/ Vehicle 55% 229 45% 190 418 Net External Person Trips using Transit 0 4.40 Persons/ Vehicle 55% 58 45% 48 105 Net External Person Tripsivehictes and transit Modes) 55% 287 45% 238 524 z Net External Person trips walktnj! using bicycle 1.40 Persons/ Vehicle t 55% 39 45% 32 71 Notes (1) 535 Keys = 194 hotel rooms, 73 condo/hotel single units, 134 units with 2 unit potential (268 keys) (2) A 16% reduction to adjust for the difference between ITE auto occupancy and locat data (Miami's 1.4 vs. 1TE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DM Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI tncrement II (S) No adjustments made for traffic volumes related to existing parking tot. Vehicles parking al site today wit be displaced to nearby lots. 4 • • w LLt 4 NE 17 TERR NE 17 ST NE 15 ST (23) (4) 62 44 PROJECT SITE r w N NE 17 ST (39) d (27) --, 7 w NE16ST 46 IN =164 OUT = 135 VENETIAN CSWY LEGEND XX - ENTER (XX) - EXIT pRoJECt; 1650 BISCAYNE BOULEVARD MUSP TRAFFIC IMPACT STUDY 1l"LE: PM PEAK HOUR PROJECT TRIPS EXHIBIT No. 13 Page 22 • 339 ____.J 20 -" Z in 61 23 _. _66 44 71 38 8© -J 48 iN W $ PROJECT SITE z IJ enz 68 - 7 NE 17 ST ` NE 16 ST T_ ..4g -+-- 48 0 CD 87 -- 57 �— 2 VENETIAN CSWY N.T.S. dPa PROAC 1650 BISCAYNE BOULEVARD MUSP TRAFFIC IMPACT STUDY FUTURE WITH PROJECT PM PEAK HOUR TRAFFIC VOLUMES EXHIBIT No. Page 23 14� • • • NE 36 ST t N.T.S. M AMI AVE 11411", w N w z T NE 33 ST 1/6 12/5 NE 20 ST 4- 1 /6 4/20 `�L.2/5 1/10 :pa.; PROJECT *9/4 9/4 ,„;, 17/81k —11 2/s` 2/5 17/8 2fi/12 NE 28 ST 4/25 NE 26 ST t2h17 NE 22 ST 2/11 5/3I 1/5 9/4.1iff t/9 LEGEND 3/11 =AM/PM PEAK HOUR NET ADDITIONAL TRAFFIC DUE TO PROJECT FIGURE 6 AM AND PM PEAK HOUR PROJECT TRAFFIC JACKSON M. AHLSTEDT, P.E. ONYX 2 CONDOMINIUM April 15, 2004 Page 23 CZ Exhibit 9 PM Peak Hour Trip Generation Analysis PM PEAK HOUR TRIPS F USES UNITS 1TE Land Use Code IN OUT TOTAL. % Trips " % Trips "trips High -Rise Condominuim 408 DU 232 62% 96 38% 59 155 Retail 5.400 SO. FT, 814 43% 6 57% Ii 14 General Office 11,720 SO. fT. 710 18% 3 82% 14 17 GROSS VEHICLE TRIPS 56% 105 44% 81 186 Vehicle Occupancy Adjustment 0 16% of Gross External Trips (1) 56% 17 44% 13 30 ^ ` Transit Trip Reduction 0 14.90% of Gross External Trips (2) 56% 16 44% 12 28 Pedestrian / Bicycle Tap Reduclion 0 10.00% of Gross External Trips (3) 56% 11 44% 8 19 NET EXTERNAL VEHICLE TRIPS 56% 62 r 44% 48 110 Net External Person Trips in Vehicles 0 - 1.40 Persons/ Vehicle 56% 87 44% T 67 154 Net External Person Trips using Transit 0 1.40 Persons/ Vehicle 56% 22 44% 17 39 Net External Person ( Tripsvehicles and transit modes) ) _ 569b 109 44% 84 193 1 1 1 1 ( f ,Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 56% 1 15 44% 11 26 Notes (1) A 16% reduction to adjust for the difference between 1TE auto occupancy and local data (Miaini's 1.4 vs. tTE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DAt Increment 11 (3) Pedestrian and bicycle trip reductions based an Downtown characteristics used in the Downtown Miami DRt Increment II N BAYSHORE DR N,T.S, 5% NE 12 ST -J C15%) LEGEND XX - ENTER (XX) - EXIT x P nJECT OPUS MUSP TRAFFIC IMPACT STUDY TirZE1 PROJECT TRIP ASSIGNMENT EXHIBIT Q. Page 39 4pA PAOJECTF OPUS MUSP TRAFFIC IMPACT STUDY T17Lii LEGEND XX - ENTER (XX) - EXIT PM PEAK HOUR PROJECT TRIPS . 3 EXHIBR No. 13 Page 22 NE 19 ST NE 17 TERR PROJECT: NE 21 ST BISCAYNE RENTALS MUSP TRAFFIC STUDY 39 -. 4 39 TI TLE1 3 '4IPM PEAK PROJECT TRIP ASSIGNMENT EXHIBIT Na. age 12 NE 16th Street NE 15th Terrace School Board Parking Garage TAZ 506 16.46 16.17 13,26 5.02 1� 1 cv� 14 18 14 20 SITE 23.61 13.02 7.86 4,60 NE 2nd Avenue 57-4 NE 15th Street 6 NTS South Truck Court Garage Driveway PM Peak Hour IN 95 OUT 129 TOTAL 224 irrArirPM Peak Hour Site Only Traffic TRANSPORT ANALYSIS PROFESSIONALS 4� Biscayne Blvd The Chelsea FIGURE 5 9 • APPElN DIX H REDUCED SITE PLAN • • rri rrr rn r� ) URBAN N.E.2nd VENUE - TOWER l:0Fd slii,�i�+,r_i-;; Pb:::,'7i_ '1,42.00 CITY OF MIAMI CEkfENTERY (P_ 3. 2, PG. .16)