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HomeMy WebLinkAboutTraffic Impact Analysis• • 12/21/2005 17:18 FAX December 21, 2005 Ms. Lille 1. Medina, AICP Assistant Transportation Coordinator City of Miami, Office of the City Manager/Transportation 444 SW 2n° AvenUe (10t F1000 Miami, Pllorida 33130 Re: The Chelsea Sufficiency Letter— WO. # 135 Via Fax and LIS Mail Dear Ms. Medina: Subsequent to our November 15th, 2005 review cornments for the subject project; we have received a response fetter an November 1 , 2005; preparedby Trerl Pert Analysts Professionals, Inc. (TAP). We have also received a satisfactory letter (via e- mail) from the VDOT Planning office. Photocopies of both the response fetter from TAP and e-mail from FDOT arl attached herewith. Please note that, the applicant has proposed td modify the signal timing/phasing at Biscayne Boulevard/NE 15th Street intersection. The applicant neecle to coordinate with the Miami Dade County Tragic Control and Signs Division to secure appropriate approval: as this project .goes through the review process, At this time, we conclude that the traffic impact report along with the subsequent submittal meats all the traffic requirernante and the study le -found to be sufficient; Should you � {have any questions please . fell free to call Quail Masood er me at 954, i' 39,138 , Sulcer u an $o: Raj Shan clgarrr, " F- Se or Tra .i �. ear Attacfiment Me. Kevin Welterd, Planner11, CV pfM.ia ai (Fax -3fi3.4/6,1443) Mr, Richard P. EEC -flinger; TAP (F)47. 305.385,9991) Cc: ern URS Carowatlrm fakanhc(# Cprnplat SURD NW 33csi Ayerpai Wits I86 Fart Lapdarcr iEa: C'! 323094315 Tel: 95.t.7 ' : $81. fan: 954:739 17Hs 002 70/Z0 39' d SIE/Ct 7NV J 0dSNt78l Z66698E506 L1:ZT 5fl0Z/8Z/ZL • THE CHELSEA MIXED -USE DEVELOPMENT 1550 BISCAYNE BOULEVARD MIAMI, FLORIDA • MUSP TRAFFIC IMPACT ANALYSIS SEPTEMBER 2005 • THE CHELSEA MIXED -USE DEVELOPMENT 1550 BISCAYNE BOULEVARD MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS Prepared for Paradise International Development 2915 Biscayne Boulevard Suite 304 Miami, Florida 33137 Prepared by Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 (305) 385-0777 September 2005 5774 Richard P. Eichinger Project Traffic Engineer 305-385-0777 THE CHELSEA MIXED -USE DEVELOPMENT MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS INTRODUCTION 1 EXISTING CONDITIONS 1 TRIP GENERATION 6 SIVE ACCESS 7 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 14 CONCLUSION 14 TABLES Table 1 — Unadjusted PM Peak Hour Site Traffic Volume 6 Table lA — Adjusted PM Peak Hour Site Traffic Volume 6 Table 2 — PM Peak Hour Traffic Volumes 8 Table 3 — Levels of Service 11 Table 4 — Existing 2005 Corridor Analysis 14 Table 5 — Existing 2005 Corridor Analysis 15 Table 6 — 2009 Corridor Analysis 16 Table 7 — 2009 Corridor Analysis 17 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 THE CHELSEA MIXED -USE DEVELOPMENT 1550 BISCAYNE BOULEVARD MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS INTRODUCTION This report summarizes the impact of traffic from a proposed multi -use development to be located at 1550 Biscayne Boulevard in the City of Miami, Florida. Figure 1 depicts the site's general location. The following uses are being proposed: - 384 condominiums - 79,988 sf office 11,848 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 2nd Avenue Intersection Analysis NE 2' Avenue & NE 16th Street NE 2nd Avenue & NE 15th Terrace Biscayne Boulevard & NE 16th Street Biscayne Boulevard & NE 15th Terrace - Biscayne Boulevard & NE 15th Street 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. • DELQRME Street Atlas USAID 2006 �NW 24TH ST STt Ni,16T11 TER lekr16TH ST s 3 i5TH ST Nyv 14TH TIER 3 £ [ ry N839TH5T i vg n . iE6TH,ST%1# NE29THSTy N5,28THI ST.. NE 26TH ETi, 28i'ii tiN T YV2ardST , ENE 27TH ST. W 27TH ST NE 26TH tt.. ;!0 26TH PT ,„..,1 26TN S,?. ,; NE 26TH ST Z5 _44 2594' ST NE 25TNTF ._ d NE 2STH 5 _. ____ f NE24TTH ,N. 2o15T ICE 24TH Si I IdE, 2 -N 6T„w -7--- -- NWr 23 r:. NE 23R0 ST ' ' �. i . F f Ur' 22Np Z .-' NE 22NO ST ,,42t4Sir c - — . 4 [ 31 «c9 c, � qµW 16 HST E? { NE 17tH T , �7 ,, TER N i7iN �r i jM _ iz NE 1iTY ST . rE 1 �:NEi?TH , iS1TE ti:.,.1.:THM N TE,q NE 11TH T 471 - i l 3 g 11THiERq_ _S NE 1, TER 9Ty Si .1F. NW 9TH 5T._ N5,9TN Sr. ?�i 9?H 1if I l 1 NE8THST _, F _ NETH S7�_. :m=Hnl wNH2+s.".-P, tiY••� IHr, �.,Xnrv!nM!�M-1�1 NE 3Rp ST _ Bice r tenniaFPark • Bayfront Park 1GENERAL LOCATION MAP Data use subject to license. 0 2005 DeLorme. Street Atlas USA6112005, www.detorme,com Scale 1 ; 14,400 L00 iS00 1 err• ROGC T ¶20 IN 502 ��1M m' 1" = 1,200.0 ft Data Zoom 13-7 DELORME Street Atlas USA® 2006 VtNW53=DS1. s NW 62ND ST w , NW Si ST.ITER .„ YNW51q. S I ' _Manor Park adlsyPark ' NNi 38H ST NtiN37Ti SST NW vv H sT . 5T 4 NW241-L5 :.. • 23Rp 8T , NW19 H ST, ai NW 16TF E <r= ,..: s t 66THSfi_.:m NWSTHST . ..-1- .. fA .1 i H Data use subject to license. 0 2005 DeLorme. Street Atlas USA® 2006. www.delorme,cam NW 52N ST m�fE aT 5 C ' y -- N1N 50 ST L NE 507TH S : 491 11 ! yW 437_^ ' 9TH_SE..-- — tie 49TH ST 7 E 49TH rrw�T kE t � 4BTRTFR w i £ E 7 ST 1 _N44T`HST~ r W HST r.NE �jTNST I NW43ADST `" t 43RD$T 1 " NW 40T9i ST 7': - -NW39'Si ' ' NW 39TH $T NN42NDS' LT.� E11 l.i; ,,.w- P., ii ii ____I, NEIEHST, , 21 a _ .0 , , i.. NgRC] S1 i� ri Iki,9 F 51 4 ierFi As na- z �. NE g H—ti; "'e °'ram .J .— STUDY AREA „- ., _ I BiSCA c.. NE 51 ST E59TrlTER Ice nisi Pa TN MN (E6'W} enetian 0us®wa! ayfront Ps 8E2NQ ST C OFIN m y .,._ YNEBOt1_ NOR Scale t : 25,000 000•00 000 Ni0 1000 1" = 2,083.3 ft Data Zoom 13-0 3 NE 16th Street NE 15th Terrace School Board Parking Garage 96 -4 38� N0 Cr) ti T'• N NTS -411---- 0 �3 South Truck Court Garage Driveway -4111 t co co 0 co to G co -4-1 f5 SITE co CNI * Illegal turn ** 7 illegal left turns added to right turn volume rn NE 15th Street T- CO Q co Lo 117 71.-142 f-128 33-`-oil For- 211--Su- o 16 1— Biscayne Blvd Existing 2005 PM Peak Hour Traffic jjP TRANSPORT ANALYSIS PROFESSIONALS FIGURE 3 4 NE 2nd Avenue 41011.11 it School Board Parkin• Lot 4044.10 4/ 1 1 1 1 r 1 t ag t t 40 Biscayne Boulevard NE 16th Street SITE NE 15th Terrace 4 <r- NE 15th Street 41 i 1 i 1 1 4 t so t t t o N Nrs Raddison Entrance South Truck Court Lane Use Geometry Afr Air ziorips.. 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 7th Edition) I 1'E Code No. PM Peak In Out Total Condominiums — 384 units 222 92 54 146 Office — 79,988 sf 710 20 99 119 Retail — 11,848 sf 814 14 18 32 Totals 126 171 297 The proposed development falls within the Omni area of the Downtown Miami DRI designation and is 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 1A Adjusted PM Peak Hour Traffic Trip Generation PM Peak Hour Land Use In Out Total Condominiums 69 41 110 Office 15 74 89 Retail 11 14 25 95 129 224 • • • SITE ACCESS The proposed site will have one, two-way drive along NE 16`h Street and another two- way drive along NE 15th Terrace. 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 506 to determine directional trip making characteristics of area traffic. The following information was used as a guide to distribute site traffic: North/northeast — 13.26% East/northeast — 5.02% East/southeast — 4.60% South/southeast — 7.86% North/northwest — 16.46% West/northwest -- 16.17% West/southwest — 23.61 % South/southwest —13.02% 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 9.9% to reflect a peak season condition. (FDOT peak season factors are in the appendix.) TABLE 2 TRAFFIC VOLUME AT STUOY LOCATIONS YEAR YEAR 2009 YEAR YEAR 2009 2005 EACKCR0UND 2009 2009 WITH 2005 SEASONAL PEAT( GROWTH COMMITTED WtTHOUT SITE PM PEAK INCREASE SEASONAL INCREASE DEVELOPMENT SITE SITE TOTAL INTERSECTION AND APPROACH VOLUME VOLUME VOLUME' VOLUME1 VOLUME SUBTOTAL VOLUME VOLUME NE 2nd Avenue & NE 16th Street IEB LEFT 96 10 106 4 0 110 0 110 `EB RIGHT 38 4 42 2 0 44 9 53 [WB LEFT 54 5 59 2 11 72 14 86 :WBTHRU 5 0 5 0 0 5 18 23 IWB RIGHT 46 5 51 2 31 84 14 98 (NB LEFT 16 2 18 1 0 19 0 19 ;NB THRU 310 31 341 14 8 363 39 402 188 THRU 678 68 746 30 9 785 17 802 S6 RIGHT 15 1 16 1 0 17 0 17 NE 2nd Avenue & NE 15th Terrace EB LEFT 14 1 15 1 0 16 0 16 EB THRU 1 0 1 0 0 1 0 1 EB RIGHT 97 10 107 4 0 111 0 111 W9 LEFT 5 0 5 0 0 5 11 15 WB THRU 1 0 1 0 0 1 0 1 WB RIGHT 5 0 5 0 0 5 46 51 NB LEFT 1 0 1 0 0 1 0 1 NB THRU 247 25 272 11 8 291 0 291 NB RIGHT 4 0 4 0 0 4 31 35 SB LEFT 11 1 12 0 0 12 26 38 SB THRU 621 62 683 28 20 731 14 745 SB RIGHT 2 0 2 0 0 2 0 2 Biscayne Boulevard & NE 16th Street WB LEFT 3 0 3 0 0 3 0 3 WB THRU 0 0 0 0 0 0 0 0 WB RIGHT 5 0 5 0 0 5 0 5 NB LEFT 8 1 9 0 46 55 6 81 NB THRU 800 80 880 36 159 1075 0 1075 NB RIGHT 1 0 1 0 0 1 0 1 SB LEFT 1 0 1 0 0 1 0 1 SB THRU 784 78 862 35 99 996 0 996 SB RIGHT 9 1 10 0 0 10 14 24 Biscayne Boulevard & NE 15th 'Terrace !E8 LEFT" 7 1 8 0 0 8 0 8 '.EB RIGHT' 6 1 7 0 0 7 28 33 INBLEFT 1 0 1 0 0 1 9 10 INB THRU 808 81 889 36 205 1130 8 1136 TSB THRU 782 78 860 35 99 994 0 994 SB RIGHT 5 0 5 0 0 5 9 14 " Illegal left turn volume added to right turn volume in HCS analysis Biscayne Boulevard & NE 15th Street EB LEFT EB THRU EB RIGHT ,WB LEFT WB THRU iWB RIGHT 33 3 38 1 0 37 0 37 211 21 232 9 0 241 1 242 16 2 18 1 0 19 4 23 128 13 141 6 0 147 0 147 142 14 156 6 0 182 0 162 117 12 129 5 0 134 1 135 rNB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT 32 3 35 1 0 36 1 37 778 78 656 35 205 1096 8 1104 193 19 212 9 0 221 0 221 139 14 153 6 0 159 2 161 595 59 654 27 99 780 16 796 59 6 65 3 0 68 8 76 NE 16th Street & Site Drive WB LEFT 0 0 0 0 0 0 20 20 INS THRU 17 2 19 1 0 20 8 28 BNB LEFT 0 0 0 0 0 0 46 46 NE 15th Terrace & Site Drive IEB LEFT 0 0 0 0 0 0 57 57 EB THRU 15 1 18 1 0 17 0 17 WB THRU 6 1 7 0 0 7 0 7 IWB RIGHT 0 0 0 0 0 0 18 18 ISB LEFT 0 0 0 0 0 0 26 26 ISB RIGHT 0 0 0 0 0 0 57 57 Arterial Summary I NE/NW 201h Street 'East- and Westbound Two-way Site Volume Summary = 70 NE 2nd Avenue :North- and Southbound Two -Way Silo Volume Summary= 118 Biscayne Boulevard !North- and Southbound Two -Way Site Volume Summary = 41 1 A seasonal increase factor of 9.96% is used to Increase existing volurne to peak season conditions. 2 A growth factor of 4.06% Is used to increase traffic to year 2009 conditions. The Chelsea TAP JN 5774 8 NE 16th Street NE 15th Terrace School Board Parking Garage TAZ 506 % 14 -. —18 14 20 4 11 1 SITE NE 2nd Avenue 57 NE 15th Street 61. cp CO SN -1,t, PM Peak Hour IN 95 OUT 129 TOTAL 224 1----0.- 4 41 '1,-t Biscayne Blvd Nis South Truck Court Garage Driveway :1177P1116 TRANSPORT ANALYSIS PROFESSIONALS PM Peak Hour Site Only Traffic The Chelsea FIGURE 5 9 NE 16th Street 11 ° (1 °) -4 44 (53) - NE 15th Terrace yCO C.4 E. C 4- 84 (98) -4111--- 5 (23) f 72 (86) -mot— 20 (28) f0 (20) 0) 4-5(5) --0(0) 3 South Truck Court CD CD N NTS Garage Driveway SITE 4-°(18) �— 7 (7) School Board 16 (16) Parking Garage 111 111) ", f 0 (57) -4 r� 17(17)--10- Y Chi o) N NE 2nd Avenue * Illegal left turn ** Illegal left turns added to right turn volume NE 15th Street ** t 15 (41)- .- o M r <" 0 - A m� CD r + of t0 to co co in 4— 134 (135) tor- •- -0-162 (162) (► f- 147 (147) 37 (37) i t r 241 (242) ---� 19 (23) W Q v CNI CD CN4 r Biscayne Blvd Year 2009 Traffic Volume (With) and Without Site Traffic 171iPrardlifirk TRANSPORT ANALYSIS PROFESSIONALS FIGURE 6 10 • • • TABLE 3 LEVEL OF SERVICE AT STUDY LOCATIONS YEAR YEAR 2005 2009 2009 PEAK WITHOUT WITH SEASON SITE SITE INTERSECTION AND APPROACH LOS LOS LOS NE 2nd Avenue & NE 16th Street EB LEFT & RIGHT WB LEFT, THRU & RIGHT NB LEFT & THRU A F F A D F A A A NE 2nd Avenue & NE 15th Terrace EB LEFT, THRU & RIGHT WB LEFT, THRU & RIGHT B C C B B B NB LEFT, THRU & RIGHT A A A SB LEFT & THRU A A A Biscayne Boulevard & NE 16th Street WB LEFT, THRU & RIGHT B C C NB LEFT & THRU A B B Biscayne Boulevard & NE 15th Terrace EB RIGHT B B B NB LEFT A B B Biscayne Boulevard & NE 15th Street EB LEFT, THRU & RIGHT WB LEFT WB THRU & RIGHT NB LEFT NB THRU & RIGHT SB LEFT SB THRU & RIGHT F F D* D D D* D D C* A A B* B C C. B D E* B 8 C* NE 16th Street & Site Drive WB LEFT n/a n/a A NB LEFT n/a n/a A NE 15th Terrace & Site Drive EB LEFT &THRU n/a n/a A WB LEFT & THRU SB LEFT & RIGHT nia n/a A n/a n/a A * LOS improved with modified signal timing 11 The Chelsea TAP „IN 5774 • • FUTURE BACKGROUND TRAFFIC The site development is estimated to be completed and the project capable of being fully occupied in 2009. FDOT count stations near to the site, were researched to obtain a growth factor. A three-year average annualized growth at the stations indicate a slight decrease in growth, however to remain conservative, a one (1%) growth will be used. COMMITTED DEVELOPMENT The following committed developments were researched with city staff from the August 2005 Large Scale Development Report (the latest available at this writing) to determine if they had traffic studies to include in the analysis: 1. Perfoiwing Arts Center of Greater Miami - 1300 Biscayne Boulevard 2. Marquis —1000 Biscayne 3. Cardinal Symphony — 1650 Biscayne Boulevard 4. Omni — 1 507 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 Projects numbered one (1), four (4) and seven (7) above did not have traffic studies. The committed developments can be found in the appendix. TRANSPORTATION CORRIDOR ANALYSIS Traffic volume counts were taken in September along NE 20th 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 5 . Tables 6 and 75 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 • • • 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. The intersection of NE 2'1 Avenue and NE 16th Street will have lengthy delays for east- and westbound traffic in the PM peak hour, but will likely be short lived. 13 • • TABLE 4 YEAR 2R45 IEEXISTING PEAK SEASON) CORRIDOR ANALYSIS Arterial t Corridor Na Biscayne boulevard TWO-WAY VOLUME ROADWAY MODE ROADWAY ROADWAY PER. TRIP PER. TRIP ROADWAY 2003 ROADWAY CAPACITY ROADWAY VOLUME PER. TRIP ROADWAY . _. CORR VEHICULAR ePPV= VEHICULAR @PPV EXCESS PERSON TYPE CAPACITY` 1 6 VOLUME" 1 4 PER. imp TRIP (Notes 11) (2} (3} (4) (5) (6j (7) LQS Adopted LS Allowable E+20 _.__..... 3,740 3,740 5,984 1,495 2,093 3,891 0.35 NE 2nd Avenue TWO-WAY VOLUME Adopted LS Allowable E+20 1,860 1,860 2,976 1,028 1,439 1,53 0.48 &seavne Blvd NE 2nd Avenue Biscayne Blvd NE 2nd Avenue LOS TABLE" LOS TABLE" FDOT LOS Table Volumes FOOT LOS Table Volumes 0.00 C 0.00 13 B n!a 0 210 0.65 C 0.11 6 C 2,430 C 1,200 0 C 11.11- C 3,540 D 1,750 0.65 C 0.69 C E 3.740 E 1,860 0.65 C 0.70 D 0.65 C 0.94 D 0.66 D 0.95 0.95 D 0.99 E 0.96 E 1.00 E MASS TRANSIT MODE LOCAL BUS PER. TRIP EXPRESS PER. TRIP RAIL TRAN TOTAL TOTAL TRANSIT PER. TRIP TRANSIT TRANSIT-_ PERSON CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIP_ EXCESSmm CAPACITY LOAD' DESIGN 6 LOAD = DESIGN ALOAD = DESIGN A LOAD = DESIGN TRIP VOLUME 6 VI (10) 111) 112) (131 _.. W..._.. WT AVG SEATS ___..__....................----------_....._.. AVG RIDERSHIP ___...-_ HEADWAY DESIGN BOTH PER PAX LOAD PAX PERCENT DIRECTIONS VEH PER HOUR FACTOR CAPACITY RIDERSHIP LI SIGN AVG RIDERSHIP WI AVG HEADWAY SEATS BOTH PER PAX LOAD PAX PERCENT DIRECTIONS` VEH PER HOUR FACTOR CAPACITY RIDERSHIP 1 _. Volume is from the year 2002 FOOT LOS tables '• Existing volume ac usted to peak season ORRIDOR TOTALS CORRIDOR PERSON TRIP CAPACITY (14) 5,984 CORRIDOR CORRIDOR PERSON CORRIDOR PERSON TRIP PERSON TRIP EXCESS TRIP VOLUME CAPACITY VIC (15) (16) (17) LOS 2,093 3,891 0.35 AUTO PERSON TR1P5 TRANSIT PERSON TR6'S = TOTAL PERSON TRIPS 2,976 1,439 AUTO PERSON TRIPS = TRANSIT PERSON TRIPS TOTAL PERSON TRIPS = The Chelsea TAP JN 5774 • TABLE 6 r FUTURE YEAR (2009) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC ROADWAY MODE ROADWAYt ROADWAY PER. TRIP PER. TRIP 2009 ROADWAY CORR VEHICULAR TYPE CAPACITY" Arterial ICOrTider Name (Notes) 11) Biscayne Boulevard TWO-WAY VOLUME NE 2nd Avenue TWO-WAY VOLUME Adopted Allowable E+20 3740.00 Adopted Allowable E+20 1660.00 Biscayne Boulevard LE" C C C LOS TAB 0.00 0.85 0.65 0.65 s 0.66 0.95 0,95 1.00 CAPACITY ROADWAY (PPV= VEHICULAR 1.6 VOLUME— (6) (4} VOLUME 1.4 (5) 5,984 1,638 2,293 NE 2nd Avenue LOS TABLE 000 B 0.11 B 0.12 C 0.69 C 0.70 0.94 0.95 E 0.99 E D D E ROADWAY PER. TRIP ROADWAY EXCESS PERSON Biscayne Blvd FOOT L05 Table Volumes 13 n7a C 2430 Q 3540 E 3740 PER. TR[P TRIP (6) (7) 3,691 0.38 NE 2nd Avenue FOOT LOS Table Volumes 210 1280 D 1750 ._...�_�..E.,....._ 1860_._... B C LOS MASS TRANSIT ODE LOCAL BUS EXPRESS PER. TRIP RAIL TRAN PER. TRIP TOTAL TRANSIT TOTAL TRANSIT TRANSIT PERSON PER. TRIP CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIP LOAD= © LOAD = IA LOAD =_LOAD TRIP EXCESS DESIGN DESIGN DESIGN DESIGN VOLUME CAPACITY (8) (9) (10) „,. (11) 12) (13) 0 0 0 0 0 0 WI- AVG AVG HEADWAY BOTH SEATS PER RIDERSHIP PAX DESIGN LOAD - .... FACTOR PAX _.__.. PACI__._ CAPACITY PERCENT RSC3ERSHtP DOERSH1P DIRECTIONS, VEH PER HOUR 0 0 0 0 0 0 HEADWAY WT AVG SEATS AVG RIDERSHIP DESIGN BOTH DIRECTION PER VEH PAX LOAD PAX CAPACITY PERCENT RIDERSHIP PER HOUR FACTOR FACTORS 2005-2009 Ann. Gr 01 (rump) = 1.0408 � PROJECT VOLUME ASSIGNED Transit Conldor / Direction Prol Auto Trips Person Trips Biscayne Boulevard Inbound (NB)_._...__._... 41 0 Outbouind(SB)T 41 .,_ NE 2nd Avenue .0,... Intwtrnd(FB),_.....___ 115 Outbound (WE) 116 0 CORRIDOR TOTALS CORRIDOR CORRIDOR CORRt17OR PERSON "doh MOOR PERSON PERSON TRIP PERSON TRIP TRIP EXCESS TRIP CAPACITY VOLUME CAPACITY Vic _ 14) (15) ... (16) (17) 984 2293 3,691 LOS AUTO PERSON TRIPS = TRANSIT PERSON MRS TOTAL PERSON TRIPS = 1,623 1,153 0.61 AUTO PERSON TRIPS = TRAN= PEBEOB€ TRrPS = TOTAL PERSON TRIPS = I. Volume is from the year 2002 FOOT LOS tables L05 A & 13 not possible under assumptions - other vic cutoffs use FOOT LOS lame ratios Existing volume adjusted to peak season Project Auto Trips Include Committed Development The Chelsea TAP JN 5774 • TABLE 6 FUTURE YEAR (2009) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Medal l Corridor Name Biscayne Boulevard TWO-WAY VOLUME ROADWAY MODE ROADWAY ROADWAY PER. TRIP PER. ROADWAY 2009 ROADWAY CAPACD'Y ROADWAY VOLUME PER. TRIP ROADWAY CORR VEHICUTAR @PPV= VEHICULAR aPPV= EXCESS PERSON TYPE CAPACITY'1.6 VOLUME"' 1.4 PER. TRIP TRIP (Nabs) (2) (3) ....(4) (5) (6) (7.) .. Adopted L5 AMov able r+sn 3.740 5,964 1,638 2,293 3,691 0.38 C 3740.00 NE 2nd Avenue TWO-WAY VOLUME Adopted Allowable 6+20 1860.00 1,860 2,976 955 2,021 11.32.�.m_�._ C Biscayne Boulevard LOS TABLE 0,00 C 0,65 C 0.65 0.65 C 0.65 C 0.65 C 0.66 D 0.95 D 0.96 E 1.00 E NE 2nd Avenue LOS TABLE•• 0.00 B 0.11 B 0.12 C 0.69 C 0.70 O 0.94 D 0.95 E 0.99 £ Biscayne Blvd DOT LOS Table Volumes 6 nla C 2430 40.r.. E 3740 NE 2nd Avenue FDOT LOS Table Volumes B 210 C 1260 D 1750 1860 MASS TRANSIT MODE LOCAL BUS PER. TRIP EXPRESS PER. TRIP RAIL TRAN PER, TRIP TOTAL TRANSIT TOTAL TRANSIT TRANSIT PERSON CAPACITY .9 LOAD = CAPACITY 6 LOAD c CAPACITY 6 LOAD = CAPACITY ' LOAD = PERSON TRIP TRIP EXCESS DESIGN 8 DESIGN a DESIGN 10 DESIGN 11.............._12 VOLUME CAPACITY 13 .... 0 0 0 0 0 0 WTAVG AVG HEADWAY ROTH SEATS PER RIDERSH9" PAX DESIGN LOAD PAX PERCENT r -t.1.115N VER PER HOURS CAPACITY RU)ERSHIP --- 0 0 0 HEADWAY BOTH WT AVG SEATS PER 1iEH AVG RIDERSHI PAX DESIGN LOAD PAX�._...PERCENT DIRECTION` PER HOUR FACTOR I€ERSHFP FACTORS: 1 _ 2005-2009 Ann- Car (ll %l yr (comp) = 1.0406 1 PROJECT VOLUME ASSIGNED Transit Corridor/ Direction .' Auto T '.. • ...j, T',. Biscayne Soulevard Inbound (NB) Outbound (SB) NE 2nd Avenue Inbound 1=B) 0 ulbamd O1 0 CORRIDOR TOTALS CORRIOOR CORRIDOR PERSON CORRIDOR PERSON PERSON TRIP TRIP TRIP EXCESS CAPACITY VOLUME CAPACITY (14) {16) AUTO PERSON TRIPS = TRANStT PERSON TRIPS = TOTAL PERSON TRIPS = 2,976 95 AUTO PERSON TRIPS = TRANSIT PERSON TRIPS = TOTAL PERSON TRIPS PERSON TRIP WC {17} Los Volume is from the year 2002 FDOT LOS tables LOS A & B not possible under assumptions - oeier We cutoffs use FDOT LOS table ratios Existing volume adjusted to peak season Project Auto Trips Include Committed Development The Chelsea TAP JN 5774 • TABLE 7 FUTURE YEAR (2009) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Arterial1 Corridor Name ROADWAY MO ROADWAY ROADWAY PER. TRIP PER. TRIP ROADWAY 2009 ROADWAY CAPACITY ROADWAY VOLUME PER. TRIP ROADWAY CORR VEHICULAR ArPV= VEHICULAR PPV= EXCESS PERSON TYPE CAPACITY' 1,6 VOLUME** 1.4 PER. TRIP TRIP (Notes) (1) (2 (3) (3) (5) (6) (7) LOS NE 20th Street TWO-WAY VOLUME Adopted Altowabte E+20 1860.00 1,860 __ 2,976 176 246 2,730 0.08 NE 20th Street NE 20th Street LOS TABLE" FOOT LOS Table Volumes 0.00 B B 210 011 B ._....... . _. ..._----C 1280 0.12 C 0 1750 0.69 C ( E 1860 0.70 D 0.94 D 0.95 E 0.99 8 �... RAI4SIT MODE LOCAL BUS EXPRESS RAU. TRAN TOTAL TOTAL TRANSIT PER. TRIP PER_ TRIP PER. TRIP TRANSIT TRANSIT PERSON CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIP g LOAD = DESIGN t LOAD = LOAD = (q LOAD = DESIGN TRIP EXCESS DESIGN DESIGN VOLUME CAPACITY (8),_ (9) (10) (11 (12) (13) WT AVG _ SEATS AVG RIDERSHIP HEADWAY DESIGN BOTH DIRECTION PER PAX LQAD PAX PERCENT VEH PER HOUR FACTOR CAPACITY RIDERSHIP WTAVG AVG HEADWAY SEATS RIDERSHIP DESIGN BOTH DIRECTIONS P PER VEH PAX PER HOUR LOAD —FACTOR PAX PERCENT RIDERSHIP CAPAct1Y FACTORS:I — 2005-2009 Ann. Gr %ftt' (amp) = 1.0406 II PROJECT VOLUME ASSIGNED Transit 'Care„�d section Pra' l t�Trlpr pergo awes- NE 201h Street Inbound (ET 70 - Outbound Outbound _ (w8) 70 0 CORRDOR TOTALS CORRIDOR CORRIDOR CORRIDOR PERSON PERSON ...PERSON TfEP__.. TRW' TRIP EXCESS CAPACITY VOLUME CAPACITY (14) (15) (16) CORRIDOR PERSON TRIP VIC (17) LOS AUTO PERSON TRIPS = TRANSIT PERSON TRIPS TOTAL PERSON TRIPS = 2,976 246 2,730 AUTO PERSON TRIPS = TRANSIT PERSON 1TPS TOTAL PERSON TRIPS 0.08 Vohmle is from the year 2002 FDOT LOS tables LOS A S 8 not possible under assumptions - other Ws cutoffs use FDOT LOS tame ratios Existing volume adjusted to peak season Project Auto Trips Include Committed Development The Chelsea TAP JN 5774 • APPENDICES • 0 • APPENDIX A TRAFFIC STUDY • METHODOLOGY • • • • 1550 Brickell Tower We are proposing on a traffic study and request your input as to the methodology and scope. • The location of the development is situated on Biscayne Boulevard between NE 16th Street and NE 15th Terrace in the City of Miami. The developers are proposing 384 condominiums, 20,000 sf of retail and 72,000 sf of office. The intersections we are proposing to study during the PM peak are as follows: • NE 2nd Avenue & NE 16th Street (unsignalized) • NE 2' Avenue & NE 15th Terrace (unsignalized) • NE 2nd Avenue & NE 15t Street (signalized) • Biscayne Boulevard & NE 16th Street (unsignalized) • Biscayne Boulevard & NE 15th Terrace (unsignalized) • Site driveway(s) connecting to any public road The three arterials are as follows: • Biscayne Boulevard • NE 2°° 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 VOLUMF, DATA • 0 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 : 5774NE2 a 16PM Site Code : 57743076 Start Date : 09/16/2005 Page No : 2 NE 2nd Avenue Southbound NE 16th Street Westbound NE 2nd Avenue Northbound NE 16th Street Eastbound Start Time , Left Thru fight Peds App, Total Left Thru Right Peels App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. j Tat. Total % Total Peak Hour From 16:00 to 17:45 - Peak 1 of 1 Intersection 16:30 Volume 0 678 15 0 693 Percent 0.0 97.8 2.2 0.0 Volume 0 678 15 0 693 Volume 0 151 2 0 153 Peak Factor High Int. 17:00 Volume 0 192 5 0 197 Peak Factor 0.879 • 54 5 46 0 105 51.4 4.8 43.8 0.0 54 5 46 0 105 32 3 19 0 54 16:30 32 3 19 0 54 0.486 16 310 0 0 326 4.9 95.1 0.0 0.0 16 310 0 0 326 9 82 0 0 91 16:30 9 82 0 0 91 0.896 96 0 38 0 134 71.6 0.0 28.4 0.0 96 0 38 0 134 31 0 10 0 41 16;30 31 0 10 0 41 0.817 ill 0 NE 2nd Avenue Out In f 6931 1 151 6781 01 01 Right Thru Left Peds F-` -/ 4521 1 North otal 1 11451 p/16/2005 4:30:00 PM f16l2005 5:15:00 PM 1 All Vehicles Left Thru Ri • ht Peds 6 ' ©MIND L 770J Out NE 2n 10981 n Total Avenue 0, 0 z m 0, 1258 1258 339 0.928 Counter; 3076 Counted By: DAB Weather: CIear Other: • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5774NE2@€6PM Site Code : 57743076 Start Date : 09/16/2005 Page No : 3 Counter: 3076 Counted By: DAB Weather: Clear Other: 111111 Start Time € Left Factor 1 16:00 16:15 16:30 16:45 Total NE 2nd Avenue Southbound 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 Street NE 2nd Avenue Northbound NE 16th Westbound File Name : 5774NE2 rr316PM Site Code : 57743076 Start Date : 09/1612005 Page No : 1 NE 16th Street Eastbound Titre 1.4 i 1.0 0 152 0 125 0 151 0 170 0 598 Right Pods App. Trani 1 0 i 1.0 Left Toni [ Right 1,0 f 1.0 _ Pads i App' Left Total ! 1.0 I € 1.0 Thru 1.0 Right Fads 1.0 _ 1.0 App. Total 6 0 158 I 8 2 11 0 21 i 4 82 0 0 86 5 0 130 1 8 1 8 0 17 4 61 0 0 65 2 0 153 32 3 19 0 54 9 82 0 0 91 7 0 177 I 6 1 11 0 18 i 3 68 0 0 71 20 0 6181 54 7 49 0 110 j 20 293 0 0 313 17:00 0 192 5 0 197 1 6 0 9 0 15 E 17:15 0 165 1 0 166 10 1 7 0 181 17:30 0 153 10 0 163 1 5 0 4 0 9 17:45 0 122 4 0 I26 3 1 3 0 7 Total 0 632 20 0 652 24 2 23 0 49 Grand Total 0 123 40 0 1270 Apprch % 0.0 96.9 3.1 0.0 Total % 0.0 54.6 1.8 0.0 56.4 • • 78 9 72 0 159 49.1 5.7 45.3 0.0 3.5 0.4 3.2 0.0 7.1 2 86 0 0 88 2 74 0 0 76 0 45 0 0 45 0 43 0 0 43 4 248 0 0 252 24 541 0 0 565 4.2 95.8 0.0 0.0 1.1 24.0 0.0 0.0 25.1 Loft 1.0 Thru Right 1.01 1,0 Pods !al App. Total 13 0 15 0 28 22 0 I2 0 34 31 0 10 0 41 28 0 7 0 35 94 0 44 0 138 12 0 12 0 24 25 0 9 0 34 29 0 6 0 35 25 0 3 0 28 91 0 30 0 121 185 0 74 0 259 71.4 0.0 28.6 0.0 8.2 0.0 3.3 0.0 11.5 NE 2nd Avenue Out In Total 12701 1 20681 G 401 1230{ 0j tl Right Thru Lett Peds l 4-1 t-i ] 7981 North /1612005 4:00:00 PM /1612005 5:45:00 PM All Vehicles r Ri.ht Peril 1111112111111211111111131111111111 j 13621 L 19471 Out In Total NE 2nd Avenue Int, Total 293 246 339 301 1179 324 294 252 204 1074 2253 Counter: 3071 Counted By: DM Weather: Clear Other:NE 2 Av SB Only S/0 14 St • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5774NE2@15trPM Site Code : 57743071 Start Date : 09/21/2005 Page No : 2 NE 2nd Avenue Souhbound NE 15th Terrace Westbound NE 2nd Avenue Northbound School Board Pkg Lot Eastbound Start Time Left Thru Right Peak Hour From 15;00 to 17 45 • Peak l of i Intersection 16:30 Volume 11 62I 2 Percent 1.7 97.9 0.3 Volume 11 621 2 Volume 8 182 0 Peak Factor High Int. 16:30 Volume 8 182 0 Peak Factor • • Peds App. Left Total 0 634 0.0 0 634 0 190 0 190 0.834 Thru ! Right Pcds i App. 1 Total 5 I 5 0 11 45.5 9.1 45.5 0.0 5 1 5 0 11 I 1 4 0 6 16:30 4 0 6 0.458 Right Peels 1 247 4 0 0.4 98.0 1.6 0,0 1 247 4 0 0 57 2 0 Total LeR l Thru 252 252 59 17:15 1 68 1 0 70 0.900 Right P App. Total 14 1 97 0 112 12.5 0.9 86.6 0.0 14 1 97 0 112 1 1 44 0 46 16:30 1 1 44 0 46 0.609 a. a. NE 2nd Avenue Out in Total North /2112005 4:30:00 PM /21/2005 5:15:00 PM At Vehicles 4-1 r Left Thru Right Peds 11' 247! 4j 0. ! I 1 723J 9751 Out In Total NE 2nd Avenue a Int. Total 1009 1009 30I 0.838 Counter: 3071 Counted By: DM Weather: Clear Other:NE 2 Av SB Only S/O 14 St • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name :5774NE2@15trPM Site Code : 57743071 Start Date : 09/21/2005 Page No : 3 Counter: 3071 Counted By: DM Weather: Clear Other:NE 2 Av SE Only S!O 14 St TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Grouts Printed- All Vehicles File Name : 5774NE2@ 15trPM Site Code : 57743071 Start Date : 0912112005 Page No : 1 NE 2nd Avenue Southbound NE 15th Terrace Westbound NE 2nd Avenue Northbound School Board Pkg Lot Eastbound I APP' i APP' lnt. Start Time Ltft Thru Right Reds Total oral Le Thru Right Peda Total Left � Thru Right Peels Totat Left Thru Right Peds TAM Tota[ Total Factor 1.0 l 1.0 r 1.0 1 L0 1.0 [ 1.0 1.0 1.0 i 1.0 1 1.0 1.0 l 1.0 1.0 I.0 1.0 1.0 16:00 1 146 1 0 148 0 0 2 0 2 0 54 3 0 57 1 0 12 0 131 220 16:15 2 153 0 0 155 1 0 0 0 1 0 61 0 0 61 0 0 15 0 151 232 16:30 8 182 0 0 190 1 1 4 0 6 0 57 2 0 59 1 1 44 0 46 F 301 16:45 2 108 0 0 110 4 0 0 0 4 0 57 0 0 57 5 0 25 0 30 ' 201 Total 13 589 I 0 603 6 1 6 0 13 0 229 5 0 234 7 1 96 0 104 954 17:00 17:15 17:30 17:45 Total Grand Total Apprch % Total % • • 1 180 0 0 151 2 0 143 1 0 I12 0 1 586 3 14 117 4 5 1.2 98.5 0.3 0.8 63.9 0.2 0 0 0 0 0 181 153 144 112 590 0 1193 0.0 0.0 64.9 0 0 1 0 0 0 0 0 0 0 2 0 1 0 1 0 1 0 4 0 1 0 2 2 5 0 65 1 68 0 46 1 46 2 225 1 I 1 0 3 0 0 0 0 0 66 70 47 47 230 7 1 10 0 18 2 454 8 0 464 38.9 5.6 55.6 0.0 0.4 97.8 1.7 0.0 0.4 0.1 0.5 0,0 1.0 0.1 24,7 0.4 0.0 25.2 5 0 3 0 0 0 1 0 9 0 14 14 16 7 51 0 0 0 0 0 19 17 16 8 60 16 1 147 0 164 9.8 0.6 89.6 0.0 0.9 0,1 8.0 0.0 8.9 7-7 N i Tn NE 2nd Avenue Out to Total 1673! North /21/2005 4:00:00 PM /21/2005 5:45:00 PM At1 Vehicles 41 Left Thru Right Pads F1329-i f 17931 Out In Total NE 2nd Avenue 267 240 209 169 885 1839 Counter: 3077 Counted By: ACC Weather: Clear Other: Biscayne N/S 1 Lane S/0 14th St • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax; (305)385-9997 File Nance : 5774BiscayneBlvd@l6PM Site Code : 57743077 Start Date : 09/21/2005 Page No : 2 Start Time Left Biscayne Boulevard Southbound Thru I Right Pads App. Total Peak Hour From 16.00 to 17:45 • Peak 1 of 1 Intersection 16:45 Volume 1 784 9 0 794 Percent 0.1 98.7 1.1 0.0 Volume 1 784 9 0 794 Volume 1 208 3 0 212 Peak Factor High Int. 17:30 Volume 1 208 3 0 212 Peak Factor 0.936 • South Truck Court / Omni Westbound Left 3 37,5 3 3 That 0 0.0 0 0 Right 5 62.5 5 0 Pads App, Total 0 8 0.0 0 8 0 3 17:30 3 0 0 0 3 0,667 Biscayne Boulevard Northbound Left € Thru I Right Peels 8 800 1 0 1.0 98.9 0.1 0.0 8 800 1 0 1 221 1 0 App. Total _ 809 809 223 17:30 1 221 1 0 223 0.907 Left NE 16th Street Eastbound Thru Right 0 0 0 0.0 0.0 0.0 0 0 0 0 0 0 3:45:00 PM Biscayne Boulevard Out In Total 8051 1 7941 I I [ 1599J 9.1 784L 11 0] Right Thru Left Peds ' 4 i T North 9/2112005 4:45;00 PM 9/21/2005 5:30:00 PM All Vehicles 4-1 Left Thru Right Peds I al 8001 11 0l f 1 [ 8091 Out In Total Biscayne Boulevard 767] 115961 70 Peels App. Total 0 0 0.0 0 0 0 0 Int. Total 1611 1611 438 0.920 Counter: 3077 Counted By PCC Weather Clear Other: Biscayne N/S 1 Lane S/0 14th St • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5774BiscayneBlvd r l6FN4 Site Code : 57743077 Start Date : 09/21/2005 Page No : 3 Counter: 3077 Counted By: PCC Weather: Clear Other: Biscayne NIS dart Tittle Factor 16:00 16:15 16:30 16:45 Total 17:00 17:15 17:30 17:45 Total Grand Total Apprch % Total % • Left I.0 0 0 0 0 0 0 0 0 1 Lane S/O 14th St Biscayne Boulevard Southbound Thru 1.0 162 157 169 169 657 209 198 208 165 780 Right 1.0 6 3 4 2 15 Peds 0� 0 0 0 0 0 1 0 3 0 3 0 4 0 11 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 South Truck Court / Omni Biscayne Boulevard Westbound Northbound App' Left Total 168 I60 173 171 672 210 201 212 169 792 Thru Right Pcda Totat Left 1.0 1.0 1 1.0 1 1.0 2 0 0 0 0 0 0 0 2 0 0 0 0 0 3 0 0 0 3 0 1 143 26 0 14645 0.1 98.2 1.8 0.0 ? 50.0 0.0 45.5 0.8 0,0 46.31 0.2 0 0 0 0 2 0 0 0 0 0 1 0 3 2 0 2 2 0 2 0 0 3 0 0 0 4 0 7 0 5 0 10 0.0 50.0 0.0 0.0 0.2 0.0 0.3 1.0 Thru Right 1.0 1.0 2 211 3 240 0 221 2 202 0 0 0 0 Pads 1.0 0 0 0 0 7 874 0 0 3 182 2 195 1 221 4 195 10 793 0 0 0 0 1 0 1 0 2 0 App. Le[t Tots' 213 243 221 204 881 185 197 223 200 805 17 166 2 0 1686 1.0 98.9 0.1 0.0 0.5 52.8 0.1 0.0 53.4 1.0 0 0 0 0 0 File Name : 5774BiscayneBlvd@a 16P1v1 Site Code : 57743077 Start Date : 09/21/2005 Page No : NE 16th Street Eastbound Thru 1.0 0 0 0 0 0 Right I Peels 1.01 1.0 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. 1 [tn. Tete11 Total 0 0 0! 0 0 0 0 0 0 383 403 394 376 1556 397 400 438 369 1604 0 0 0 0 0 3160 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k VI Biscayne Boulevard Out In Total 1672J 14641 i 3136! f � j 26j 1437E 11 01 Ri tht Thru Left Peds L, North f21/2005 4:00:00 PM /21/2005 5:45:00 PM JAI! Vehicles 4-1 Left 14421 r' ru Rit Peds 31281 Out In Total giscavrte Boulevard 4. to Counter: 3076 Counted By: DAB Weather: Clear Other:Biscayne N/S 1 Lane S/0 l4th St • TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5774BiscayneBlvd@15trPMVi Site Code : 57743076 Start Date : 09/21/2005 Page No : 2 Start Time Left Biscayne Boulevard Southbound Thru Right Pecs App. Total_ Peak Hour From 16:00 to 17,45 • Peak 1 of I Intersection 16:45 Volume 0 782 5 0 Percent 0.0 99.4 0.6 0.0 Volume 0 782 5 0 Volume 0 209 2 0 Peak Factor High Int. 17:30 Volume 0 209 2 0 211 Peak Factor 0.932 • Left NE 15th Terrace Westbound Thru Right Peds App. Total Biscayne Boulevard Northbound Left I Thru Right Pella App Total Left NE 15th Terrace Eastbound Thru Right Pads App. int. Total l Total 787 0 0 0 0 0 1 808 0 0 809 1 0 6 0 7 1603 0.0 0.0 0.0 0.0 0.1 99.9 0.0 0.0 14.3 0.0 85.7 0.0 787 0 0 0 0 0 1 808 0 0 809 1 0 6 0 7 1603 211 0 0 0 0 0 0 223 0 0 223 0 0 2 0 2 436 0.919 3:45:00 PM 17:30 16:45 0 0 0 0 0 0 223 0 0 223 1 0 2 0 3 0,907 0.583 Biscayne Boulevard Out In Total { 8091 159e1 0 Right Thru Peds North 21/2005 4:45:00 PM 21/2005 5:30:00 PM All Vehicles Left Thru Peds I 11 808{ 0i I 509j Out In Total Biscavne Boutevard j 7881 1 1597] Counter: 3076 Counted By: DAB Weather: Clear Other:Biscayne N/S 1 Lane S/O 14th St • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name :5774BiscayneBlvd@15trPM Site Code : 57743076 Start Date : 09/21/2005 Page No : 3 Counter: 3076 Counted By: DAB Weather: Clear Other:Biscayne NI'S 1 Lane S/0 14th 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 : 5774BiscayneBlvd@u 15trPM Site Code : 57743076 Start Date : 09/21/2005 Page No : 1 ill Biscayne Boulevard Southbound NE lSth Terrace Westbound Biscayne Boulevard Northbound NE 15th Terrace Eastbound Start Time Left Thru j Right Peels App' Total Left i i Thru Right Pegs APP. Total Left Thru Right _ Pads App. Total Left Thru Right 1 Pella 1 I App. Total Int. Total Factor 1.0 1.0 J 1,0 1 1.0 I 1-0 I 1,0 1.0 1 1.0 1.0 1,0 1.0 1,0 1.0 1.0 1.0 , 1.0 ', 16:00 0 163 1 0 164 0 0 0 0 0 0 212 0 0 212 1 0 4 0 5 381 16:15 0 156 1 0 157 0 0 0 0 0 0 243 0 0 243 0 0 1 0 1 401 16:30 0 166 3 0 169 0 0 0 0 0 0 220 0 0 220 1 0 5 0 6 395 16:45 0 167 2 0 169 0 0 0 0 0 0 203 0 0 203 1 0 2 0 3 375 Total 0 652 7 0 659 0 0 0 0 0 0 878 0 0 878 3 0 12 0 15 1552 I7:00 0 209 0 0 209 0 0 0 0 0 17:15 0 197 I 0 198 0 0 0 0 0 17:30 0 209 2 0 21I 0 0 0 0 0 17:45 0 164 1 0 165 0 0 0 0 0 Total 0 779 4 0 783 0 0 0 0 0 Grand Total 0 i4i 11 0 1442 Apprch % 0.0 99.2 0.8 0.0 Total % 0.0 45.5 0.3 0.0 45.8 • • 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 185 0 0 186 0 197 0 0 197 0 223 0 0 223 0 200 0 0 200 1 805 0 0 806 1 168 3 0.1 99.9 0.0 0.0 0.0 53.5 0.0 0.0 53,5 0 0 1 0 1 0 0 1 0 0 0 2 0 2 0 0 1 0 1 0 0 5 0 . 5 396 396 436 366 1594 0 0 1684 3 0 17 0 20 3146 15.0 0.0 85.0 0.0 0.1 0.0 0.5 0.0 0.6 Biscayne Boulevard Out In Total 16861 1431 31281 Right Thru Peds North 21/2005 4:00:00 PM /21/2005 5:45:00 PM All Vehicles I Left Thru Peds 11 1683] 01 1 1 1 16841 Out In Total Biscayne Boulevard 14481 1 31321 Counter: 3077 / 3076 Counted By: PCC / DAB Weather: Clear Other: Biscayne is 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 File Name : 5774BiscayneBivd@15PM Site Code : 57743077 Start Date : 09/15/2005 Page No :2 Biscayne Boulevard Southbound NE 15th Street Westbound Biscayne Boulevard Northbound NE 15th Street Eastbound Start Time Peak Hour From I5'00 to 17:45 - Peak 1 of 1 Intersection 17:00 Volume 139 595 1 Percent 17.5 75.0 0.1 Volume 139 595 1 Volume 34 160 1 Peak Factor High Int. 17:00 Volume 38 165 Peak Factor • • RTOR Right App. Left Total 58 793 7.3 58 793 17 212 0 17 220 0.901 Thru 128 142 33.1 36.7 128 142 35 41 17:00 39 44 RTOR 24 6.2 24 6 Right App. Tata! 93 387 24,0 93 387 25 107 5 21 109 0.888 Left Thru I RTOR 32 778 3.2 77.6 32 778 10 204 { App. Right Talai 13 180 1003 1.3 17,9 13 180 I003 1 36 251 17:45 9 200 2 55 266 0,943 left Thru 33 211 12,7 81.2 33 211 10 68 RTOR Right App. 1nt. Total Total 1 15 260 0.4 5.8 1 15 260 0 7 85 17:15 10 68 0 7 85 0.765 a to Biscayne Boulevard Out In Total 93 € 17211 j 928 Right Thru North Left p115/2005 5:00:00 PM 2(1512005 5:45:00 PM At Vehicles Left Thru Ri 32 19 i 739] L 1003j Out In Total Biscayne Boulevard r 17421 is 2443 2443 655 0.932 Thru Lefl Counter: 3077 / 307,5 Counted By: PCC / DAB Weather: Clear Other: Biscayne is1 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 File Name ; 5774BiscayneBlvd@15PM Site Code : 57743077 Start Date : 09/15/2005 Page No : 3 Counter: 3077 / 3076 Counted By: PCC I DAB Weather: Clear Other: Biscayne is lane N/S @ 14 St 11111.- art Time Factor 16:00 16:15 16:30 16:45 Total 17:00 17:15 17:30 17:45 Total Biscayne Boulevard Southbound Left I Thru I.61 1.0 29 119 33 117 41 152 32 124 135 512 38 34 38 29 139 165 160 142 128 595 RTOR 1,0 Right 1 1.0 1 3 13 3 12 3 12 1 12 10 49 0 0 0 17 17 13 11 58 Grand Total 274 110 11 107 Apprch % 18.3 73.8 0.7 7.1 Total % 5.8 23.5 0.2 2.3 • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax:(305)385-9997 Toml 164 165 208 169 706 220 I 212 193 168 793 1499 31.9 Left 1.0 43 37 34 34 153 39 35 33 21 128 281 36.2 6.0 Groups Printed- All Vehicles NE 15th Street I Biscayne Boulevard Westbound Northbound Thru E RTOR 1.0 1 1,0 36 33 30 39 138 44 41 35 22 142 280 36.1 6,1 21.6 6,0 1.0 3.6 16.5 6 7 6 4 23 Right 1.0 18 18 17 22 75 5 21 6 25 2 26 11 21 24 93 App. I Total I Lai 103 95 92 99 389 109 107 96 75 387 Thru 1.0 1 I.0 14 16 11 8 49 195 206 210 172 783 6 179 10 204 7 195 9 200 32 778 47 168 776 81 156 1 4.1 78,5 0.9 16.5 1.7 33,2 0.4 7.0 RTOR 1.0 0 0 3 4 Right 1.0 36 45 31 37 149 8 44 1 36 2 45 2 55 13 180 17 329 App. Total 246 267 252 220 985 237 251 249 266 1003 1988 42.3 Let 1,0 File Name : 5774BiscayneBivd@ 15PM Site Code : 57743077 Start Date : 09/15/2045 Page No : 1 NE 15th Street Eastbound Thru 1.0 RTOR 1.0 Right I,0 App, Total 6 30 0 4 40 7 31 I 3 42 4 38 3 2 47 4 42 I 6 53 21 141 5 15 1821 6 38 1 1 46 10 68 0 7 $5i 10 48 0 5 631 7 57 0 2 66 33 211 1 15 260{ Int.[ Total I; 553 569 599 54I 2262 612 655 601 575 2443 54 352 6 30 442 4705 12.2 79,6 1.4 6.8 1.1 7,5 0.1 0.6 9.4 f 18301 Biscayne Boulevard Out In Total 1 14991 1 33291 L 1181 11071 1 2741 Right Thru Left 1. North 4 /15/2005 4:00:00 PM /15/2005 5:45:00 P14 All Vehicles Left Thru Ri ht 346 i 1421J 1 19881 1 34121 Out In Total Biscayne Boulevard 09/22/05 13:41:36 III ************ Dual TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Channel 15 Minute Final Report (page 2 of 2) Site ID : 5774-N/SE1 Info 1 : Biscayne Boulevard Info 2 : 8/0 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 lir2 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 ''''44, 1322 4 185 205 189 199 778 175 175 160 168 678 /t1- , ' ..-' 1534 5 184 183 209 195 771 201 185 192 185 763 ' 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 *** 8:00arn 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 Ili irectional Split : eak Hour Factor 0.953 0.956 eak / Day Total 0.06547% 0.053% 67 0.962 0.066 09/22/05 13:41:36 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute Site ID 5774-N/SB1 Info 1 : Biscayne Boulevard Info 2 : S/O NE 17th Street * * * Page: 1 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 eiM2 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 4 185 205 189 199 778 175 175 160 168 678 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 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 Lane 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 • 09/22/05 13:41:36 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5774-N/SB1 Info 1 : Biscayne Boulevard Info 2 : S/0 NE 17th Street Page: 2 Date : Sep 22, 2005 Thu Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour Starts 1-NB 0 15 30 Hour 45 Total 2-SB 0 15 30 Hour 45 Total Combined Total AM 12 1 2 3 4 5 6 7 8 9 10 11 2 3 4 5 6 7 8 9 10 11 63 49 54 35 201 35 23 38 21 117 13 26 18 13 70 20 17 12 23 72 12 11 12 16 51 12 13 27 19 71 47 61 98 106 312 126 114 111 102 453 104 109 138 140 491 114 127 128 138 507 128 119 140 134 521 156 161 166 163 646 44 38 35 37 154 32 31 29 23 115 13 20 19 19 71 21 21 19 19 80 18 15 17 19 69 24 27 34 43 128 65 101 132 181 479 168 212 242 268 890 296 309 281 252 1138 264 256 222 232 974 230 146 170 198 744 175 183 169 170 697 355 232 141 152 120 199 791 1343 1629 1481 1265 1343 TOTALS AVERAGE 39% 73.2 period Peak AM Hour is *** Volume Lane 1 Directional Split Peak Hour Factor Peak / Day Total • 8:00am to 491 30% • ▪ 0.877 • • 0.140 3512 61% 5539 292.7 115.4 period 461.6 9:00am *** Lane 2 1138 Combined: 1629 70% 0.921 0.972 0.205 0.180 9051 754.3 09/22/05 13:41:36 •************ Dual Site ID : 5774-N/SB1 Info 1 : Biscayne Boulevard Info 2 : S/O NE 17th Street 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) Page; 3 ************** Start Date : Sep 21, 2005 Wed End Date : Sep 22, 2005 Thu Adj. Factor: 1.00 ALL DAYS COMBINED Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 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 el'42 196 191 173 188 748 182 204 208 218 812 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 4 185 205 189 199 778 175 175 160 168 678 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 lo�rectional Split 47% 53% eak Hour Factor 0.953 0.956 0.962 Peak / Day Total 0.065 0.067 0.066 09/22/05 13:41:36 fit ************ 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 : 5774-N/SB2 Info 1 : NE 2nd Avenue S/O Info 2 : 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 10 10 6 13 39 25 23 19 14 81 1 10 7 8 4 29 8 17 14 11 50 2 1 13 5 8 27 8 10 5 13 36 3 5 8 2 1 16 14 14 8 4 40 4 5 2 6 3 16 7 5 10 7 29 5 5 5 8 9 27 8 11 27 30 76 6 10 25 27 38 100 50 57 113 129 349 7 25 24 44 33 126 129 182 197 287 795 8 40 41 40 44 165 295 293 298 318 1204 9 42 53 43 55 193 265 224 220 203 912 10 57 45 53 44 199 154 132 152 145 583 11 43 51 59 78 231 138 121 130 139 528 SM 2 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 0 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 93 148 120 79 63 56 45 103 449 921 1369 1105 782 759 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 irectional Split : 39% 61% Ilieak Hour Factor 0.851 0.923 0.894 eak / Day Total 0.I06 0.064 0.076 09/22/05 13:41:36 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5774--N/SB2 Info 1 : NE 2nd Avenue S/0 Info 2 : NE 17th Street Page: 1 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 SM 2 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 34% 2486 66% 4890 7376 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 • 09/22/05 13:41:36 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5774-N/SB2 Info 1 : NE 2nd Avenue S/O Info 2 : NE 17th Street Page: 2 Date : Sep 22, 2005 Thu Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour Starts 1-NB 0 15 30 Hour 45 Total 2-SB 0 15 30 Hour 45 Total Combined Total AM 12 1 2 3 4 5 6 7 8 9 10 11 .M 2 3 4 5 6 7 8 9 10 11 10 10 6 13 39 25 23 19 14 81 10 7 8 4 29 8 17 14 11 50 1 13 5 8 27 8 10 5 13 36 5 8 2 1 16 14 14 8 4 40 5 2 6 3 16 7 5 10 7 29 5 5 8 9 27 8 11 27 30 76 10 25 27 38 100 50 57 113 129 349 25 24 44 33 126 129 182 197 287 795 40 41 40 44 165 295 293 298 318 1204 42 53 43 55 193 265 224 220 203 912 57 45 53 44 199 154 132 152 145 583 43 51 59 78 231 138 121 130 139 528 120 79 63 56 45 103 449 921 1369 1105 782 759 TOTALS AVERAGE 20% 24.3 period Peak AM Hour is *** 8:00am to Volume Lane 1 : 165 Directional Split : 12% Peak Hour Factor 0.938 Peak / Day Total 0.141 • 1168 80% 4683 97.3 97.6 period 390.3 9:00am Lane 2 * * * . 1204 Combined: 1369 88% 0.947 0.945 0.257 0.234 5851 487.6 09/22/05 13:41:36 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Page; 3 410************ Dual Channel 15 Minute Final Report (page 1 of 2) ************** Site ID : 5774-N/SB2 Start Date : Sep 21, 2005 Wed Info 1 : NE 2nd Avenue S/O End Date : Sep 22, 2005 Thu Info 2 : NE 17th Street 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 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 lir272 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 Directional Split : 39% 61% eak Hour Factor 0.851 0.923 0.894 eak / Day Total 0.106 0.064 0.076 09/22/05 13:45:53 ************* TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Dual Channel 15 Minute Final Report (page 2 of 2) Site ID : 5772-E/WB Info 1 : NE 20th Street W/O Info 2 : Biscayne Boulevard Page: 4 ************** Start Date : Sep 13, 2005 Tue End Date : Sep 14, 2005 Wed Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-EB Hour 2-WE Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 1 2 3 4 5 6 7 8 9 10 11 Ir6 5 2 1 14 2 2 5 4 13 1 7 4 2 3 16 4 10 4 3 21 2 3 3 4 3 13 4 4 7 4 19 3 1 2 2 4 9 4 1 14 6 25 4 1 5 7 4 17 3 8 12 7 30 5 2 1 0 2 5 3 5 4 5 17 6 4 4 4 3 15 8 5 3 4 20 7 10 7 5 3 25 11 6 8 3 28 8 1 1 0 0 2 3 0 0 0 3 9 4 1 0 0 5 5 2 1 0 8 10 1 0 1 0 2 5 4 2 0 11 11 2 1 0 0 3 0 0 0 1 1 0 0 0 0 0 1 1 0 0 2 2 0 1 0 1 2 1 1 2 0 4 6 0 0 0 0 0 0 0 0 1 1 1 0 0 0 0 0 0 0 1 1 2 2 0 1 0 0 1 0 4 2 0 6 7 0 0 0 1 1 0 1 0 2 3 4 2 3 2 3 10 1 0 3 0 4 14 1 2 3 2 8 1 10 3 5 19 27 3 2 1 1 7 7 2 8 3 20 27 1 6 7 6 20 6 7 10 8 31 51 2 2 2 4 10 5 5 2 1 13 23 3 6 2 2 13 5 7 5 7 24 37 27 37 32 34 47 22 35 53 5 13 13 4 TOTALS 38% AVERAGE 2.1 period 198 8.3 62% 3.4 period 325 523 13.5 21.8 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 0.101 0.095 0.098 Peak PM Hour is *** 6:45pm to 7:45pm *** Volume Lane 1 : 25 Lane 2 : 29 Combined: 54 a.rectional Split : 46% 54% eak Hour Factor 0.625 0,659 0.643 Peak / Day Total 0.126 0.089 0.103 09/22/05 13:45:53 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5772-E/WB Info 1 : NE 20th Street W/O Info 2 : Biscayne Boulevard Page: 1 Date : Sep 13, 2005 Tue Factor : 1.00 Lane 1-Directional, Axle, /2 Lane 2-Directional, Axle, /2 Hour 1-EB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 1 2 3 4 5 6 7 8 9 10 11 ar26 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% 126 61% 196 322 AVERAGE 2.6 period 10.5 4.1 period 16.3 26.8 Peak PM Hour is *** 6:45pm to 7:45pm *** Volume Lane 1 : 25 Lane 2 : 29 Combined: 54 Directional Split : 46% 54% Peak Hour Factor 0.625 0.659 0.643 Peak / Day Total 0.198 0.148 0.168 • 09/22/05 13:45:53 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel. 15 Minute Site ID : 5772-E/WB Info 1 : NE 20th Street W/O Info 2 : Biscayne Boulevard Lane 1-Directional, Axle, /2 Lane 2-Directional, Axle, /2 * * * Page: 2 Date : Sep 14, 2005 Wed Factor : 1.00 Hour 1-EB Hour 2--WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 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 .1\112 1 2 3 4 5 6 7 8 9 10 11 TOTALS 36% 72 AVERAGE 1.5 period 6.0 64% 2.7 period 129 201 10.8 16.8 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 0.278 0.240 0.254 • 09/22/05 13:45:53 •************ Dual Site ID : 5772-E/WB Info 1 : NE 20th Street W/O Info 2 : Biscayne Boulevard 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) 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-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 0 0 0 0 0 1 1 0 0 2 2 1 0 1 0 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 41/1\42 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 38% AVERAGE 2.1 period 198 8.3 62% 3.4 period 325 523 13.5 21.8 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 0.101 0.095 0.098 Peak PM Hour is *** 6:45pm to 7:45pm *** Volume Lane 1 : 25 Lane 2 : 29 Combined: 54 irectional Split : 46% 54% Ilieak Hour Factor 0.625 0.659 0.643 eak / Day Total 0.126 0.089 0.103 • • • 87-5053 SR5 / US-1 North of NE 13th Street AADT Yearly Growth 2004 39500 -2.47% 2003 40500 3.85% 2002 39000 2.63% 2001 38000 2,70% 1999 * 37000 4 Year Average Annual Growth 1.68% 4 Year Growth 6.76% 87-5056 SR5 / US-1 North of NE 19th Street AADT 2004 16500 2003 18000 2002 18500 2001 19000 2000 19000 Yearly Growth -8.33% -2.70% -2.63% 0.00% 4 Year Average Annual Growth -3.42% 4 Year Growth -13.16% rruit vale: aepternner lo, Luu3 County: 87 - DADE r forma uepartment of 1 ransportation Transportation Statistics Office 2004 Historical AADT Report Site: 5053 Description: SR SIUS-1, 100' N NE 13 ST r AADT Direction 1 Direction 2 K Factor D Factor T Factor 4 C 39,500 N 22,500 S 17,000 0.09 0.53 6.20 2003 C 40,500 N 22,000 S 18,500 0.09 0.58 6.60 2002 C 39,000 N 22,500 S 16,500 0.I0 0.52 3.40 2001 C 38,000 N 22,000 S 16,000 0.08 0,54 5.30 2000 C 51,500 N 26,000 S 25,500 0.08 0.53 3.10 1999 C 37,000 N 21,500 S 15,500 0.09 0.53 3.10 1998 C 41,500 N 21,000 S 20,500 0.09 0.53 2.50 1997 C 35,000 N 20,000 S 15,000 0.09 0.65 2.30 1996 C 32,500 N 18,500 S 14,000 0.09 0.53 2.90 1995 C 28,000 N 16,000 S 12,000 0.08 0.63 6.70 1994 C 40,500 N 22,500 S 18,000 0.09 0.60 5.50 1993 C 53,000 N 26,000 S 27,000 0.00 0.00 0.00 1992 C 44,500 N 21,500 S 23,000 0.00 0.00 0.00 1991 37,064 N 0 S 0 0.00 0,00 0.00 1990 35,703 N 0 S 0 0.00 0.00 0.00 1989 42,527 N 0 S 0 0.00 0.00 0.00 1988 40,459 N 0 S 0 0.00 0.00 0.00 1987 36,571 N 0 S 0 0.00 0.00 0.00 1986 35,808 N 0 S 0 0.00 0.00 0.00 1985 36,400 N 0 S 0 0.00 0.00 0.00 1976 28,423 N 0 S 0 0.00 0.00 0.00 • • AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T = Third Year Est; X = Unknown Page 1 Print Date: September 16,2005 Florida Department of Transportation Transportation Statistics Office 2004 Historical AADT Report County: 87 - DADE Site: 5056 Description: SR 5/US-I, 200` N NE 19 ST Wr AADT Direction 1 Direction 2 K Factor D Factor T Factor 4 C 35,000 N 16,500 S 18,500 0.09 0.53 6.20 2003 C 36,000 N 18,000 S 18,000 0.09 0.58 6,60 2002 C 36,000 N 18,500 S 17,500 0.10 0,52 3.40 2001 C 37,500 N 19,000 S 18,500 0.08 0.54 5.30 2000 C 37,500 N 19,000 S 18,500 0.08 0.53 3.10 1999 C 35,500 N 18,000 S 17,500 0.09 0.53 3.10 1998 C 41,000 N 23,000 S 18,000 0.09 0.53 2.50 1997 C 34,000 N 17,500 S 16,500 0.09 0.65 2.30 1996 C 38,500 N 15,000 S 23,500 0,09 0.53 2.90 1995 C 29,500 N 14,500 S 15,000 0,08 0.63 6.70 1994 C 31,000 N 16,000 S 15,000 0.09 0.60 5.50 1993 C 37,000 N 19,000 S 18,000 0.00 0.00 0.00 1992 C 34,000 N 0 S 0 0.00 0.00 0.00 1991 33,484 N 0 S 0 0.00 0.00 0.00 1990 31,877 N 0 S 0 0.00 0.00 0.00 1989 38,882 N 0 S 0 0.00 0.00 0.00 1988 34,807 N 0 S 0 0.00 0.00 0.00 1987 33,938 N 0 S 0 0.00 0.00 0.00 1986 34,330 N 0 S 0 0.00 0.00 0.00 1985 34,286 N 0 S 0 0.00 0.00 0.00 1976 28,461 N 0 S 0 0.00 0.00 0.00 • • AADT Flags: C = Computed; E = Manual Estimate; F = First Year Est; S = Second Year Est; T = Third Year Est; X = Unknown Page 1 • APPENDIX C CAPACITY ANALYSES TRAFFIC SIGNAL TIMING • DATA • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Intersection NE 2nd Avenue & NE 16th Street Analyst RPE/iAP Agency/Co. ,9/16/2005 Jurisdiction Date Performed _ Analysis Year 2005 Peak Season Analysis Time Period PM Peak Project Description The Chelsea 1550 Biscayne East/West Street: NE 16th 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 olume 18 341 746 16 Peak -Hour Factor, PHF 0.90 0.90 1.00 1,00 0.88 0.88 Hourly Flow Rate, HFR 20 378 0 _ 0 847 18 Percent Heavy Vehicles 0 -- -- _ 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 2 0 Configuration LT T TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume 106 42 59 5 51 Peak -Hour Factor, PHF 0.82 1.00 0.82 0.49 0.49 0.49 Hourly Flow Rate, HFR 129 0 51 120 10 104 Percent Heavy Vehicles _ 0 _ 0 0 0 2 0 _ Percent Grade (%) 0 0 Flared Approach N _ N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 1 0 Configuration LR LTR 1 Delay, Queue Length, and Level of Service • pproach Northbound Southbound Westbound i Eastbound Movement 1 4 v 7 8 9 10 11 12 Lane Configuration LT LTR LR (vph) 20 234 180 C (m) (vph) 787 441 209 lc 0.03 0.53 0.86 95% queue length 0.08 3.04 6.60 Control Delay 9.7 22.0 - . 78.5 LOS A C P • pproach Delay -- — 22.0 78.5 • pproach LOS W -- -- C F *Copyright @ 2005 University of Florida, Ai[ Rights Reserved HCS+TM Version 5.1 Generated: 11/15/2005 9:59 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Intersection NE 2nd Avenue & NE 16th Street yst RPE/TAP gency/Co. , Date Performed 9/16/2005 Analysis Year 2009 Without Site , Project Description The Chelsea 1550 Biscayne East/West Street: NE 16th 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 olume 19 363 785 17 Peak -Hour Factor, PHF 0,90 r 0.90 1.00 1,00 0.88 0.88 Hourly Flow Rate, HFR 21 403 0 0 892 19 Percent Heavy Vehicles 0 -- - -- 0 -- -- Median Type , Undivided RT Channelized 0 0 Lanes 0 1 0 0 2 0 Configuration LT T TR Upstream Signal 0 0 Minor Street Eastbound Westbound vement 7 8 9 10 11 12 L T R L T R ume 110 44 72 5 84 Peak -Hour Factor, PHF 0.82 1.00 0.82 0.49 0.49 0.49 Hourly Flow Rate, HFR 134 0 53 146 10 171 Percent Heavy Vehicles 0 0 0 0 2 0 Percent Grade (%) 0 0 Flared Approach N v N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 1 0 Configuration LR LTR Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 _ 7 8 9 10 11 12 Lane Configuration LT LTR LR .. v (vph) 21 327 187 C (m) (vph) 756 445 164 /c - 0.03 0.73 1.14 95% queue length 0.09 5,93 9,93 Control Delay 9,9 32.4 169.2 LOS A D F oach Delay -- -- 32.4 169.2 roach LOS -- l -- D F Copyright © 2005 UnEverslty of Florida, All Rights Reserved HGS+TM Version 5.1 Generated: 9122/2005 2:15 PM TWO-WAY STOP CONTROL SUMMARY General information Site Information Intersection NE 2nd Avenue & NE 16th Street lyst RPE/TAP .,9ency/Co. Jurisdiction Date Performed 9/16/2005 Analysis Year 2009 With Site nalysis Time Period PM Peak Project Description The Chelsea 1550 Biscayne East/West Street: NE 16th 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 r 2 3 - 4 5 6 L T R L T R olume 19 402 1 802 17 Peak -Hour Factor, PHF 0.90 0.90 1.00 1.00 0,88 0.88 Hourly Flow Rate, HFR 21 446 0 0 911 19 Percent Heavy Vehicles 0 — -- 0 -- -- Median Type Undivided RT Channelized 0 - 0 Lanes 0 1 0 0 2 0 Configuration LT T TR Upstream Signal 0 _ 0 Minor Street Eastbound Westbound A •vement 7 8 9 10 11 12 L T R L T R `"o ume 110 53 86 23 98 Peak -Hour Factor, PHF 0.82 1.00 0.82 0.49 0.49 0.49 Hourly Flow Rate, HFR 134 0 64 175 46 199 Percent Heavy Vehicles 0 0 0 0 2 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 1 0 Configuration LR LTR Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR LR (vph) 21 420 198 C (m) (vph) 744 389 128 v/c 0.03 1.08 1.55 95% queue length 0.09 W 14.64 14.04 Control Delay 10.0 101.6 342.5 LOS A F F oath Delay -- — 101.6 342.E 1' .proach LOS F F Copyright © 2005 University of Florida, AR Rights Reserved HCS+TM Version 5,1 Generated: 9/22/2005 2:14 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information NE 2nd Avenue & NE 15th st RPEITAP Intersection T Tease gencyfCo, Date Performed 9/16/2005 .Jurisdiction Analysis Year 2005 Peak Season nalysis Time Period PM Peak Project Description The Chelsea 1550 Biscayne East/West Street: NE 15th Terrace 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 olume 1 272 4 12 683 2 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.83 0.83 0,83 Hourly Flow Rate, HFR 1 302 4 14 _ 818 2 Percent Heavy Vehicles 0 , -- _ -- 0 _ -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 2 0 onfiguration _ LTR LT TR Upstream Signal 0 _ 0 Westbound Minor Street Eastbound • ernent 7 8 9 10 11 12 L T R L T R o ume 15 1 107 5 1 5 Peak -Hour Factor, PHF 0.61 0.61 0.61 0,46 0.46 0.46 Hourly Flow Rate, HFR _ 24 1 175 10 2 10 Percent Heavy Vehicles 0 2 _ 0 0 2 0 Percent Grade (%) 0 _ 0 Flared Approach N N Storage 0 0 RT Channelized 1 0 0 Lanes 0 1 0 w 0 1 0 Configuration LTR _ LTR Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LT LTR LTR (vph) 1 14 22 200 C (m) (vph) 818 1266 _ 437 590 c 0.00 0, 01 0.05 0.34 95% queue length 0.00 0.03 0.16 1.49 Control Delay 9.4 7,9 13.7 14.2 LOS A A B B •ach Delay -- -- 13.7 14.2 • • • roach LOS -- -- B B Copyright © 2005 University of Florida, Ali Rights Reserved NCS+TM Version 5.1 Generated; 9/2212005 2:1 B PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information intersection NE 2nd Avenue & NE 15th Terrac yst RPE/TAP • 9encyfCo. Jurisdiction Date Performed 9/16/2005 Analysis Year 2009 Without Site A nalysis Time Period PM Peak Project Description The Chelsea 1550 Biscayne East/West Street: NE 15th Terrace 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 olume 1 291 4 12 731 2 Peak -Hour Factor, PHF 0.90 0,90 0.90 0.83 0.83 0.83 Hourly Flow Rate, HFR 1 323 _ 4 14 876 2 Percent Heavy Vehicles 0 -- 0 -- -- Median Type Undivided - RT Channelized 0 0 Lanes 0 1 0 0 2 0 onfiguration LTR M LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound • ement 7 8 9 10 — 11 12 L T _ R L T R o ume 16 1 111 5 1 5 Peak -Hour Factor, PHF 0.61 0.61 0.61 0.46 0.46 0.46 Hourly Flow Rate, HFR 26 1 182 10 2 10 Percent Heavy Vehicles 0 2 0 0 2 0 Percent Grade (%) 0 0 Flared Approach N _ N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 _ 0 - 1 0 Configuration _ LTR LTR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LT LTR LTR _ v (vph) 1 14 22 209 C (m) (vph) 778 1244 409 v 557 vic 0.00 0.01 ' 0.05 0.38 95% queue length 0.00 0.03 0.17 1.73 Control Delay 9.6 7.9 14.3 15.3 LOS A A B C ach Delay -- -- 14.3 15.3 proach LOS -- -- B C Copyright © 2005 University of Florida, Ali Rights Reserved HCS+TM Version 5.1 Generated; 9/2212005 2:21 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Intersection NE 2nd Avenue & NE 15th Terrac st RPEIAAP gency/Co. Jurisdiction Date Performed 9/1612005 Analysis Year 2009 With Site nalysis Time Period PM Peak Project Description The Chelsea 1550 Biscayne East/West Street: NE 15th Terrace 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 olume 1 291 35 _ 38 745 2 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.83 0.83 0.83 Hourly Flow Rate, HFR 1 323 38 45 893 2 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 2 • 0 ontiguration LTR LT TR Upstream Signal 0 0 _ Minor Street Eastbound Westbound a - ernent 7 8 9 10 11 12 L T _ R L T R olume 16 1 111 16 1 51 Peak -Hour Factor, PHF 0.61 0.61 0.61 0.46 0.46 0.46 Hourly Flow Rate, HFR 26 1 182 34 2 111 Percent Heavy Vehicles 0 2 0 0 2 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 Northbound Southbound Westbound Eastbound Movement 1 W 4 7 8 9 10 11 12 Lane Configuration LTR LT LTR LTR (vph) 1 45 - 147 209 C (m) (vph) 767 1209 521 489 lc 0.00 0.04 0.28 _ 0.43 95% queue length 0.00 0.12 1.15 2.11 Control Delay 9.7 8.1 14.6 17.7 L.S A A 8 C •ach Delay -- — 14.6 17.7 • pproach LOS -- -- B C Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 9/22/2005 2:23 PM TWO-WAY STOP CONTROL SUMMARY General Information Site information Intersection Biscayne Blvd & NE 16th Street ,Analyst RPE/TAP Agency/Co. Jurisdiction Date Performed 9/22/2005 Analysis Year 2005 Peak Season Analysis Time Period PM Peak Project Description The Chelsea 1550 Biscayne East/West Street: NE 16th Street North/South Street: Biscayne Boulevard 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 olume 9 — 880 1 863 10 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.94 0.94 0.94 Hourly Flow Rate, HFR 9 967 1 0 918 10 Percent Heavy Vehicles 0 _ -- — 0 -- -- Median Type Undivided RT Channelized _.� _ 0 0 Lanes 0 2 0 0 2 0 Configuration LT TR T TR Upstream Signal l 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R plume 3 0 5 Peak -Hour Factor, PHF 1.00 1.00 1,00 0.67 W 0.67 0.67 Hourly Flow Rate, HFR 0 0 0 4 0 7 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 1 0 Configuration LTR Delay, Queue Length, and Level of Service • pproach Northbound Southbound Westbound Eastbound Movement 1 — 4 7 8 9 10 1112 Lane Configuration LT LTR (vph) 9 11 C (m) (vph) 745 394 lc 0.01 0.03 95% queue length 0.04 _ _ 0,09 Control Delay 9.9 14.4 — W LOS A B — ' pproach Delay -- -- 14.4 pproach LOS -- -- B .Copyright ® 2005 University of Florida, Ali Rights Reserved HCS+TM Version 5.1 Generated: 11/16/2005 9:53 AM • • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Intersection Biscayne Blvd & NE 16th Street Analyst RPE/TAP Agency/Co. Jurisdiction Date Performed 9/22/2005 Analysis Year 2009 Without Site Analysis Time Period PM Peak Project Description The Chelsea 1550 Biscayne East/West Street: NE 16th Street North/South Street: Biscayne Boulevard Intersection Orientation: North -South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street r Northbound Southbound Movement 1 2 3 4 5 6 L T R L _ T R olume 55 1075 1 997 10 Peak -Hour Factor, PHF 0.91 0.91 W 0.91 0.94 0.94 0.94 Hourly Flow Rate, HFR 60 1181 1 0 1060 10 Percent Heavy Vehicles 0 -- -- 0 _ -- -- Median Type Undivided RT Channelized J 0 0 Lanes 0 2 0 0 2 0 Configuration LT TR T TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume 3 0 5 Peak -Hour Factor, PHF 1.00 1,00 1.00 0.67 0.67 0.67 Hourly Flow Rate, HFR 0 0 0 4 0 7 Percent Heavy Vehicles 0 0 Y 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 _W- 0 RT Channelized 0 0 Lanes 0 0 _ 0 0 1 0 Configuration LTR Delay, Queue Length, and Level of Service ' pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT v LTR (vph) 60 11 C (m) (vph) 659 269 lc 0.09 0.04 95% queue length 0.30 W 0.13 Control Delay 11.0 19.0 LOS B C j ' pproach Delay -- -- 19.0 • pproach LOS -- -- C . Copyright 0 2005 University of Florida, NI Rights Reserved HCS+Thl Version 5.1 Generated; 11/16/2005 9;51 AM TWO-WAY STOP CONTROL SUMMARY eneral Information Site Information Intersection Biscayne Blvd & NE 16th Street Analyst - RPE/TAP Agency/Co. Jurisdiction Date Performed 9/22/2005 Analysis Year 2009 With Site naiysis Time Period PM Peak Project Description The Che sea 1550 Biscayne East/West Street: NE 16th Street North/South Street: Biscayne Boulevard 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 olume 61 1075 1 996 24 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.94 0.94 0.94 Hourly Flow Rate, HFR 67 9181 1 0 1059 25 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT TR T TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume 3 0 5 Peak -Hour Factor, PHF 1.00 9.00 9.00 0.67 0.67 0.67 Hourly Flow Rate, HFR 0 0 0 4 0 7 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 1 0 onfiguration LTR Delay, Queue Length, and Level of Service t pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR - v (vph) 67 11 C (m) (vph) 651 263 ' lc 0.10 _ 0.04 Y 95% queue length 0.34 0.13 Control Delay 11.2 _ 19.3 LOS B . C _ pproach Delay — -- 19.3 • pproach LOS -- -- C .Copyright ® 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 11/1612005 9:54 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information intersection Biscayne Blvd & NE 15thTerrac lyst RPEITAP gencylCo. Jurisdiction Date Performed 9/1612005 Analysis Year 2005 Peak Season nalysis Time Period PM Peak Project Description The Chelsea 1550 Biscayne EastlWest Street: NE 15th Terrace North/South Street: Biscayne Boulevard 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 plume 1 889 860 5 Peak -Hour Factor, PHF 0.91 0.91 1.00 1.00 0.93 0.93 Hourly Flow Rate, HFR 1 976 w 0 _ 0 924 5 Percent Heavy Vehicles -.- 0 — -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 0 0 Minor Street Eastbound Westbound i• ement 7 8 9 10 11 12 V L T R L T R volume 15 Peak -Hour Factor, PHF 0.58 1.00 0.58 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 25 0 0 0 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 1 0 0 0 Configuration R Delayer Queue Length, and Level of Service • pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L R (vph) 1 25 C (m) (vph) 744 703 !c 0.00 w 0.04 95% queue length 0.00 v 0. ii Control Delay 9.8 r 10.3 LOS A - W B oach Delay -- -- 10.3 • pproach LOS -- -- B Copyright ®20©5 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 9/22/2005 2:54 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information intersection Biscayne Blvd & NE 15th Terse yst RPE/TAP gencyICo. Jurisdiction Date Performed 9/16/2005 Analysis Year 2009 Without Site • nalysis Time Period PM Peak Project Description The Chelsea 1550 Biscayne EastNVest Street: NE 15th Terrace North/South Street: Biscayne Boulevard 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 1 1130 994 5 Peak -Hour Factor, PHF 0.91 0.91 1.00 1.00 0.93 0.93 Hourly Flow Rate, HFR 1 1245 0 0 1066 5 _ Percent Heavy Vehicles 0 _ -- t -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 onfiguration L T T TR Upstream Signal 0 0 Minor Street Eastbound Westbound • ement 7 8 9 10 11 12 L T R L T R o ume 15 Peak -Hour Factor, PHF • 0.58 1.00 0.58 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 25 0 0 0 Percent Heavy Vehicles w 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage v 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 ._ 0 Configuration R Delay, Queue Length, and Level of Service • pproach Northbound Southbound Westbound Eastbound Movement 1 _ 4 7 8 9 10 11 12 Lane Configuration L R (vph) 1 25 (m) (vph) 658 W 656 lc 0.00 , 0,04 95% queue length 0.00 0.12 Control Delay 10.5 _ 10.7 LOS B B each Delay -- -- 10.7 • •proach LOS -- -- B Copyright C 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 9/22/2005 2:49 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Intersection Biscayne Blvd & NE 15th Terrac yst RPEJTAP • gency/Co. _ Jurisdiction Date Performed 9/16f2005 Analysis Year 2009 With Site • nalysis Time Period PM Peak Project Description The Chelsea 1550 Biscayne East/West Street: NE 15th Terrace NorthiSouth Street: Biscayne Boulevard Intersection Orientation: North -South iStudy 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 olume 10 1136 994 14 Peak -Hour Factor, PHF 0.91 0.91 1.00 1,00 0,93 0.93 Hourly Flow Rate, HFR 10 1248 0 0 1068 15 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 _.. 0 2 0 Configuration L T T TR Upstream Signal _ 0 0 Minor Street Eastbound Westbound - ement 7 8 9 10 11 12 L T R L T R o ume 41 Peak -Hour Factor, PHF 0.58 1.00 0.58 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 70 0 0 0 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 _ 1 0 0 0 Configuration R Delay, Queue Length, and Level of Service • pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L -..- - R (vph) 10 . _ 70 C (m) (vph) 652 _ 652 is 0,02 0.11 95% queue length 0.05 0.36 Control Delay 10.6 _ 11.2 LOS B B )ach Delay -- -- 11.2 • pproach LOS • -- __ B Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 9/22/2005 2:56 PM SHORT REPORT General Information Site information yet RPE/TAP cy or Co. Date Performed 9/16/2005 Time Period PM Peak 'Intersection Biscayne Blvd & NE 15th Street Area Type All other areas Jurisdiction Analysis Year 2005 Peak Season Volume and Timing Input EB WB 1 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) 36 232 18 141 156 129 35 856 212 153 654 65 % Heavy veh 0 2 0 0 2 0 0 2 0 0 2 0 P H F 0.76 0.76 0.76 1 0.89 0,89 0.89 0.94 0.94 0.94 0.90 0.90 0.90 Actuated (PIA) A A A A A A A P P A P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 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 W V 3.0 3.0 Ped/Bike/RTOR Volume 0 0 1 0 0 24 0 0 13 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 alling/hr stopslhr 0 0 0 0 0 0 0 Unit Extension 3.0 i_ 3.0 3.0 _ 3.0 3.0 3.0 3.0 Phasing WB Only yEW Perm 03 04 Excl. Left NS Perm 07 08 Timing G= 7.0 G= 19.0 G= G= G= 7.0 G= 61.0 �Y= G= G= Y = 3 Y= 5 Y= Y= Y= 3 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 110.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 374 158 293 37 1123 170 798 Lane group cap. 246 208 465 412 1918 291 1944 vlc ratio 1.52 0.76 0.63 0.09 0.59 0.58 0.41 Green ratio 0.17 0.26 0.26 0.65 0.55 0.65 0.55 Unit delay d1 45.5 33.3 35.8 8.1 16.2 11.6 14.1 Delay factor k 0.50 ` 0.31 0.21 0.11 0.50 0.18 0.50 ^Increm. delay d2 253.9 15.0 2.7 0.1 1.3 , 3.0 0.6 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 299.4 48.3 38,5 8.2 17.5 14.6 14.8 Aige group LOS F D D A B B B Wch. delay 299.4 41.9 17.2 14.7 Approach LOS V F D B B Intersec. delay 55.9 Intersection LOS E Copyright © 2005 University of Florida, Ail Rights Reserved HCS+TM Version 5.1 Generated: 9/22/2005 10:22 AM SNORT REPORT General information Site Information "st RPE/TAP cy or Co. Date Performed 9/16/2005 Time Period PM Peak Intersection Biscayne Blvd & NE 15th Street Area Type All otheerr areas Jurisdiction Analysis Year 2009 Without Site Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT _ TH RT LT TH RT Num. of Lanes 0 1 0 1 1 0 1 2 0 1 2 0 Lane Group LTR L TR L TR L TR Volume (vph) 37 241 19 147 162 134 36 1096 221 159 780 68 % Heavy veh 0 2 , 0 0 2 0 0 2 0 ~ 0 2 0 PHF 0.76 _ 0.76 0.76 0.89 0.89 0.89 0.94 0.94 0.94 0.90 0.90 0.90 Actuated (P/A) A A A A A A A P P A P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 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 M 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 1 0 0 24 0 0 13 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 nglhr ._ ., 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 WB Only EW Penn 03 04 Excl. Left NS Perm 07 08 Timing G= 7.0 G= 19.0 G= G= G= 7.0 G= 61.0 G= G= Y= 3 Y= 5 Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 110.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 390 165 306 38 1387 177 941 Lane group cap. 232 207 465 354 1926 219 1946 vlc ratio 1.68 0.80 0.66 0.11 0.72 0.81 0.48 Green ratio 0.17 0.26 0.26 0.65 0.55 0.65 0.55 Unit delay di 45.5 33.7 36.1 8.7 18.2 17.3 14.9 Delay factor k 0.50 0.34 0.23 0.11 0.50 0.35 0.50 Increm. delay d2 324.5 19.3 3.4 0.1 2.4 19.8 0.9 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 370.0 53.0 39.5 8.9 20.5 37.1 15.8 _ LOS F D D A R C D B iiigroup ch. delay 370.0 44.2 20.2 19.1 Approach LOS F D C B intersec. delay 63.3 Intersection LOS E Copyright © 2005 University of Florida, Al! Rights Reserved HCS+TM Version 5.1 Generated: 9/22/2005 2:57 PM SHORT REPORT General information Site Information st RPE/TAP *icy or Co. Date Performed 9/16/2005 Time Period PM Peak Intersection Biscayne Blvd & NE 15th Street Area Type All other areas Jurisdiction Analysis Year 2009 With Site & New Timing Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 1 0 1 1 0 1 2 0 1 2 0 Lane Group LTR L TR L TR L TR Volume (vph) 37 242 23 147 162 135 37 1104 221 161 796 76 % Heavy veh 0 2 0 0 2 _ 0 0 2 0 0 2 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Actuated (PIA) A A A A A A AP PAPP 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 W Unit Extension 3.0 3.0 3.0 _ 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 1 0 0 24 0 0 13 0 0 1 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 N 0 N NONNO N N O N IngIGrade/Parking nglhr 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 WB Only EW Perm 03 04 Excl. Left NS Perm 07 08 Timing , G= 2.2 G= 31.1 G= G= G= 8.1 G= 52.6 G= G= Y= 3 Y= 5 Y= Y= Y= 3 Y= 5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 110.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 334 163 303 41 1458 179 967 Lane group cap. 461 227 582 302 1661 202 1677 vic ratio 0.72 0.72 0,52 0.14 0.88 0.89 0.58 Green ratio 0.28 0.33 0.33 0.58 0.48 0.58 0.48 Unif. delay di 35.6 40,8 29.8 12.5 25.8 28.5 20.7 Delay factor k 0.29 0,28 0.13 0.11 0.50 0.41 0.50 - lncrem, delay d2 5.6 10.5 0.8 0.2 6.9 34.2 1.5 PF factor 1.000 1.000 1.000 1.000 W 1.000 1.000 1.000 Control delay 41.2 51.3 30.7 12.7 32.7 62.7 22.1 LOS D D C , B C - E C Itgroup ch. delay 41.2 37.9 32.2 28.5 Approach LOS D D C C Intersec. delay 32.6 Intersection LOS C TWO-WAY STOP CONTROL SUMMARY General Information Site Information yst RPE/TAP Intersection Site Drive & NE 16th Street ►- .encyfCo. :Jurisdiction Date Performed 9/16/2005 Analysis Year 2009 With Site • nalysis Time Period PM Peak Project Description The Chelsea 1550 Biscayne East/West Street: NE 16th Streeet North/South Street: Site Drive Intersection Orientation: East-West Study Period (hrs): 0,25 ehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume _ 20 28 Peak -Hour Factor, PHF 1.00 1.00 1 1.00 0.50 0.50 1.00 Hourly Flow Rate, HFR 0 0 0 40 56 0 Percent Heavy Vehicles 0 -- _ -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 0 0 1 1 0 Configuration L T Upstream Signal 1 0 0 Minor Street Northbound Southbound Movement 7 8 _ 9 10 11 12 ..- L T R L T R e 46 Peak -Hour Factor, PHF 0.50 1.00 1,00 1.00 1.00 1.00 ' Hourly Flow Rate, HFR 92 0 0 0 0 0 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 1 0 0 0 0 0 Configuration _ L , _ Delay, Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L (vph) 40 92 C (m) (vph) 1636 877 r vla 0.02 0.10 95% queue length 0.08 0.35 w Control Delay 7.3 9.6 LOS A A - • oach Delay 9.6 •ach LOS -- -- A Copyright 0 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 9/22/2005 3:12 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information yst RPETAP Intersection Site Drive & NE 15th Terrace Jurisdiction • =-ncylCo. Analysis Year 2009 With Site Date Performed 9/1612005 nalysis Time Period PM Peak Project Description The Chelsea EastANest Street: NE 15th Terrace North/South Street: Site Drive Intersection Orientation: East-West Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound t Westbound Movement 1 2 3 4 5 6 L T R L T R olume 57 17 7 18 Peak -Hour Factor, PHF 0.50 0.50 1.00 0,50 0.50 1.00 Hourly Flow Rate, HFR 114 34 0 14 36 0 _ Percent Heavy Vehicles 0 _ -- - 0 - -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 W 11 12 _ L T R L T R ne 26 57 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.50 1.00 0.50 Hourly Flow Rate, HFR 0 0 0 52 0 114 Percent Heavy Vehicles 0 0 _ 0 0 0 0 Percent Grade (%) 0 _ 0 Flared Approach N N Storage 0 W 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 LT LR (vph) 114 _ 14 166 C (m) (vph) 1588 1591 902 lc 0.07 0.01 0.18 95% queue length 0.23 0.03 _ 0.67 Control Delay 7.4 7,3 9.9 LOS v A A A • oath Delay -- -- 9.9 ach LQS -- -- Copyright 0 2005 University of Florida, Ali Rights Reserved HCS+TM Version 5.1 Generated; 9/2212005 315 RM 2381 US 1 & NE 15 ST TIMING FOR DAY # 2 (SECTION 3) PAGE 4 TIME PT OFF NSW F Y R WL Y EWW F G Y R NSL Y S Y M CYC MIN: 7 6 5 11 1 5 0 11 7 35 6 4 1 7 3 7 11 1 4 1 7 3 90EARLY NI 15 21 0 14 6 4 1 5 3 7 11 1 4 1 5 3 7 65NITE M2 115 23 0 14 6 4 1 5 3 7 11 1 4 1 5 3 7 65LATE NIG 019 3 3 9 6 4 1 5 3 7 11 1 4 1 5 3 8 9 0DAWN M 2 1 36 35 6 4 1 7 3 7 11 1 4 1 7 3 8 90AVG M2 0 2 35 35 6 4 1 7 3 7 11 1 4 1 7 3 8 90PRE AN M 745 12 42 35 6 4 1 7 3 7 11 1 4 1 7 3 8 90AM PEAK 845 16 18 52 6 4 1 10 3 7 11 1 4 1 7 3 8 110MID MORN 1200 17 6 55 6 4 1 7 3 7 11 1 4 1 7 3 8 110NOON M2 1345 10 6 55 6 4 1 7 3 7 11 1 4 1 7 3 8 110AFT M1 0 1545 9 —2-5 6 _ i_� '73 „ :I", i i_.w.,b >� 4....._i... ..��a .'...,:— ,� W _. '. F m 5 PRE PM 1630 18 7 55 6 4 1 7 3 7 11 6 4 1 7 3 8 115PM PEAK 1800 3 7 35 6 4 1 7 3 7 11 1 4 1 7 3 8 90POST PM 1900 1 36 35 6 4 1 7 3 7 11 1 4 1 7 3 8 90AVG M2 0 • • • APPENDIX D ITE TRIP GENERATION • • r • Summary of Trip Generation Calculation For 384 Dwelling Units of High -Rise Residential Condo / Townhouse September 15, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 4.18 2.08 1.00 1605 7-9 AM Peak Hour Enter 0,06 0,00 1.00 23 7-9 AM Peak Hour Exit 0.28 0,00 1.00 108 7-9 AM Peak Hour Total 0.34 0.59 1.00 131 4-6 PM Peak Hour Enter 0.24 0.00 1.00 92 4-6 PM Peak Hour Exit 0.14 0.00 1.00 54 4-6 PM Peak Hour Total 0.38 0.52 1.00 146 AM Pk Hr, Generator, Enter 0.06 0.00 1.00 23 AM Pk Hr, Generator, Exit 0.28 0.00 1.00 108 AM Pk Hr, Generator, Total 0.34 0.59 1.00 131 PM Pk Hr, Generator, Enter 0.26 0.00 1.00 100 PM Pk Hr, Generator, Exit 0.12 0.00 1.00 46 PM Pk Hr, Generator, Total 0.38 0.62 1.00 146 Saturday 2-Way Volume 4.31 2.11 1.00 1655 Saturday Peak Hour Enter 0.15 0.00 1.00 58 Saturday Peak Hour Exit 0.20 0.00 1.00 77 Saturday Peak Hour Total 0.35 0.59 1.00 134 Sunday 2-Way Volume 3.43 1.88 1.00 1317 Sunday Peak Hour Enter 0.16 0.00 1.00 61 Sunday Peak Hour Exit 0.14 0.00 1.00 54 Sunday Peak Hour Total 0.30 0.55 1.00 115 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 79.988 Th.Gr.Sq.Ft. of General Office Building September 15, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 11.01 6.13 1.00 881 7-9 AM Peak Hour Enter 1.36 0.00 1.00 109 7-9 AM Peak Hour Exit 0.19 0.00 1.00 15 7-9 AM Peak Hour Total 1.55 1.39 1.00 124 4-6 PM Peak Hour Enter 0.25 0.00 1.00 20 4-6 PM Peak Hour Exit 1.24 0.00 1.00 99 4-6 PM Peak Hour Total 1.49 1.37 1.00 119 AM Pk Hr, Generator, Enter 1.36 0.00 1.00 109 AM Pk Hr, Generator, Exit 0.19 0.00 1.00 15 AM Pk Hr, Generator, Total 1.55 1.39 1.00 124 PM Pk Er, Generator, Enter 0.25 0.00 1.00 20 PM Pk Hr, Generator, Exit 1.24 0.00 1.00 99 PM Pk Hr, Generator, Total 1.49 1.37 1.00 119 Saturday 2-Way Volume 2.37 2.08 1.00 190 Saturday Peak Hour Enter 0.22 0.00 1.00 18 Saturday Peak Hour Exit 0.19 0.00 1.00 15 Saturday Peak Hour Total 0.41 0.68 1.00 33 Sunday 2-Way Volume 0.98 1.29 1.00 78 Sunday Peak Hour Enter 0.08 0.00 1.00 6 Sunday Peak Hour Exit 0.06 0.00 1.00 5 Sunday Peak Hour Total 0.14 0.38 1.00 11 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 11.846 T.G.L.A. of Soecialtv Retail Center September 15, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 1.00 525 7-9 AM Peak Hour Enter 0,00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.19 0.00 1.00 14 4-6 PM Peak Hour Exit 1.52 0.00 1.00 18 4-6 PM Peak Hour Total 2.71 1.83 1.00 32 AM Pk Hr, Generator, Enter 3,28 0.00 1.00 39 AM Pk Hr, Generator, Exit 3.56 0.00 1,00 42 AM Pk Hr, Generator, Total 6.84 3.55 1.00 81 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 33 PM Pk Hr, Generator, Exit 2,21 0.00 1.00 26 PM Pk Hr, Generator, Total 5.02 2.31 1.00 59 Saturday 2-Way Volume 42.04 13.97 1.00 498 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Sunday 2-Way Volume 20.43 10.27 1.00 242 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0,00 0.00 1.00 0 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS 17•Se0-2001 TABLE 21.86 DOWNTOWN MIAMI DRI UPDATE - INCREMENT fl PM PEAK HOUR TRIP GENERATION ANALYSIS OMNI AREA USES OFFICE ATTRACTIONS - MOVIE THEATER ATTRACTIONS - BALLPARK (5) INSTITUTIONAL CONVENTION INDUSTRIAL RESIDENTIAL RETAIL, HOTEL UNITS ITE LAND USE TRIP GENERATION CODE RATE OR FORMULA [1] M PEAK HOUR TRSP 195,000 SQ.FT. 710 5,000 SEATS 444 0 SEATS 444 0 SO. FT. a SQ,FT. 500,000 SIFT. 1,125 R.U. 150,000 SQ.FT. 300 ROOMS 540 710 110 232 820 310 ITE 6TH EDITION 7 = 1,121 (X) + 79.295 T=0.14(X) 7 = 0,02 (X) T=1.66(X) T=1.121 (X)+79.295 T = 1.433 (X) - 163.421 T = 0.342 (X) + 15.466 Ln(T) = 0.660 Lrs(X) + 3.403 LI1(T) = 1,212 Ln(X) - 1.763 N OUT TOTA 17% 53% 85% 46% 7% 12% 62% 48% 53% TRIPS 51 371 0 0 66 248 394 91 53% ( TRIPS TRIPS 247 296 47% i 329 700 15% 54% 83% 88% 38 % 52% 47% 0 0 0 0 01 487 553 152 400 427 621 81 172 GROSS VEHICLE TRIPS 41% 1,221 59% 1 723 2,944 VEHICLE OCCUPANCY ADJUSTMENT @ 16.0% OF GROSS EXTERNAL TRIPS (2) 41% 1 195 59% 275 4f 1 TRANSIT TRIP REDUCTION ( 14.9°4 OF GROSS EXTERNAL TRIPS (3] 41% 182 59% 257, 439i PEDESTRIAN/BICYCLETRIP REDUCTION a 10,0%% OF GROSS EXTERNAL TRIPS (4] , 41% 1 122 59% 172 2941 NET EXTERNAL VEHICLE TRIPS 41% . 722 59% 1 a18 1 740 r NET EXTERNAL PERSON TRIPS IN VEHICLES 1.40 PERSONS! VEHICLE 41% 899 59% 1,437 2,4361 NET EXTERNAL PERSON TRIPS USING TRANSIT @ 1,40 PERSONS / VEHICLE 41% 252 59% 363 615 NET EXTERNAL PERSON TRIPS VEHICLES AND TRANSIT MODES 41% 1 251 59% i 800 3 051 NET EXTERNAL PERSON TRIPS WALKING OR USING BICYCLES 0 1.40 PERSONS! VEHICLE 41% 169 591Ye 243 4121 NOTES. (1] IN THE FORMULAS, ;X) IS THE AREA PER 1,000 SQUARE FEET, SEATS, ROOMS OR UNITS. (2) A 16% REDUCTION TO ACCOUNT FOR SAME PERSON TRIPS AS i T E BUT HIGHER VEHICLE OCCUPANCY (MIAMI`s 1.4 vs. ITE's 1.2 PERSNEH) (3] TRANSIT TRIP REDUCTION BASED ON PROJECTED MODAL SPLITS USED IN THE ORIGINAL DOWNTOWN MIAMI DR! STUDY. (4] PEDESTRIAN AND BICYCLE TRIP REDUCTIONS ARE ESTIMATED BASED ON DOWNTOWN CHARACTERISTICS. (5] TRIP RATE FOR THE ATTRACTION (BALLPARK) IS BASED ON 0.02 EMPLOYEES PER SEAT AND 1 AM & PM PEAK HOUR TRIP PER EMPLOYEE. 21-72 SOURCE; KEITH AND SCHNARS, P.A. n:ltranpian1projects12CC1116716\tables\GEN-PM1 TABLE 21.133 DOWNTOWN MIAMI DR! UPDATE • INCREMENT II AM PEAK HOUR TRIP GENERATION ANALYSIS OMNI AREA ITE AM PEAK HOUR TRIPS LAND USE ITE 8TH EDITION TRIP GENERATION N OUT TOTAL USES UNITS CODE RATE OR FORMULA [1] %, TRIPS % TRIPS TRIPS OFFICE ATTRACTIONS • MOVIE THEATER ATTRACTIONS • BALLPARK (5] INSTITUTIONAL CONVENTION INDUSTRIAL RESIDENTIAL RETAIL HOTEL 105,000 SOFT. 5,000 SEATS 0 SEATS 0 SO. FT. 0 SOFT. 500,000 SQ,FT. 1,125 D.U. 150,000 SOFT, 300 ROOMS 710 444 444 540 710 110 230 820 310 Ln(T) = 0.797 Ln(X) + 1.558 T = 0.02 (X) T = 0,02 (X) T m 1,76 (X) Ln(T) = 0,797 Ln(X) + 1.558 T = 1.183 (X) • 82.275 T=0.288{X)+28.861 Ln(T) = 0.598 Ln(X) + 2.329 Ln(T)-= 1.240 Ln(X) • 1.998 88% 53% 85% 80% 854'. 860 19% 61% 51% 280 0 0 0 0 442 67 124 98 12% 47% 15% 20% 12°10 12% 81% 39% 39% 38 100 0 I 0 0 SO 286 79 62 318 100 0 0 0 50J 353 203 160 GROSS VEHICLE TRIPS 62% 1,011 I 36% 625 1,636 i VEHICLE OCCUPANCY ADJUSTMENT ( 16,0% OF GROSS EXTERNAL TRIPS j2] 62% 162 38% 100 262l TRANSIT TRIP REDUCTION @ 14,9% OF GROSS EXTERNAL TRIPS [3] 62% 151 35% 93 244 PEDESTRIAN/BICYCLE TRIP REDUCTION er 10.O% OF GROSS EXTERNAL TRIPS (41 62% 101 38% 63 164 NET EXTERNAL. VEHICLE TRIPS 62% 597 39% 369 966j mommimi mi. NET EXTERNAL PERSON TRIPS IN VEHICLES @ 1.40 PERSONS 1 VEHICLE 1,352 NET EXTERNAL PERSON TRIPS USING TRANSIT 4 1,40 PERSONS / VEHIC 620.4 1 12 38% 30 342 NET EXTERNAL PERSON TRIPS VEHICLES AND TRANSIT MODES it 1 6941j NET EXTERNAL PERSON TRIPS WALKING OR USING BICYCLES a 1.40 PERSONS 1 VEHICLE _ 62% 1 ,143 38% 87 230' NQTES: [1] IN THE FORMULAS, (X) IS THE AREA PER 1,000 SQUARE FEET, SEATS, ROOMS OR UNITS. (2] A 16% REDUCTION TO ACCOUNT FOR SAME PERSON TRIPS AS ITE BUT HIGHER VEHICLE OCCUPANCY (MIAMl'6 1.4 vs. ITE's 1.2 PERSNEH) [3] TRANSIT TRIP REDUCTION BASED ON PROJECTED MODAL. SPLITS USED IN THE ORIGINAL DOWNTOWN MIAMI DRI STUDY, [4] PEDESTRIAN AND BICYCLE TRIP REDUCTIONS ARE ESTIMATED BASED ON DOWNTOWN CHARACTERISTICS. [5j TRIP RATE FOR THE ATTRACTION (BALLPARK) 15 BASED ON 0.02 EMPLOYEES PER SEAT AND 1 AM & PM PEAK HOUR TRIP PER EMPLOYEE. SOURCE; KEITH ANC SCHNARS, P.A. 21-69 n)ltranplan\project512001116716tta51e51GEN-AM 1 DLORJW 1-1,BN STI4 SW9TH ST icTil St tiST,1&.`117, .sou 2003 DeLome, Street Atlas USA 6D 2004, www.clelorme.com TN MP i (D. Inn Street Atlu LAM) 2004 Scare 7, 0 1" 1,466.7 ft Data Zoom 13-5 0 APPENDIX E FDOT SEASONAL FACTORS • • •int Date: May/17/2005 Florida Department of Transportation Transportation Statistics Office 2904 Peak Season Factor Category Report IiAMI-BADE NORTH MOCF = 0.97 ategory: 8700 Week Dates SF PSCF 1 01/01/2004 - 01/03/2004 1.00 2 01 /04/2004 - 01 / 10/2004 1.00 3 01/11/2004 - 01/17/2004 0.99 4 01/18/2004 - 01/24/2004 0.99 5 01/25/2004 - 01/31/2004 0.99 * 6 02/01/2004 - 02/07/2004 0.98 * 7 02/08/2004 - 02/14/2004 0.98 * 8 02/15/2004 - 02/21/2004 0.97 * 9 02/22/2004 - 02/28/2004 0.97 * 10 02/29/2004 - 03/06/2004 0.97 * 11 03/07/2004 - 03/13/2004 0.97 pe /� * 12 03/14/2004 - 03/20/2004 0.964-- * 13 03/21/2004 - 03/27/2004 0.97 * 14 03/28/2004 - 04/03/2004 0.97 * 15 04/04/2004 - 04/10/2004 0.98 * 16 04/ 11 /2004 - 04/ 17/2004 0.98 * 17 04/18/2004 - 04/24/2004 0.98 * 18 04/25/2004 - 05/01/2004 0.98 19 05/02/2004 - 05/08/2004 0.99 20 05/09/2004 - 05/15/2004 0.99 21 05/16/2004 - 05/22/2004 0.99 22 05/23/2004 - 05/29/2004 0.99 23 05/30/2004 - 06/05/2004 0.99 24 06/06/2004 - 06/12/2004 1.00 25 06/13/2004 - 06/19/2004 1.00 26 06/20/2004 - 06/26/2004 1.01 27 06/27/2004 - 07/03/2004 1.02 28 07/04/2004 - 07/10/2004 1.03 29 07/11/2004 - 07/17/2004 1.04 30 07/18/2004 - 07/24/2004 1.04 31 07/25/2004 - 07/31 /2004 1.03 32 08/01/2004 - 08/07/2004 1.03 33 08/08/2004 - 08/14/2004 1.02 34 08/15/2004 - 08/21/2004 1.02 35 08/22/2004 - 08/28/2004 1.03 36 08/29/2004 - 09/04/2004 1.04 4/;.,G.... 37 09/05/2004 - 09/11/2004 1.05 38 09/12/2004 - 09/18/2004 1.06 -4-----" 39 09/19/2004 - 09/25/2004 1.05-- 40 09/26/2004 - 10/02/2004 1.03 41 10/03/2004 - 10/09/2004 1.01 42 10/10/2004 - 10/16/2004 1.00 43 10/17/2004 - 10/23/2004 1.00 44 10/24/2004 - 10/30/2004 1.00 45 10/31/2004 - 11/06/2004 1.01 46 11/07/2004 - 11/13/2004 1.01 47 11/14/2004 - 11/20/2004 1.01 48 11 /21 /2004 - 11/27/2004 1,01 49 11/28/2004 - 12/04/2004 1.01 50 12/05/2004 - 12/11/2004 1.00 51 12/12/2004 - 12/18/2004 1.00 52 12/19/2004 - 12/25/2004 1.00 53 12/26/2004 - 12/31/2004 0.99 • • ID 1.03 1.03 1.02 1.02 1.02 1.01 1.01 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.01 1.01 1.01 1.01 1.02 1.02 1.02 1.02 1.02 1.03 1.03 1.04 1.05 1.06 1.07 1.07 1.06 1.06 1.05 1.05 1.06 1.07 1.08 1.09 1.08 1.06 1.04 1.03 1.03 1.03 1.04 1.04 1.04 1.04 1.04 1.03 1.03 1.03 1.02 Mote: "*" indicates peak season week Page • APPENDIX F FDOT LOS TABLES • MUATS INFORMATION 0 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 8 C D 620 1,210 1,720 3,140 4,540 5,870 4,700 6,800 8,810 E 2,370 6,670 10,010 STATE TWO-WAY ARTERIALS Class I (>0.00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A B C D 2 Undivided *" 400 1,310 1,560 4 Divided 460 2,780 3,300 3,390 6 Divided 700 4,240 4,950 5,080. 8 Divided 890 5,510 6,280 6,440 Class II (2.00 to 4.50 signalized intersections per mile) Level of Scrviee Lanes Divided A B C D 2 Undivided ** 180 1,070 1,460 4 Divided 6 Divided 8 Divided ** *4 ** 390 2,470 620 3,830 800 5,060 3,110 4,680 6,060 Class III (more than 4.5 signalized intersections 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 ** ** 4* ** B ** ** *4 ** Level of Service C D 500 1,200 1,180 2,750 1,850 4,240 2,450 5,580 E 1,610 *** *** 1,550 Interchange spacing? 2 mi, Lanes 4 6 8 10 12 A 2,310 3,580 4,840 6,110 7,360 Interchange spacing < 2 mi. Lanes 4 6 8 10 12 A 2,050 3,240 4,420 5,600 6,780 apart FREEWAYS Level of Service B C 3,840 5,350 5,930 8,270 8,020 11,180 10,110 14,110 12,200 17,020 apart Level of Se_ivice 8 C 3,350 4,840 5,250 7,600 7,160 10,360 9,070 13,130 10,980 15,890 D E 6,510 7,240 10,050 11,180 13,600 17,160 20,710 15,130 19,050 23,000 D E 6,250 7,110 9,840 11,180 13,420 15,240 16,980 19,310 20,560 23,360 3,270 f' 4,920 6,360 not E 1,470 3,120 4,690 6,060 Class IV (more than 4.5 signalized intersections per mule 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 ** ** ** ** 8 ** ** ** ** Level of Service C D E 490 1,310 1,420 1,170 2,880 3,010 1,810 4,350 4,520 2,460 5,690 5,910 NON -STATE ROADWAYS Major City/County Roadways Level of Service Lanes Divided A B C 2 Undivided 4 Divided 6 Divided Lanes Divided 2 Undivided 4 Divided ** *4 *4 *4 *4 *4 870 2,030 3,170 Other Signalized Roadways (signalized intersection analysis) Level of Service A *4 *4 B ** ** C 450 1,050 Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399.0450 http://wwwl 1.myflorida.corn/planningtsystems/stnllos/default.htm 1,390 2,950 4,450 1,480 3,120 4,690 D E 950 1,200 2,070 2,400 02/22/02 BICYCLE MODE (Note: Level of service for the bicycle made in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Paved Shoulder Bicycle Lane Coverage 0-49% 50-84% 85.100% ** 240 300 680 Level of Service 310 390 >680 D 1,3.10 >390 *** E >1,310 *** **4 PEDESTRIAN MODE (Note: Level of service for the pedestrian modc in this table is based on roadway geometries et 40 mph posted speed and traffic conditions, not number of pedestrians 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 D E 0.49o% ** ** ** 600 1,480 5Q-84% ** ** ** 940 1,800 85.100% ** 210 1,080 >1,080 *** BUS MODE (Scheduled Fixed Route) (Buses per hour) (Note: Busts per hour shown are only for the peak hour in the single direction of higher traffic flaw) Sidewalk Coverage 0-84% 85.100% A ** >6 >5 >4 Level of Service C I2 >4 >3 >3 >2 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 +5a/a Undivided No -20% Undivided Yes -5e Undivided No -250 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 aniy for general planning applications. The computer models from which this table is derived should be used for mare specific planning applications, The table and deriving computer models should not be used forcorridat or intemection design, where more refitted techniques exist. Values shown arc hourly two-way volumes for levels of service and art ter the automobile/truck modes unless specifically stated. Level of ervice letter grade thresholds are probably not comparable across medes and, therefore. cross medal eomparisans should he made with rsutian. Furdtermcre. combining lavers of service of different modes into one overall roadway :eves of service is not rscornmended. To convert to annual average daily traffic volumes, these volumes must be divided by an appropriate K factor. The table's input value defaults and level of service criteria appear an the following page. Calculations are based on planning applications of the Highway Capacity Manual< Bicycle LOS Model, Pedestrian LOS Model and Transit Capacity and Quality of Service Manual. respectively for the auto robiieftmak, bioyale, pedestrian and bus modes. "'Cannot be achieved using table input value defaults. "•"Net applicable for that level a service letter grade. For automobile/truck modes, volumes greater than level, of service la become F because intersection capacities have been inched. For bicycle and pedestrian modes, the level of scrvir* tenet grads (including F) is not achievable, because there is no maximum vehicle volume threshold using table input value defaults. 1 • • TABLE 4 - 4 ,continued) GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S Urbanized Areas INPUT VALUE ASSUMPTIONS IINII'RERRUPTD FLOW FACILITIES Frertvays Highways ROAD WAY CI[ARACATERISTICS Noma ofthrough lanes 4-12 4-12 2 4-6 Posted sped (mph) 65 55 50 50 Free how peed (mph) 70 60 55 55 Basic segment length (me) 1.5 0 Iluerclmnge spacing per mile 2.5 1 Median (ny) n Y Left turn Lanes (thy) Y y Terrain 0.13 1 1 1 I S4 AD passing zouc 80 Passing lams (o.y) n TRAFFIC CHARACTERISTICS Planamg analysis hour factor (Kt 0.097 0.093 0.095 0.095 DilcetWaal distribution 13>h> (1)) 0_55 0.55 0.55 0.55 Peak hourfactor (Pip 0.95 0.95 0.925 0.925 Base calyiffialip0 1700 2(00 Heavy vehicle peaccol 6.0 4.0 20 2.0 local adjustment factor , 0.98 1.00 , I.0 1.0 INTERRUPTED mow FACILITIES State Arterials Non -State Roadways 9kyek Pedestrian Bus ROADWAY CHARACTERISTICS Class I Class It Class III Class IV M1or Cly4County Other Signalized bass II Class II Number ofrhmugh Ian es 2 4-6 _a 8 2 4-6 8 2 4-6 8 2 4--6 8 2 4.6 2-4 4 4 Posted (mph) 45 50 50 45 45 45 33 )5 35 30 30 30 45 45 40 40 speed Fox flow speed (mph) 50 55 53 50 50 50 40 40 40 35 35 35 50 50 45 45 Malian type (n,a,r) n F r n r r n r r n r r n r r r Left rum lams (n.y) .1 Y Y Y 1 Y Paved Pant (ay) - t45090y a shoulder/bicycle Outside lane width (n.r.w) [ 1 Pavement cnndn.on 1 {u.1.d) Sitkwalk(n,y) o�fHL.Y 4y Sidewalk/roadway (a,l,w) " , t separation Sidewalk/roadway barrier fo.y) - _ n protective Obstacle hut fu.y) n to stop TRAFFIC CHARACTERISTICS Planning how factor (K) 0.045 0.095 0.095 0.095 0.095 0.095 0.095 0095 0.095 0 045 0.093 0.095 0.095 0.095 0,095 0,095 0.09.5 analysis Diteclimed distribution factor (D} 0.55 0.55 0,55 0.55 0.55 0.55 0.55 0.55 0-55 0.55 0.55 0.55 055 0.55 055 055 035 Peak hour Lamer 0.925 0925 0925 0.925 0325 0.925 0.925 0.925 0.925 0.925 0.925 0.923 0.925 0.925 0.925 0.925 0.925 Base now I 1900 1900 1900 1900 1900 1900 1900 (900 1900 1900 1900 1900 ` 1900 1900 1900 1900 1900 saturation roc _p14lj Ileavy 2.0 2.0 2.0 2.0 2.0 2.0 1.5 1.5 1.5 13 1.5 1.5 1.5 1.5 1,0 2.0 2.0 vehicle prt<0N Local factor 1.0 1.0 0.95 0.9E 0.98 0.95 0.95 0.95 0.92 - 0.92 0.92 0,90 0,98 0.98 0-9.5 098 0-98 adjustment from turn lanes 12 12 12 12 12 12 12 12 12 12 12 12 14 14 16 12 • 12 _ %turns exctttsive Bus 15 span of service CHARACTERISTICS 3.0 CONTROL MicrSCCOORS 1.5 1.0 L.0 3.0 3.0 3.0 5.0 5.0 5,0 8.0 8.0 BA 3.0 3.0 3.0 Signalized per mite 3 3 3 4 4 4 4 4 4 4 4 1 4 4 3 4 4 Arrival type (I-6) a a a s s s s s r s s s s s s s $ s Stoat type las.° 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 Cycle leuglis(C) Effective wren Gat en tIVC) 0.44 0.44 0.44 0A4 0.44 0,44 0.44 0.44 0.44 0A4 0.44 0 0.41 0.41 0.31 0.44 0.44 LDS Freeways Highways �N My Stare Two -Way Arterials Non -Stale Roadways Bicycle PodeSlriso Bus Level of Service CUSS 111 Class IV Two-lane 55 FFS Mulri(aoc vie Destiny Class 1 ATS Class R ATS Class 111 ATS Class IV ATS Major City/County ATS Other Signalized Coslr0113elay Score Semi hums per hr. vie Density ok Density A <0.32 <0.29 ell >0.917 <0.29 <11 >42mph >35mph >30mph >25mph >35m ph 510sec <1.5 <1.5 >6 B <0.53 nett <Ill <0.47 <18 >0.833 <0.47 c18 - >34mph >28mph >24tuph >19,ph >28mph 920sec <.5 <2.5 >4 C < 26 < 0.k8 <26 > 0.750 <0.68 < 26 > 21 mph > 22 mph > 18 niph > 13 mph > 22 mpb 5 35 sec 53.5 <3.5 > 3 D <0.74 <0.90 c35 <0.88 15_ 35 >0.667 <0.88 <35 >21 mph >17 mph > 14mph >9mph > ll mph < 55 sec <45 < 4.5 >2 < 1.00 <45 < 1.00 <45 > 0.583 <I.AO <41 > 16 mph > 13 mph > t0 mph > 7 > 13 mph <80 sec <5.5 <5,5 > 1 f >I.O[I >4S >ff1[i >45 <0.583 >1.00 >41 <i6mph <13 mph <I0n mph mph <7 mph Lc >80stc >3.5 [ > 5.5 , < I v!c = Demand to Capacity Ratio % FFS Percent Free How Speed ATS Average Travel Speed 0222At2 92 Miami -Dade Interim 2005 Cost Feasible Plan • • • ORIGIN ZONE 496 TRIPS PERCENT 497 TRIPS PERCENT 498 TRIPS PERCENT 499 TRIPS PERCENT 500 TRIPS PERCENT 501 TRIPS PERCENT 502 TRIPS PERCENT 503 TRIPS PERCENT 504 TRIPS PERCENT 505 TRIPS PERCENT 506 TRIPS PERCENT 507 TRIPS PERCENT 508 TRIPS PERCENT 509 TRIPS PERCENT 510 TRIPS PERCENT DIRECTIONAL DISTRIBUTION SUMMARY NNE ENE CARDINAL DIRECTIONS ESE SSE SSW WSW WNW NNW 129 41 46 111 144 155 117 89 15.50 4.93 5.53 13.34 17.31 18.63 14.06 10.70 161 64 55 123 193 198 146 136 14.96 5.95 5.11 11.43 17.94 18.40 13.57 12.64 638 658 10.59 10.92 225 93 13.46 5.57 678 183 300 780 650 1284 624 12.68 3.42 5.61 14.58 15.89 24.01 11.67 389 164 142 317 355 633 386 402 13.95 5.88 5.09 11.37 12.73 22.70 13.85 14.42 344 150 116 244 291 613 325 386 13.93 6.08 4.70 9.88 11.79 24.83 13.16 15.63 1343 521 570 957 1490 2194 1403 1706 13.19 5.12 5.60 9.40 14.63 21.54 13.78 16.75 617 222 274 229 1153 1292 716 894 11.43 4.11 5.08 4.24 21,36 23.94 13.27 16.56 934 380 570 400 2148 2499 1567 1502 9.34 3.80 5.70 4.00 21.48 24.99 15.67 15.02 732 277 25.4 13.26 5.02 4.60 593 309 290 197 1085 1232 1107 927 10.33 5.38 5.05 3.43 18.90 21.46 19.29 16.15 45 101 79 10 53 238 146 74 6.03 13.54 10.59 1.34 7.10 31.90 19.57 9.92 339 134 88 47 589 847 705 631 10.03 3.96 2.60 1.39 17.43 25.06 20.866 18.67 18 7.44 23 10 9.50 4.13 345 853 1426 924 5.72 14.15 23.66 15.33 576 607 .9.56 10.07 I TOTAL I 832 1076 6027 79 191 331 303 202 247 1671 4.73 11.43 19.81 18.13 12,09 14.78 649 5348 2.14 2788 2469 10184 5397 10000 434 719 1304 893 909 5522 7.86 13.02 23.61 16.17 16.46 5740 746 3380 3 17 73 54 44 242 1,24 7.02 30.17 22.31 18.18 - 34 - 1/18/05 • APPENDIX G COMMITTED DEVELOPMENT • WORKSHEETS & DATA • • • • NE 12th St. 1-395 Off Ran (FROM SR -- 465[636] 1-395 Off Ranp (FROM 1-95) NE 11 th St. 394[388] -----> 667[560] — . v 0 co OD CO 04 Cq XXX AM Background 2008 IntersectionTurning Movement Volumes PM Background 2006 lntersectionTurning Movement Vglumes 620[394] --' 1125[522] —AY u7 0 C7 ( uOD 0) u0m C4CC cn clv NATRANALANIPraleds5200d117S12 1100 9kcaymAGraDhkst2008d+btAF W000%FoU.d.410C.WPG 1100 Biscayne Boulevard NE 2nd Ave. NE 11 th Ter. 1100 Biscayne Boulevard -216[412] y-- _ ._44[25] Q 00 0[0] _ 423[260] --- ,1 _ 0[0] -- 260[423] 829[804] 208[26] - -. 148[169] 275[91] �, Not to Scale A 0 r u) Y cv t` co V, cl O ,(0 QD m'- cCo • co CD 0 AM and PM 2008 Background Peak Hour Volumes gliMi KEJTI! and SCHNARS, Y.A. 5 iiiam ! ENGINEERS, PLANNERS, SURVEYORS mounumw FIGURE 4 9/24/04 • • o r 47 N NE12thSt. 1-395 Off Ramp (FROM SR-S36) f kit b Scale 0 cA L 0% _.> 23.4%—s7 1-395 Off Ramp (FROM 1-95) NE 1 1 th Sirs o% 29.5%---- -sy NE 2nd Ave X%1 Inbound X°0[0] Outbound NE l lth Ter. 1100 Biscayne Boulevard < 64.2%[O] 5© o n �- Q1 L E. 0% a C3 (0 tl:lTRANP4aNWrojacls42004417542 1100 8iscaynalGraphicaWmioc! dishibulinaWPG 55,0% ----A 0% :> 16.0%[o1 __ 4% 15.9%[o1_v 1100 Biscayne Boulevard Project Trip Distribution a tr CO 1 1 'i" and SONARS, F.A. 1 �1 ENGINEERS, PAS, SFJRI YVRS wrimie FIGLlRE 7 10 27004 • • Table 7 Trip Generation Summary Daily AM Peak PM Peak Total In Out Total in Out Total In Out Gross Trips 2,020 1,011 1,09 156 41 115 235 142 93 Less Internalization 122 61 61 8 4 4 24 12 12 Less Pass By (5% daily only) 17 8 9 0 0 0 0 0 0 Red/Bike Reduction (10%) 202 101 101 15 4 11 21 13 8 Total Net External 1,679 841 838 133 33 100 190 117 73 Transit Reduction (11.7%) 196 98 98 16 4 12 22 14 8 Net External Vehicle Trips 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 Note: No trip credits 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 101h 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 E USES 1 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 SQ. 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) 12,360 SO. FT. 814 44% 15 56% 19 34 GROSS VEHICLE TRIPS 55% 348 45% 280 ' 628 Internalization (10% overall) -35 -28 -63 Pass -by (Retail & Restaurant Only) -36 -23 -58 PROJECT VEHICLE TRIPS 55% ) 277 45% _, 229 506 m 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 1.40 Persons/ Vehicle 55% 58 45% 48 105 Net External Person Trips (vehicles and transit modes) 55% 287 45% 238 524 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 55% 39 i 45% ` 32 , 71 Notes (1) 535 Keys = 194 hotel rooms, 73 condo/hotet single units, 134 units with 2 unit potential (268 keys) (2) A 16% reduction 10 adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal spits used in the Downtown Miami DRl Increment 1€ (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRt Increment 11 (5) No adjustments made tor traffic volumes related to existing parking lot. Vehicles parking at site today will be displaced to nearby tots. • • w w z NE 17 TERR 0 w z BISCAYNE BLVO NE 17 ST L (23) t (4) — 44 5 -4- NE 17 ST 62 ---) r- > . a ›... y - PROJECT z SITE ua J NE15ST VALET & DRIVEWAY NE 16 ST 46 IN = 164 OUT= 135 VENETIAN CSW'C LEGEND XX - ENTER (XX) - EXIT dPa PRO; E1 : 1650 BISCAYNE BOULEVARD MUSP TRAFFIC IMPACT STUDY SIT]. PM PEAK HOUR PROJECT TRIPS EXHIBIT No. 13 Page 22 • ti w w z NE 17 TERR 0 tv w z BISCAYNE BLVD NE 17 ST 339 - 20 —I a " NE 16 ST 61 23 -0— 66 S 44 66 7 co I 83 48 --- NE 15 ST 55 5 N PROJECT SITE 71 39 ENTRY VALE NE 17 ST 67 57 '--`- ' m NE 16 ST 46 48 10 +— 2 f 13 VENETIAN CSWY N.T. S. dPe PROJECT: 1650 BISCAYNE BOULEVARD MUSP TRAFFIC IMPACT STUDY T1TLE: FUTURE WITH PROJECT PM PEAK HOUR TRAFFIC VOLUMES EXHIBIT No, 14 Page 23 MIAMI AVE NE 36 ST 114 1 N.T.S. NE 33 ST 1/6 1:41/020 ai 10/5 21/10 1wu 4 sue. H.E 9/411r 4.92_ 2/8 t2/5 /4 171E PROJECT y4/25/12 NE 28 ST NE 25 ST t2h17 NE 22 ST 17/8 12154„ NE20ST 4-- 2/11 513 141/5 9/4/9 LEGEND 3/11 =AM/PM PEA}< 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 Exhibit 9 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Condorninuim 408 DU 232 62% 96 38% 59 155 Retail 5,400 SO. FT. 814 43% 6 57% 8 14 General Office 11,720 SO. FT. 710 18% 3 82% 14 17 GROSS VEHICLE TRIPS_ 56% t.. 105 j 44% 81 ( 186 Vehicle Occupancy Adjustment ? 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 Trip Reduction 0 10.00% of Gross External Trips (3) 56% 11 44% 8 19 NET EXTERNAL VEHICLE TRIPS 56% 62 44% 48 110 r _ _ - f Net External Person Trips in Vehicles „ 1.40 Persons/ Vehicle 56% 87 44% 67 154 Net External Person Trips using Transit 0 1.40 Persons/ Vehicle 56% 22 44% 17 39. Net External Person Trips (vehicles and transit modes) 56% 109 44% 84 193 _ (Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 56% 15 44% 11 26 Notes (1) A 16% reduction to adjust for the difference between 1TE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (2) Transit trip reduction based en projected -modal splits used in the Downtown Miami DRI Increment!! (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment 11 i W z NE 14ST BISCAYNE BLVD N BAYSHORE DR N.T.S. 20% NE 13 ST T 2%? 93% (5%) 100% N N NE12ST - �--- (15%) LEGEND XX - ENTER (XX) - EXIT ARAJECS1 OPUS MUSP TRAFFIC IMPACT STUDY 117L8i PROJECT TRIP ASSIGNMENT EXHIBIT Na. Fags 19 N BAYSHORE DR NE 14 ST N.1 S. 17 NE13ST NE12ST -� ip PROJECTr OPUS MUSP TRAFFIC IMPACT STUDY TITLC t f82 LEGEND XX - ENTER (XX) - EXIT PM PEAK HOUR PROJECT TRIPS EXHIBIT No, 13 Page 12 o )D'C)FH kill%? • P-WjECji BISCAYNE RENTALS MUSP TRAFFIC STUDY M PEAK PROJECT TRIP ASSIGNMENT EXHIBIT No, Page 11 8) • APPENDIX H REDUCED SITE PLAN • • • • • L_ UrDi NE 16th Street NE 15th Terrace y tatty IMO roman r usi v u GY7hr Wm. C.,. . r . Thomas Mee and Partners Kohl Karp Arthilectore Paradise International Development The Chelsea Ground Level Plan Nov Yvrt Miami Miami 1550 Biscayne Boulevard 20 September 2005 212 337 0334 305 573 1878 305 573 8700 Miami, llvrida CO A103