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HomeMy WebLinkAboutN Sufficiency Letter and Traffic Impact Analysis• Tab N Sufficiency Letter Traffic impact Analysis Note: Traffic Impact Analysis is based on 1258 units • • October 6, 20() r1/4/1$.liaL Medna, AP Assistant Transportation Coordinator City el Office et the City Manager/Transportation 444 SW 2r° Avenue (10/' Floor) Miami, Florida 33130 Re: Sawyer's Waik Sufficiency letter— W.O. 0 119 Via Fax and US Mail Dear Ms. rviadina: Subsequent to our September 19, 2,005 review comments for the subject project; we have received a revised analysis dated October 4, 2005: prepared by Transport Anzifysis Profe,ssiciria,s. inc. (TAP). WO have aiso received a sufficiency letter (via e-rnaii) from Kiti/esorr & Associates (K&A); who represents the FOOT Planning office. Ph.otocepies of both the revised analysis from TAP and e-rnall from K&A are attached herewith. At this time, we conclude that the traffic Impact report along with the subsequent submittal meets all the traffic requirements and the study is found to be suffioient. Shedd you have any quest ns please fell free to call Quazi Masood er me at U4.739.1 Eibl. Sincerely, UR Southern Raj ham! E. Seri '3r Traffic Engineer Cc: Mr. K6v0 WaitOrri, FiArrmr //, City of Miami (Fa): • 365 415.1443) Mr, Plolmrd P. Eichingv, TAP (Fax: :305.385.9997) JS C,'.."rocire.ior CoTmll,ex sav A4E, &itg 1,5‘ zort Laudierogig, 91f..4 735.1.6e1 ,ESX: ;54.719.17F:19 SAWYER'S WALK MIXED -USE DEVELOPMENT MIAMI, FLO DA. MUSP TRAFFIC IMPACT ANALYSIS JULY 2005 TIP TRANSPORT ANALYSIS PROFESSIONALS A Transportation Consultant Group INC • SAWYER'S WALK MIXED -USE DEVELOPMENT MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANLAYSIS Prepared for Crosswinds Florida 600 Corporate Drives, Suite 102 Fort Lauderdale, Florida 33334 (954) 839-8000 Prepared by Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 July 2005 5745 Richard P. Eichinger Project Manager (305) 385-0777 • • • SAWYER'S WALK MIXED -USE DEVELOPMENT M.IAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS INTRODUCTION 1 EXISTING CONDITIONS 15 1 TRIP GENERATION PRIMARY TRW ADJUSTMENTS 5 5 SITE ACCESS 6 TRIP DISTRIBUTION 6 PEAK SEASON TRAFFIC ADJUSTMENTS 9 FUTURE BACKGROUND TRAFFIC 9 STUDY AREA & COMMITTED DEVELOPMENT 9 PLANNED ROADWAY IMPROVEMENTS 9 LEVEL OF SERVICE 12 PERSON TRIP CAPACITY 12 TRANSPORTATION CONTROL MEASURES PLAN 12 CONCLUSION TABLES Table 1 — Daily, AM & PM Peak Hour Site Traffic Volume 5 Table lA — Adjusted Peak Hour Site Traffic Volume 6 Table 2 — PM Peak Hour Traffic Volumes 10 Table 3 W- Levels of Service 11 Table 4 — Existing Transportation. Corridor Analysis 13 Table 5 — 2008 Transportation Corridor Analysis 14 Table 6 — Existing Transportation. Corridor Analysis 15 Table 7 -- 2008 Transportation Corridor Analysis 16 FIGURES Figure 1 — General Location 2 Figure 2 — Existing PM Peak Hour Traffic at Study Locations 2 3 Figure 3 — Lane Use Geometry 47 Figure 4 — Site Only Traffic 8 Figure 5 — Year 2008 Traffic Volume Without & With Site APPENDIX Appendix A — Study Methodology Appendix B - Traffic Volume Data & Geometry 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 — Reduced Site Plan • INTRODUCTION SAWYER'S WALK MIXED -USE DEVELOPMENT MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS This report summarizes the impact of traffic from a proposed multi -story residential condominium (with a minor retail and office component) to he located north of NW 6th Street, south of NW 8`h Street, west of NW 1st Court and east of NW 3rd Avenue in Miami, Florida. Figure 1 depicts the site's general .location, The methodology used for assessing traffic impacts of the proposed 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: Arterial Analysis - NW 5th & 6`h Streets - NW 2"d Avenue Intersection Analysis NW 3rd Avenue & NW 8th Street NW 3rd Avenue & NW 6th Street NW 2"d Avenue & NW 8th Street - NW 2"d Avenue & NW 6'h Street NW 1 st Avenue & NW 8`h Street NW 2nd Avenue & NW 6th Street - All Site driveways to Public Streets EXISTING CONDITIONS Intersection turning movement volumes were recorded between 4:00-6:00 PM on a typical workday in June 2005. Figure 2 depicts existing PM peak hour volume at the three existing study intersections and Figure 3 illustrates intersection lane geometry. • Street Atlas tiSAV 2004 N;n;19Trt ST E17THTE,R.._ ▪ NW 16TH TER m `r tJ h1 i6jFi ST NE 16 fH ST NE'STH S1- NEA THST NYJ 16TH S.T m A NE 15TH TER( NW 15TH ST -if! a u e NE 1g�H S'1. \'Lrh T[.1 T { Tz PJ1iFE14TH TER `� 1 �' � NE 14TH ST N1�114T: yT - :. NW 147 ST f�6"l• ' ▪ •a i • m NE x r ..-�-,,� " "..'.". AYV ?s"Ty Sr ,nixie Park j 1uE t2TH STz 4W12THST _ NEM NW 11TH TER z ca zm NtN•41TM ST a Fla LEb 4411.. 1 II ,Riversi Park yy4TNST 11 co (.: \\ II 11 ?J d/1,:iS SW 5TH ST SJ' 3RD ST SRN. O 2003 DeLorme. Street Atlas USA8D 2004 vwvw,de[orme.com z n 1 9- 1 ST ▪ N, 9i1I ST .co SITE; 2 �. NWi9THST HE8THET �Co mention Center f ws11 TTH ET . NE 7TO ST NW 5TH ST NE STHST Sicenterrnial Aark t1E VH NV 4TH ST NW 4TH ST NE 4TH ST 2 m to z NW 3R© ST o NE 3RD ST a. �.. 1. P 2 M < , I.NE2N0 ST r z f yg5 ,,, s. M1+1STST. En ..� \ACLE_R ST q,. 6- — rst SW151ST. mSE1STSTa B co z iii m m ? z SE 3RD ST SYV 3R0 ST SE 4THST SE4TH ET SW4THST ' SE 5TH ST SE 6TH ST SW 6TH TER ,t icketl GENERAL LOCATION MAP'f s"° TN MN {0.9'E) 2 CH0PtN Pt Scale 1 : 12,800 o .6 .mom azw 1C0o- 1" 1,066.7 ft Data Zoom 14-0 • N NTS NW 8th Street NW 7th Street NW 6th Street NW 5th Street a, as c) z 4- �73a3 -41-106 28 j� f►- 75 171 --IP- C7 d NW 2nd Avenue a)c » ' L 16 u� cn sr -ram-- 124 1 1►- f 16 29 jj 123 ` 21 �' rev ` 4- 67 N -*--- 448 CO �g4 -+F— 503 f 50 // 0 m O N 87 89 —N-- 14 a) as 27 -. —415 f 22 1 t t N GO r) p N N Existing 2005 PM Peak Hour Volumes TRANSPORT ANALYSIS PROFESSIONALS Figure 2 • N NTS NW 8th Street NW 7th Street NW fith Street NW 5th Street 3rd Avenue -'1)‘t r" -*Itt .,,t tt 2 cU 1/ 1 st Avenue .• -v1 t t/r- Lane Use Geometry Allirjr/C." ikh. TRANSPORT ANALYSIS PROFESS3ONALS Sawyer's Walk Figure 3 4 • • • RIP GENERATION Traffic generation by the proposed development is estimated using rates as set forth Miami Downtown DR1 for the CBD area. The proposed land uses are as .follows: Condominiums 1,258-units - Office -- 35,000 sf Specialty retail -- 26,000 sf Table 1 depicts the street peak hour generation. The afternoon traffic is considerably higher and consistent with general traffic patterns in most of Miami -Dade County. Therefore, analyses will continue using PM peak hour values. Table 1 Sawyer's Walk PM Peak Hour Adjusted Traffic Volume ITE PM Peak Land Uses LU Code In Out Total Condominiurns 1,258-units 230 329 23 71 Office — 35,000 sf 710 20 33 40 Specialty retail -- 26,000 sf 814 124 11 20 Totals 102 88 190 PRIMARY TRIP ADJUSTMENTS The Downtown Miami DRI Update — Increment II rates are used to estimate PM peak hour trips and reduce primary trip making using the following factors: • Internal trips — 25.6% + Transit trips -- 22.6% • Pedestrian/Bicycle Trips — 10% A total of a 58.2% reduction is used to estimate primary trips. Table lA depicts the net result. Table lA Sawyer's Walk PM Peak Primary Trips Land Use Condominiums Office Retail SITE ACCESS PM Peak Hour In Out Total 137 71 208 9 41 50 52 56 108 198 168 366 Access to all four (4) buildings are accurately detailed on the site plan. A reduced site plan is in the appendix. TRIP DISTRIBUTION The Miami -Dade County Public Works Department was contacted to obtain the cardinal distribution data set as published in the 2005 MUATS travel model validation runs for TAZ 501 to determine directional trip making characteristics of area traffic. The following information was used as a guide to distribute site traffic: North/northeast — 13.42% East/northeast — 5.45% East/southeast — 7.28% South/southeast — 5.40% North/northwest — 18.56% West/northwest — 18.41 % West/southwest — 23.27% South/southwest — 8.20% Figure 4 depicts the estimated volume of site only traffic on local roadways_ PEAK SEASON TRAFFIC ADJUSTMENTS Using FDOT's 2004 seasonal factors for North Miami -Dade County, traffic volume data collected were increased by 1.052% and 1.063% (depending on date of data collection) to reflect a peak season condition. Figure 5 depicts PM peak hour traffic volume in 2008 with and without site volume. (FDOT peak season factors are in the appendix.) 6 • • NW are Avenue -11-12 NW 2nd Avenue t7 22 2 NW iat Avenue b12 NW 8th Street 4-i1 I6 Building #4 21—;- 211 Building #1 NW 7th Street 3 4-68 -0-.--20 Building #3 4-23 4_12 Building #2 33 3 N NTS NW 6th Street NW 5th Street �. Site Only PM Peak Hour Traffic Volume TRANSPORT ANALYSIS PROFESSIONALS Sawyer's Walk Figure 4 7 • • S4. NW 8th Street NW 7th Street NW 6th Street NW 5th &feet .71 z 105(105) 175(2002)--o- --105(117) -4----108(120) m �u1 m p rn NW 2nd Aven p C3� Jit -16126(148) 15((18) 29(29T J . 125(154)--r 21(21)-y III v 11 N Building #4 NW 181 Avenue N rmv18(18 -e-1a1(152) + 14115z) n N -•- 1T33{112) 11) f(21O L, f 8(8) utsar-;- 0(21)$ CO LP" trt(179)--.- 6(21)1 0o Building #1 88(92)--4 14(20)", 30 Building #3 257(325) -4-•-477(497 ) (23) N VI N 4-96(108) -4t-5 33(583 ) f 1 (63) Building #2 4--0(30) -4 T--0(33) V NTS 22(22) - 4-.-- 44443(481) r 27(27) -4-- 760(814) m C4 N N T N N --486(536) - V-486(545) Ariiiiimmorrommonmsorimi jppirjr,„ 2008 (With ) and Without Site Traffic Volumes Nir TRANSPORT ANALYSIS PROFESSIONALS Sawyer's Walk Figure 5 FUTURE BACKGROUND TRAFFIC • • The site development is estimated to be completed and the project capable of being fully occupied in 2008, The FI)OT count station nearest to the site, was researched to obtain a growth factor. The location is as follows: Station # 1034 — Flagler Street 200 e/o Miami River Bridge Annualized growth at the station indicates a slight increase in growth of 2.71 %, and is used to increase volume to year 2008. STUDY AREA AND COMMITTED DEVELOPMENT The study area has the following limits: North: 1-395 South: Flagler Street East: Miami Avenue West: I-95 The only committed development project in proximity to the proposed Sawyer's Walk is Tuscan Place and is included in the analysis of intersections and arterials. 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. LEVEL OF SERVICE Intersection level of service (LOS) analyses were performed at the off -site intersections, intersections in close proximity and the site driveways along public roads using software that supports the current Highway Capacity Manual (HCS). Arterial analyses were performed using the city's adopted Transportation Corridors analysis. The analyses were performed to measure impacts at each location with and without the project. Table 2 depicts PM peak seasonally adjusted existing traffic, year 2008 background traffic growth (without project) and year 2008 with proposed site traffic. Table 3 depicts the LOS and delay at the locations under study. TABLE 2 TRAFFIC VOLUME AT STUDY LOCATIONS YEAR YEAR 2008 YEAR 2008 2005 BACKGROUND 2008 WITH 2005 SEASONAL Peak GROWTH Committed WITHOUT SITE PM PEAK INCREASE SEASON INCREASE Development SITE SITE TOTAL INTERSECTION AND APPROACH VOLUME VOLUME VOLUME' VOLUME2 Volum& SUBTOTAL VOLUME VOLUME W 3rd Avenue & NW 8th Street (06/21/05) IEB LEFT IEB THRU WB THRU WB RIGHT NB LEFT NB THRU ;NB RIGHT 103 1 104 1 0 105 0 105 171 2 173 2 0 175 27 202 106 1 107 1 0 108 12 120 103 1 104 1 0 105 12 117 848 9 857 9 ............. 0 866 52 918 400 4 404 4 0 408 25 433 54 1 55 0 0 55 2 57 NW 2nd Avenue & NW 8th Street (06/23/05) EB LEFT I EB THRU EB RIGHT WB LEFT IWB THRU [WB RIGHT !N6 LEFT INB THRU ;NB RIGHT ISB LEFT LSB THRU SB RIGHT 29 0 29 0 0 29 0 29 123 1 124 1 0 125 29 154 21 0 21 0 0 21 0 21 16 0 16-_...._...- 0 16 2 18 124 1 125 1 0 126 22 148 16 0 16 0 0 16 7 23 51 1 52 0 0 52 2 54 245 3 248 3 0 251 1 252 41 0 41 0 0 41 9 50 98 1 99 1 0 100 6 106 59 1 60 0 0 60 0 60 NW lst Avenue & NW 8th Street (06/27/05) IEB LEFT EB THRU LEB RIGHT IWB LEFT WB THRU IWB RIGHT NB LEFT INB THRU INB RIGHT ISB LEFT IS6 THRU S6 RIGHT 87 1 88 0 0 88 4 92 89 1 90 1 0 91 8 99 14 0 14 0 0 14 6 20 101 1 102 1 0 103 9 112 18 0 18 0 0 18 _..... 0 __..._ 18 21 0 21 0 0 21 8 29 135 1 136 1 0 137 0 137 19 0 19 0 0 19 0 19 2 0 2 0 0 ._.-.._ 2 0 2 15 0 15 0 0 15 23 38 17 0 17 0 0 17 6 23 NW 3rd Avenue & NW 6th Street (06/22/05) IWB THRU 448 5 453 5 19 477 20 497 IWB RIGHT 253 3 256 1 0 257 68 325 !NB LEFT 141 1 142 1 0 143 0 143 LNB THRU 1022 11 1033 11 0 1044 16 1060 NW 2nd Avenue & NW 6th Street (06/23/05) IWB LEFT 50 1 51 0 0 51 12 63 IWB THRU 503 5 508 6 19 533 50 583 IWB RIGHT 94 1 95 1 0 96 12 108 NB LEFT 218 2 220 1 0 ....m 221.....__ 21 242 NB THRU 253 3 256 3 0 259 9 268 SB THRU 118 1 119 1 0 120 2 122 ISB RIGHT 27 0 27 0 0 27 -......_6 _ .33__. NW 1st Avenue 8 NW 6th Street (06/27/05) !WB LEFT 22 0 22 0 0 22 0 22 WB THRU 415 4 419 5 19 443 38 481 WB RIGHT 27 0 27 0 0 --- 27 0 27 NB LEFT 49 1 50 --........ 0 50 31 81 NB THRU 151 2 153 2 0 155 8 163 ,SB THRU ... 20 0 20 _._.._- 0 0 20 6 26 SB RIGHT 14 0 14 0 0 14 23 37 10 Sawyer's Walk TAP JN 5745 • TABLE 2 (Continued) TRAFFIC VOLUME AT STUDY LOCATIONS YEAR YEAR 2008 YEAR 2008 2005 BACKGROUND 2008 WITH 2005 SEASONAL Peak GROWTH Committed WITHOUT SITE PM PEAK INCREASE SEASON INCREASE Development SITE SITE TOTAL INTERSECTION ANt3 APPROACH VOLUME VOLUME VOLUME' VOLUME? Volum& SUBTOTAL VOLUME VOLUME Site Drive & NW 8th Street (east drive) ............................ _ 1E13 THRU I EB RIGHT WB LEFT WB THRU iNB LEFT NB RIGHT 168 0 0 139 15 9 Site Drive & NW 8th Street (west drive) EB THRU 168 {EB RIGHT 0 FWB LEFT 0 `WB THRU NB LEFT !NB RIGHT 139 15 9 Site Drive & NW 3rd Avenue (Building 3 south side) WB THRU 748 WB RIGHT 0 SB RIGHT 2 1 0 0 2 0 8 Site Drive & NW 3rd Avenue (Building 3 west side) iWB RIGHT 0 ,NB THRU 1275 14 NB RIGHT 0 Site Drive & NW 3rd Avenue (Building 4) WB RIGHT 0 NB THRU 1275 NB RIGHT _._.... ------.._.._ 0 Site Drive & NW 6th Street (Building 2 east drive) 1WB THRU 478 ;WB RIGHT 0 ._ j_SB RIGHT Site Drive & NW 6th Street (Building 2 west drive) IWB THRU 478 WB RIGHT..........._._.. - !SB RIGHT 0 170 1 0 0 0 0 140 1 170 0 O 0 140 1 0 0 O 0 0 1 0 756 2 0 4 0 0 0 0 0 0 0 14 _ 1289 7 0 0 0 5 483 0 0 0 0 0 0 0 0 171 8 179 O 21 21 O 12 12 141 11 152 0 ..___15 15. 0 10 10 171 21 192 0 21 21 0 11 11 141 15 156 ©_ 16 16 0 8 8 0 760 54 814 0 0 23 23 0 0 30 30 0 0 0 0 30 30 296 59 1355 0 23 23 296 68 1364 0 21 21 0 486 59 545 0 0 33 33 0 0 24 24 483 3 O 0 O 0 O 486 50 536 O 0 33 33 O 0 24 24 Arterial Summary {NW 5th Street EEastbound One-way Site Volume Summary = - - 37 ENW 6th Street [Westbound One-way Site Volume Summary_..__.._..__.__ 92 NW 2nd Avenue !North- and Southbound Two Way Site Volume Summary 30 1 A seasonal factor of 1.052% and 1.063% is used to increase existing volume to peak season conditions depending on date of count 2 A growth factor of 8.4% is used to increase traffic to year 2008 conditions along NW 5 & 6th Streets & NW 2nd Avenue 3 Tuscan Place is the only project found at the city, which may have an impact to the intersections and roadways studied, The Project trips for Tuscan Place are in the appendix Sawyer's Walk TAP JN 5745 • • TABLE 3 LEVEL OF SERVICE AT STUDY LOCATIONS 2005 2008 2008 PEAK WITHOUT WITH SEASON SITE SITE INTERSECTION AND APPROACH LOS LOS LOS NW 3rd Avenue & NW 8th Street (06/21/05) IEB LEFT F F G° ,Ell THRU C i WB THRU & RIG/ C.T L1 D C NB LEFT . a NB THRU & RIGIIT ,INTERSEECTION LOS NW 2nd Avenue & NW 8th Street (06/23/05) ES LEFT, THRU & RIGHT WB LEFT, THRU & RIGHT N6LEFT, THRU & RIGHT SB LEFT, THRU & RIGHT INTERSEECTION LOS NW 1st Avenue & NW 8th Street (06/27105) 3EB LEFT, THRU & RIGHT +WVB LEFT, THRU & RIGHT NB LEFT INS THRU NB RIGHT ISB LEFT ISB THRU 1SB RIGHT NW 3rd Avenue & NW 6th Street (06/22/05) WB THRU WB RIGHT INB LEFT NB THRU 4INTERSEECTION LOS NW 2nd Avenue & NW 6th Street (06/23/05) C C C iWB LEFT, THRU &RIGHT_ I_.....-L- —. NB LEFT & THRU---- Se THRU, & RIGHT A ..__. A -.--_ A INTERSEECTION LOS - -- NW 1st Avenue & NW 6th Street (06/27/05) 1WB LEFT & THRU NB LEFT INS THRU ISB THRU SB RIGHT Site Drive & NW 8th Street (east drive) WB LEFT & THRU iNB LEFT & RIGHT Site Drive & NW 8th Street (west drive) WB LEFT & THRU (NB LEFT & RIGHT A A B C B G 8 A C C Site Drive & NW 3rd Avenue (Building 3 south side) WB RIGHT Site Drive & NW 3rd Avenue (Building 3 west side) 'WB RIGHT Site Drive & NW 3rd Avenue (Building 4) WB RIGHT Site Drive & NW 6th Street (Building 2 east drive) ISB RIGHT nia n/a Site Drive & NW fith Street (Building 2 west drive) 1 SB RIGHT - . ---- nla -.- 13 A C C B B n/a nla nla nla nla n/a nla B B 8 4 4 Sawyers Walk TAP JN 5745 PERSON TRIP CAPACITY • Traffic volume counts were take in June 2008 along the arterials under study. As previously shown in Table 2, the existing 2005 peak season volume is shown in Tables 4 and b. Tables 5 and 7 depict future year 2008 conditions at full build -out and occupancy. Tables 5 and 7 show that in year 2008 with project traffic included, the combined trip capacity for automobiles is above the trip demand during the PM peak hour. 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. The developer intends to include a bicycle storage area, which may reduce vehicular (automobiles) use of the site by residents. Upon approval and completion of the development, the developer should contact the Miami -Dade Traffic Signal and Sign Division and request that they optimize traffic signal timing at NW 3`i Avenue and NW 8`h Street. Other traffic reduction measures will reduce primary trip making, too. Some suggested measures are listed, but no limited to, as follows: Encourage shared ridership (van pooling). - Post mass transit schedules in public areas. CONCLUSION All roadways and intersections studied will operate within acceptable level of service conditions with site traffic in build -out year 2008. The developer is strongly encouraged to be proactive with implementing a traffic controls measure plan, as discussed above. 12 • • TABLE 4 YEAR 2004 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS Arterial 1 Corridor Na ROADWAY MODE (ROADWAY _ _ __; ROADWAY i : PER. TRIP r . �. T PER. TRIP) ROADWAY A 2003 ROADWAY 1 CAPACITY ROADWAY VOLUME 4 PER. TRIP I ROADWAY - CORR ' VEHICULAR ''I MPPV= VEHICULAR j GPPVn EXCESS r PERSON TYPE CAPACITY' 1.6 VOLUME" 1. 1.4 PER TRIP TRIP {Notes) .1 ..(_)_ , (2) �- (3) (4) (5) i (6) (7) L NW Sth Street ONE•WAY VOLUME Two - Lanes Eastbound Adopted Allowable I E.20 2,160 -I S 2.160 € 3,455 366 557 4 2,699 I. 0.16 1 _• NW 6th Street ONE-WAY VOLUME Two -lanes Westbound Adaated Allowable E+20 2,169 2,160 , 3,456 r i ItT. II lI 75 1 Two -lanes NW 5th (! 6th Streets Two - Lanes NW 5th Street LOS TABLE* 0.00 0.1 0.1 FOOT LOS Table Volumes B 220 C , 1.360 D 1,710 0.74 B E 1.600 0.75 C 0.64 C 0.95 0.99 D 1.00 1.90 MASS TRAN51T MO E LOCAL BUS: EXPRESS i RAIL TRAM TOTAL ; TOTAL I TRANSIT PER TRIP , PER. TRIP: PER, TRIP; TRANSIT TRANSIT PERSON CAPACITY : CAPACITY .,.CAPACITY ICAPACITY I PERSON . TRIP G' rg Q LOAD x , GOAD = LOAD LOAD =j TRIP EXCESS DESIGN DESIGN j DESIGN 1 DESIGN i VOLUME CAPACITY (6) - (9) - (10) I (11) 1 i12) (13) �. 0 _L ...___._ ._...."."--. WT AVG AVG, HEADWAY ` SEATS RIDERSHIP( DESIGN I ROTH PER PAX 1 LOAD ) PAX PERCENT DIRECTIONS VON ' ;PER HOUR; FACTOR ; CAPACITY IRlDBRBH1Pmm 150.00% -! 150.00% : r 150.00% I I 150.00% I l 0 0 0 0 I 0 0 i WT AVG ! AVG HEADWAY_ SEATS IRiOERSHIP;-DESIGN BOTH PER I PAX 1 LOAD �: PAX IPERCENT OIRECTiONE. VEH I PER HOUR( FACTOR I CAPACITY ;RIDERSHIP L 115000% 'I , ' Volume Is from the year 2002 FDOT LOS tables " Existing vaMme adjusted to peak season CORRIDOR TOTALS CORRIDOR: _ __ I CO R IDhR! COR OOR Pl RSON CCRRIOOR SON a TRIP - PERSON , TRIP 1 TRIP 1 EXCESS TRIP CAPACITY I VOLUME CAPACITY = V1C _ (14) (15) --� (15) (17) - _ LDS 3,456 557 AUTO PERSON TRIPS = TRANSIT PERSQN TRIPS =i TOTAL PERSON IMPS = 3.4 361 3,075 9.11 AUTO PERSON TRIPS TRANST'ERBON TRIPS=''! TOTAL PERSON TRIPS Sswyer's Welk TAP JN 5745 • • TABLE 5 FUTURE YEAR (2008) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Arterial i Corridor Name NW 6th Street ONE-WAY VOLUME Two • Lanes Eastbound NW 6th Street ONE•WAY VOLUME Two•lanes Westbound ROADWAY MODE _ .1 ROADWAY] I ROADWAY i PER. TRIP I i PER. TRIP " ROADWAY I [ 2007 [ ROADWAY I CAPAC(TY [ ROADWAY]] VOLUME : PER, TRIP ROA0WA11 ;1- j CORK ; VEHICULAR COPPV4 ] VEHICU1.AR _,]i §fIPV4 EXCESS ; PERSON 1 I TYPE ] CAPACITY' ] 1.6 " VOLUME" 1_ 14 PER. TRIP I TRWji. (Notes) ' (1) [ (2) [ (.3) (4) ; 5) ; (5) ; (7) [ LOS - i , • Adopted I LS [ 2,160 : 3.456 -:[505 707 2,749 I 0.20 Allowable -I' I 4' .....L.._. , -, , -5420 ,i 2,160 I__ -4-- ) 4 , 7 ..., —4. i _i..... i , i ! 7 ..F.— -. i i Ado te ' LS ..1„, 2.160 1 3,456 736 III 1,030 ."; 2.426 0.30 Allowable _ I i A......i E+20 I -I H II 2,160 + [.......____t_ ._,. H l —....._ ..L.L_. , -,,-- L L........_ ._.i. 1 .1.... NW 5th & 6th Streets LOS TABLE" 0 00 0.62 0.62 0.62 0.62 0.62 0,63 0.94 0.95 1,00 C E Two - Lenas NW .5th Street FOOT LOS Table Volumes 220 7380 1710 1800 RANSIT MODE LOCAL BUS [ EXPRESS I RAIL TRANI TOTAL ' TOTAL I TRANSIT PER. TRIP PER TRIP ; PER TRIP i TRANSIT i TRANSIT [ PERSON CAPACITY I CAPACITY [ cAPAcrn• I CAPACITY ' PERSON i TRIP a LoAD = I el! LOAD 4 j a LoAD . [2 LOAD :4] ] TRIP 1 EXCESS DESIGN I (8) 1 OESIGN : DESIGN ; DESIGN ' VOLUME , CAPACITY (9) i (10) I 11) : NI ' (13) 0 , 0 I 0 [ 0 L I : i W7 AVG " AVG l , -.1 [ HEADWAY SEATS i RIDERSHIP DESIGN BOTH PER ; PAX ; LOAD PAX I PERCENT DIRECTIONS, VEH : PER HOUR; FACTOR : CAPACITY TIIDERSHIP i 15C OD% j 150 00% L. I [ 150 00% I , 150.0075 [ 0 0 , 0 0 0 0 [ I , WT AVG ' AVG HEADWAY ' SEATS ITIIDERSHIPI DESIGN [ ' BOTH 1 [ PER I PAX LOAD i PAX I PERCENT IRECTIONSI VON [PER HOUR FACTOR I CAFACITY IRTOEFISHIF 150,00011 FACTORS: 2003-2008 Ann. Gr 01%/yr (comp) 4 1.0540 Note: Seasons! Abusted Base tram Table 4 PROJECT VOLUME ASSIGNED o o TO 5 V NW 5th Street Inbound (Ea) 37 Outbound (WB) NW 6th Street Inbound ee Outbound WB 37 92 92 CORRIIXOR TOTAL CORRIDOR CORRIDOR PERSON CORPFOOR PERSON PERSON I 7010 [ PERSON TRIP ! TRIP ! EXCESS ! TRiP CAPACITY ] VOLUME i CAPACITY 1 ViC.L. 14 - 4 707 j 2,740 ; 0.20 jj _ .6] AUTO PERSON TRIPS [ 707 00.075 TRANSIT PEASON MPS =1 0 0,0% TOTAL PERSON TRIPS 707 100975 —4-- 3,456 • 1 030 2.426 0.30 AUTO PERSON TRIPS 1.0 , 100.0% InArarr PERSON TRIPS TOTAL PERSON TRiPS 4; 1,030 [ 100,0% Volume Is from the year 2002 FOOT LOS tables LOS A & B not possible under assumns ptio- other vic cutoffs use FOOT LOS tabie rst"os Existing volume adjusted to peak season Sawyers's Wetk TAP JN 5745 • • TABLE 6 YEAR 2004 (EXISTING PEAK SEASONS CORRIDOR ANALYSIS Arterial f Corridor Name NW and Avenue Two..wav V4lufrl5 2•Iane Undivided ROADWAY NODE ,ROADWAY ROADWAY I PER, TRIP t PER. TRIP ROADWAY11 2000 ROADWAY i CAPACITY ROADWAY VOLUME I PER, TRIP 1 ROADWAY' CORR VEHICULAR? OPPV= VEHICULAR': )PPV= EXCESS PERSON_i iYPE1,CAPACI7Y' 1.9 VOLUME" 1.4 LPER. TRIP ri TRIP (Not®s} I � (1) k (27 I (37 (4) (51 , (6/ (7) 1 LOS Adopted_r1 LS 1,860 7.1 2,976 505 Allowable E+20 1 _1 1 850 T 707 I 2,259 0.24 1 B 1 NW 2nd Avenue LOSTABLE" 0.00 0,12 0.12 0.65 0.65 0.93 0.94 0.99 1.00 1,00 B B 0 E E W 2nd Avenue FDOT LOS Table Volumes B 180 1.070 1,480 1,550 MASS T IT ODE LOCAL 8U5 EXPRESS �.—.. PER, TRIP i PER. TRIP CAPACITY ; CAPACITY i RAIL MAW E PER, TRIP TOTAL TRANSIT TOTAL ' TRANSIT 1 TRANSIT . PERSON PERSON i TRIP i CAPACITY' CAPACITY; 61 LOAiJ = '. Ia LOAD = i a LOAD = ; g LOAD = : TRIP EXCESS DESIGN ; t8) DESIGN DESIGN _ DESIGN (9) (10) : VOLUME CAPACITY (12) (13) 1 D €iE51GN LOAD 0 a , ''. PAX IPERCENT 0 o- 0 a WT AVG ', AVG HEADWAY I SEATS -IRIDERSH1PI BOTH PER PAYS , D2RECTI0N5; VEH 1 PER HOUR', FACTOR CAPACITY iRIDERSHIP T i 150.00 % 150.00% I ; 1500% I I I 4 0 r 0 0 0 0 r Y — �' Wr AVG AVG HEADWAY ' SEATS ;RIDERSHIP] D8S#GN BOTH PER 1 PAX LOAD i PAX '..PERCENT DIRECTIONS VEH ;PER HOURi FACTOR « CAPACITY 'RIDERSI-4F 150.00% .. Volume is from the year 2002 F007 L05 tables " Existnq volume Rd -dated to peak season CORRIDOR TOTAL I CORRIDOR'... CORRIOOR CORRIDOR 1 PERSON'; CORRIDOR. PERSON i PERSON 1 TRIP L PERSON--- _ TRIP 1 TRIP L EXCESS _ TRIP CAPACITY VOLUME j CAPACITY I V/C _ { 14}........�._...... (15) I _ (16) __......___fi7�..�_. _. LOS 976 707 7 A0.24 AUTO PERSON TRIPS v', 7 YRANBIT P5R8O 4 TpiP5 a'.. TOTAL PERSON TRIPS = 707 1000 0.0% 1D0.01 UTO PERSON TR 7RA.NS11 PER5014 TRIPS s i TOTAL PERSON TRIPS Sawyer's Walk TAP JN 5745 • TABLE 7 FUTURE YEAR (2008) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Arterial / Corridor Name NW 2nd Avenue Two-way Volume ROADWAY MD E ROADWAY: 1 ROADWAY PER. TRIP PER. TRIP ROADWAY 2007 ' ROADWAY_ CAPACtTY ; ROADWAY VOLUME PER. TR€P ROADWAY CORR VEHICULAR OPPV. VEHICULAR @PPV. L EXCESS PERSON i TYPE CAPACITY' 1.8 • VOLUME"' • IA PER TRIP TRIP .t ..._1 Notes) (1) . (2) (3) (4) (5) (6) i (7) • LOS AlIawable E+20 --F-- 660 ' Adopted = LS 1,860 _4 2,976 k_ 607 850 2,126 0.29 44- •-•1 4 7"- 1 : I .1- ! : , ! , . : 4: : —.1.-..._ [ ...:. [ 4-- , CY\ NW 211d Avenue LOS TABLE-. a . _ 0 00 0.12 0.68 0.93 0.89 0.94 _. 0.99 1.00 1.00 E - E NW 2nd Avenue FOOT LOS Table Votumes MASS TRAN LOCAL BUS : EXPRESS I RAIL TRANI TOTA , TOTALt TRAN I PER. TRIP i PER. TRIP ; PER TRIP i TRANSIT t TRANSIT 1 PERSON CAPACITY : CAPACint { CAPACITY i CAPACITY J PERSON ; TRIP jb LOAD . , 41 LOAD = j el. LOAD = t int LOAD. TR/P EXCESS , DESIGN ! Das/GN DEStGN I DESIGN i VOLUME ! CAPACITY (6) ; (9) J (10) (11) I (12) i (IS) < I 0 i 0 I 0t 0 i 0 !0 r ! ! WT AVG AVG 1 . : ---it HEADWAY : SEATS IRIDERS/14 DESIGN t - BOTH 1 6861i PAX j LOAD I PAX -; -<.--PERCENT DRECTIONS VEH :PER HOUR] FACTOR ; CAPACITY ORLOERS$•i€P 15000% .-..i . I 15000% --E-- i . 150.00% I : 0 I 0 ' 0 0 -1"-- 1 44_14_1 1 I WT AVG : AVG : . : HEADWAY 1 SEATS :RIDERSHIPJ DESIGN , BOTH i PER 1 PAX I LOAD I PAX i PERCENT DIRECTION • VEH 1PER HOURI FACTOR 1 CPC IAIDERSHIP . , 15000% 1 .I _ FACTORS 2013-2008 Ann. Gr21%lyr (oorno). 1.0840 Note: Seasonaly Adjusted alISSI from Table 6 PROJECT VOLUME ASSIGNED Corridor I( Direction Prof Auto Tripe: N. Miami Avenue Inbound (NB) i 30 Outbound (36) 30 ' CORR R TOTA CORRIDOR • CORRIDOR 1 CORRIDOR : PERSON :CORRIDOR PERSON PERSON t TRIP : PERSON j - — TRIP TRIP : EXCESS: ; CAPACITY t VOLUME I CAPACI7-1'4._i WC__ (14) . (15) I16) (17) LOS — _2 976 4 850 2.1264 AUTO PERSON TRIPS 850 TRANSIT PERSON TRIPS TOTAL PERSON TRIPS . 850 t100.065 0 1 0 : AUTO PERSON TRIPS . TRANSIT PERSON TRIPS TOTAL PERSON TRIPS ., 0 I Volume to from the year 2002 car LOS tabaes LOS A & S not ooseible under assumptions - other vic cutoffs use FOOT LOS labia ratios ExIsento volume ediestee to peak oeason Sawyer's Walk TAP JAI 6745 • • • APPENDICES • • APPENDIX A STUDY METHODOLOGY • • Sawyer's Walk (Overtown Urban Village) We are proposing on a traffic study and request your input as to the methodology and scope. The .location is in the southeast corner of NW 3`d Avenue and NW 8th Street in the City of Miami. The developers are proposing 1,254-residential units and about 75,000 sf of commercial space. Build -out is expected in 2008 The intersections we are proposing to study during the PM peak are as follows: • NW 3`d Avenue & NW 8th Street (signalized) • NW 3rd Avenue & NW 6th Street (signalized) • NW 2"d Avenue & NW 8th Street (signalized) • NW 2"d Avenue & NW 6th Street (signalized) • N W I st Avenue & NW 8th Street (signalized ) • NW is' Avenue & NW 6`'` Street (unsignalized) • Site driveway(s) connecting to any public road The two arterials are as follows: • East/West — NW 5`h and 6t Streets • North/South — N W 2"d Avenue Study area: • North: 1-395 • South: Flagler Street • East: Miami Avenue • 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 2008 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. • • o APPENDIX B T1tAFFIC VOLUME DATA GEOMETRY • TRANSPORT A.NALYSIS PROFESSIONALS, Inc, 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777Fax: (305)385-9997 NW 8th Street Westbound Start Tina �1/594 R7flR Right I App. Total RUAI. Right �i k tour From tGakr o 17.45 - peak 1 of 1 Intersection 16:45 Volume 106 14 59 9 21 209 Percent 50.7 6.7 28.2 4.3 10.0 Volume 106 14 59 9 21 209 Volume 35 2 12 2 5 56 Peak Factor High hit. 17:00 Volume 26 3 18 3 11 61 Peak Factor 0.857 Left 1-95 Left NW 3rd Ayes-tue — Northbound Thin RI'OR Right App. Total 36 8 l 2 400 2 52 1302 2.8 62.4 30.7 0.2 4,0 36 812 400 2 52 1302 8 157 136 1 20 322 7:00 14 207 97 0 11 329 0.989 File Name - 5745-NW3AV@r 8STPM Site Code : 57453077 Stan Bate : 06/21/2005 Page No : 2 NW 8th Street Eastbound t f5 Left Thin 1. App. Tnlal Left 28 75 171 274 10.2 27.4 62.4 28 75 171 274 7 23 49 79 17:15 7 23 49 79 0.867 1-95 Nt3 Ramp 705 0 Ul c co 2 p N NW 3rd Avenue Out In Total (T661r�I 50I Notch l2112005 4:45100 PM /21/2005 5.30:00 PM Alt Vehicles 36 [ 13021 L13021 Out In Total NW 3rd Avenue int.total 1785 1785 457 0.976 tanner: 30771 3076 hunted By: PCC f DAI:3 `ea°lear id Avenue is (.)neway Nf3 Start Titre Factor 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 NW 8 It Street Westbound Ttau T 1-95 ! 95 Ri'ClK Right App To tat Leh IiTOK Hight %o t.a_ .... I 10 10 1.o 16:00 23 6 16 3 2 50 16.15 14 5 7 3 0 29 16:30 16 3 15 0 4 38 16:45 15 8 15 1 3 42 Total 68 22 53 7 9 159 17:00 26 3 18 3 11 61 17:15 35 2 12 2 5 56 17:30 30 1 14 3 2 50 17:45 25 4 8 4 2 43 Total 116 10 52 12 20 210 Grand Total 184 32 105 19 29 369 Apprch % 49.9 8.7 28.5 5.1 7.9 Total % 5.8 1.0 3.3 0.6 0.9 11.6 • • NW 3rd Avenue Northbound^ I-93 Thor Left 1.0 10 RTOR 10 7 216 28 1 4 182 34 2 6 228 42 0 3 270 41 1 Right App. Total i-9S L0 7 259 9 231 3 279 13 328 20 896 145 4 32 1097 14 207 97 0 11 329 8 157 136 1 20 322 Li 178 126 0 8 323 6 184 64 0 15 269 39 726 423 1 54 1243 59 1622 568 5 86 2340 2.5 69.3 24.3 0.2 3.7 1.8 50.8 17.8 0.2 2.7 73.4 I.0 6 7 9 6 28 File Name ' 5745-NW3AV(u@8STPM Site Code : 57453077 Start Date : 06/21/2005 Page No : NW 8411 Street 1?asthound Leh Thtu App Total 17 11 19 19 66 31 27 24 40 122 54 45 52 65 216 10 15 39 64 7 23 49 79 5 18 43 66 11 16 29 56 33 72 160 265 61 138 282 481 12.7 28.7 58.6 1.9 4.3 8.8 15.1 1-5 NO Ramp m m in w z NW 3rd Avenue Out !n Total F-7i L__J 761 North /21/2005 4:00:00 PM 1/2005 5:45:00 PM All Vehicles I-95-4 Left Thru Right 16221 5651 911 L 0 1 2340i D5461 Out In Total NW 3rd Avenue Left 5 1 Int. Total 363 305 369 435 1472 454 457 439 368 1918 3190 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name :5745-NW3AV@8S-H'1'P�9 Site Code 57453077 Start Date : 0612112005 Page No 3 • Stall Time NW 2nd Avenue Southbonnd TRANSPORT ANALYSIS PROFESSIONALS, Ine. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Leh T7ttu I RTOR Right APp. Tool hour From 35'.W to i7:45 - Peak I Q( I ltarsection 16:45 Volume 4 98 14 45 161 Percent 2,5 60.9 8.7 28.0 Volume 4 98 14 45 161 Volume 2 22 3 7 34 eak Factor 1tigh lot. 16;45 Volume 1 26 5 33 45 .uk Factor 0.894 • • Left W 8th Street T NW 2nd Avenue Westbound Northbound Thru tRTOR Right Apo. Total 16 124 8 8 156 10.3 79.5 5.1 5.1 16 124 8 8 156 5 25 2 2 34 17.30 3 40 4 2 49 0.796 t.ch Thru R"EON Righr 'rural 51 245 12 29 337 15,1 72.7 3.6 8.6 51 245 12 29 337 11 68 2 8 89 17:00 18 67 6 8 99 0.851 lisle twine 5745-N W2u;8PM Site Code : 57453077 Start Date : 06/23/2005 Page No : 2 NW 8th Street Eastbound Right ....� Total 29 123 10 11 173 16.8 71.1 5.8 6.4 29 123 10 11 173 11 40 3 3 57 17.15 11 40 0) v N N 3 r it NW 2nd Avenue Out �I�n� Total !^ 290 i 33 1 1 [ 59j 981 4} Rfight Thru Left North 45i1 /23/2005 4:45:00 PM 23/2005 5:30:00 PM All Vehicles t I [4 Left Thru Rttght [ 51! 2451 41! 9351 3371 Out In Total NW 2nd Avenue j 472! 3 57 0.759 Total 827 827 214 0.966 oultleu: 3077 matted 13y: PCC le, • Start Time Factor 16:00 16:15 16:30 0 16:45 1 Total 17:00 17:15 17:30 17:45 Total 2 5 "TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Grins Printed- All Vehicles File Name : 5745-NW2@BF'M Site Code : 57453077 Start Date : 06/23/2005 Page No : 1 NW grid Aveuuc_ Soutbbnuud Westbound W 8th Street NW 2nd Avenue Northbound NW 8th Street Eastbound The RTUR Piltht T ml -.._..Left Thoe 1 RTh& Right App.VeR Toal �Letl Thru RTOR Rtpfe Total Thru H.TOR Right .rutxE "t'ntat.. 0 l.o �1.e 1.0 1,0._..._, l.0 _�-t.p..._......_ - 1,0 1.0 1.0.__ 10 1.0 Li 1.0 i.1) 24 3 10 39 8 11 3 1 23 14 58 4 7 83 4 26 0 5 35 180 19 3 12 36 2 8 0 0 10 14 50 2 4 70 4 24 2 1 31 147 27 4 15 46 8 13 2 3 26 5 64 2 3 74 7 24 4 2 37 183 26 5 13 45 3 28 1 3 35 16 65 2 5 88 6 28 2 3 39 207 96 15 50 166 mm 21 60 6 7 94 49 237 10 19 315 2 i 102 8 11 142 717 0 27 3 14 44 2 22 3 7 34 I 23 3 11 38 l 17 2 11 31 89 11 43 147 rirandTotal 9 185 26 93 313 Apprch % 2.9 59.1 8.3 29.7 Total % 0.6 12.3 1.7 6.2 20.9 5 31 1 1 38 5 25 2 2 34 3 40 4 2 49 17 1 2 24 7 113 8 7 145 38 173 14 14 239 15.9 72.4 5.9 5.9 2.5 11.5 0.9 0.9 16.0 18 67 6 8 99 11 68 2 8 89 6 45 2 8 61 6 50 1 8 65 41 230 11 32 314 90 467 21 51 629 14.3 74.2 3.3 8.1 6.0 31.2 1.4 3.4 42.0 7 18 1 2 28 11 40 3 3 57 5 37 4 3 49 4 29 2 6 41 27 124 10 14 175 48 226 18 25 317 15.1 71.3 5.7 7.9 3.2 15-1 1.2 1.7 21.2 z M .43 rs 2 L- Cr . NW 2nd Avenue Out in Total 5431 r 313j L 856E L 191 1851 91 Right Thru Left t 1 L 2312005 4:00:00 PM /2312005 5:45:00 PM All Vehicles I r' Left Thru Rig 90j 467_1 721 E E E 629E Out In Total NW 2nd Avenue E 8951 209 214 197 161 781 1498 • • ANSPORT ANALYSIS 'PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 Ede Name ; 5745-NW2@ PNi Site Code : 57453077 Stan Date : 06/23 2005 Page No 73 TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 • NW 3rd Avenue Southbound start Tittle Lcfl Thru Right fads I PP ak tftnit From IS:00 to 17 4S -Prai r ❑f I —.-. 7 otal Intersection 16:45 Voturnc 0 0 0 0 0 Percent 0.0 0.0 0.0 0.0 Volume 0 0 0 0 0 Volume 0 0 0 0 0 Peak Factor High Int 3:45:00 1'M Volume 0 0 0 0 0 Peak Factor • • NW 6th Street Westbound Aft 1 Thin RTQR Right App_ 'total 0 448 67 186 701 0.0 63.9 9.6 26.5 0 448 67 186 701 0 133 14 47 194 17:00 0 133 14 47 194 0.903 LT©R NW 3rd Avenue Northbound Leta Thry Right App. Total 2 139 102 0 1163 2 0.2 12.0 87.9 0.0 2 139 102 0 1163 0 36 292 0 328 17:00 0 36 292 0 328 0.886 File Nume : 5745-uw3(26srt1$n Site Code : 57453077 start Date : 06422/2005 Page No : 2 NW 6th Street Eastbound ._..._. App. 1n1. Left Thru Right p' Toot Total_ 0 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 3:45700 PM NW 3rd Avenue Out to Total L. 1275, I 0j f12751 1 oT 0� Right Thru Left Peds 1 L► North r2/2005 4:45:00 PM 212005 5:30:00 PM All Vehicles 41 I Left Thru Ri 14� 1022 14 C. 0] ( 116i] L..11631 Out In Total NW 3rd Avenue 4--i c (lr 0 -4 0 1864 1864 522 0.893 'owner; 3077 3unted By: FCC •cal Drizzle . Ll --� W__. Stazt Time Loll 1.0 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW I37th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 NW 3rd Avenue Soulhbound Thru Hight i0 16:00 0 0 0 16:15 0 0 0 16:30 0 0 0 16:45 0 0 0 -['otal 0 0 0 Puts App. Tutal 17:00 0 0 0 0 0 17:15 0 0 0 0 0 17:30 0 0 0 0 0 17:45 0 0 0 0 0 Total 0 Grand Total 0 0 0 0 0 Apprch % 0.0 0.0 0.0 0.0 Total % 0.0 0.0 0.0 0.0 0.0 • Groups Printed- All Vehicles MW 6th Street NW 3rd Avenue Westbound Northbound Lett Thrt< RTOR Right 1 Tote, LTOR Lett Thtu 1.0 4.0 4.0 10 i.0- 1.0 1.0 0 82 23 55 160 0 19 208 0 70 25 18 113 2 22 158 0 105 30 41 176 0 14 182 0 95 17 57 169 0 30 227 0 352 95 171 618 2 85 775 0 133 14 47 194 0 133 II 44 188 0 87 25 38 150 0 85 37 12 134 0 438 87 141 666 0 790 182 312 1284 0.0 61.5 14.2 24.3 0.0 24.0 5.5 9.5 39.1 Right t0 0 0 0 0 0 File Name : 5745-nw3ft 6stptn Site Code : 57453077 Start Date : 06/22/2005 Page No : 1 NW 6th Street Eastbound ARP lout LeS Thru Right Pods Tout 1.0 1 0 t.0 1.0 227-1- 0 0 - 0 0___ 182 0 0 0 0 0 196 0 0 0 0 0 257 0 0 0 0 0 862 0 0 0 0 0 0 36 292 0 328 2 44 276 0 322 0 29 227 0 256 3 28 204 0 235 137 999 0 1141 7 222 !74 0 2003 0.3 11.1 88.6 0.0 0.2 6.8 54.0 0.0 60.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 to m itl z o rn CD 2 NW 3rd Avenue Out In Total 1 22001 01 �2288 0 e Right Thai Left Peds �I i! Lo, North J22/2005 4:00:00 PM /22/2005 5:45:00 PM All Vehicles 41 1 r' Left Thru Ri ht 229 1774 0 0i l 20031 20011 Out In iota! NW 3rd Avenue t-- _' F- T c r m a tJ A 1 ice. Total 387 295 372 426 1480 522 510 406 369 1807 3287 • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone; (305)385-0777 Fax: (305)385-9997 File Name 5745-NW3@6STPM Site Code : 57453077 Start mate : 06/22/2005 Page No : 3 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 • ld 2nd Avenue Soutlrhound Start Tina: Lett 1'L ru K1 O1 Emig 41.: }lour hom Lo:[IC3 a i7 a5 Peak I or nterscetiuu 16.3(1 Volume 0 118 4 23 145 Percent 0.0 81.4 2 8 15.9 Volume 0 118 4 23 145 Volume 0 24 1 10 35 'cal. Factor High Int. 16:30 Volume 0 33 1 7 41 'eak Factor • • NW 601 Street Westbound A 0. cq Poo RTOR f Right out 0.884 Total 50 503 41 53 647 7.7 77.7 6.3 8.2 50 503 41 53 647 13 149 13 14 189 17.00 13 149 13 14 189 0.856 File Name : 5745-NW20,(61'M Sin: Code : 57453t076 Start Date : 06/2 (/2005 Page No 2 �..... N W 611r Street NW 2nd Avenue Northbound Eastbound Leh I Thrul2ieln I Pins rota APP. Left- "Alau Rrehl Peds l A_ 1 218 253 0 0 471 46.3 53.7 0.0 0.0 218 253 0 0 471 63 72 0 0 135 17:00 63 72 0 135 0,872 LIR lotai 0 l) 0 0 0 1263 0-0 0-0 0.0 0.0 0 0 0 0 0 1263 0 0 0 0 O 359 0.880 3:45:00 PM NW 2 .. Avenue Out In Total 3471 (141 asz I 27] 1181 0? Right Thru Left North 3/23/2005 4:30:00 PM 5/23/'2005 5.15:00 PM ,Ail Vehicles Left Thru Right Peds 218L 2531 01 Oi C1661 i_._A7'1 r o Out in Total NW 2nd Avenue Counter: 3076 minted By' l)AH Clear Vd 6th IS 4ranaay W 2nd Avenue Southbound Stan Tine tcFt' Th RTO ka tm_j l. CI I 0 i ri 16:00 0 27 16:15 0 24 0 16:30 0 33 1 16:45 0 26 2 Tutal 0 110 4 17.00 17:15 17:30 17:45 Total 0 24 0 35 0 18 0 21 _.._._. 98 TRANSPORT ANALYSIS PROFESSIONALS, Ir c. 8701 SW 1371h Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 R4td APP Tout 2 30 4 28 7 41 3 31 16 ..... 130 Groips Prtnled- All Vehicles NW 6th Street NW 2nd Avenue Westbound €. 0 Th u iiToR 1 Rig€u At'p f. -Final 1©___ t ©1.._._.1. �_._ _ t0..r .... 8 125 5 9 147 8 83 5 11 107 14 123 13 14 164 it 95 11 12 129 41 426 34 46._._...-547 178 236 Northbound ] tuu Nit,€€i ._._. I"eclx 1 int _Cot 101 75 0 0 105 O 0 100 O 0 100 109 49 52 60 0 File Name : 5745-NW246P1v1 Site Code . 57453076 Start Date . 06/2312005 Page No . 1 N W 61h Street Eastbott id Left 1 nu, i R€g€ i Pcds - s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 10 35 13 149 0 3 38 12 136 1 6 25 14 99 2 6 29 4 5 90 4 25 127 ! 44 474 Grand Total 0 208 8 41 257 Apprch % 0.0 80.9 3 1 16.0 Toiat % 0.0 9.3 0 4 1.8 11.5 • 13 14 189 4 13 165 8 2 123 7 9 111 �__.._.38_..__588 85 900 66 84 1135 7.5 79.3 5.8 7.4 3,8 40.4 3.0 3 8 51.0 51 48 49 63 72 58 69 39 55 19 45 179 241 357 477 42.8 57.2 16.0 21.4 0 0 0 0 0 0 0 0 O 0 0.0 0.0 0(t 0.0 414 135 127 94 64 420 834 37.5 0 0 0 0 t) 0 0 0 0 0 0 0 0.0 CO 0.0 0-0 Is3 I atat y 282 235 305 269 09T 0 0 359 0 0 330 0 0 242 0 204 1135 0 0 0 ! 2226 0.0 0.0 0.0 0,0 0,0 alm nta 0 0 fi ir • .a 2 Avenue Out in Total 6271 l 257 i 884� i] 2oaT 0] Ri M Thu Left 4.I i._y I North p----- 23/2005 4:00:00 PM E 23/2€305 5:45:00 PM 1 All VetHtles 47 ri Left Thru Ri ht Pods (__??I_._47 �_ i r J : 293{ I 5341 1 1127] Out In Total NW 2nd Avenue 4 r iCO • TRANSPORT ANALYSIS PROFESSIONALS, Inca 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 t=ilc Name 5743-NW2@EPM Site Code : 57453076 Start Date . 04,2312005 Page No 3 • TRANSPORT ANALYSIS PROFESSION ALS, 8701 SW 137th Avenue, Suite 210 Mialni, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 NW 1st Avenue Southbound Slam Time Left Thru Right Pads Peak Hair Fran l4 00 to 17.d5 - Pails 1 car I intersecho ll Volume Percent Volume Volume Peak Factor High lnt, Volume Peak Factor • • App. Tuts! 16:30 2 15 17 0 34 5.9 44.1 50.0 0.0 2 15 17 0 34 1 2 3 0 6 16:30 0 4 9 0 13 0.654 NW 8th Street Westbound Left Thru kiRht Peds App, "fowl 8 101 18 0 127 6.3 79.5 14.2 0.0 8 101 18 0 127 0 28 6 0 34 16:30 3 31 5 0 39 0.814 NW 1st Avenue Northbound Lent Thai flight Peds Taal Ldi 21 135 19 0 175 12,0 77.1 10.9 0.0 21 135 19 0 175 6 33 7 0 46 17:00 7 35 8 0 50 27/2005 4:30:00 PM 27/2005 5:15:00 PM All Vehicles E T r' Left Thru Ri ht Peds L 21 135[ 18 0 37� 175 212 Out In Total NW 1st Avenue 0.875 FiteName : 5745-nwl a?nw8pnt Site Code : 57453077 Start Date 106/27/2005 Page No 2 NW 881 Street _ Eastbound Thri Right Peds App. 1` Tt>lwl 87 89 14 0 45.8 46.8 7.4 0.0 87 89 14 0 190 26 30 5 0 61 17:15 26 30 5 0 61 0.779 Total 190 526 526 147 0.895 Mtuer: 3077 ed By: PCC Wittier: Clear Other: N13/S13 Stop Controlled 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 : 5745-nwl@nw8ptn Site Code : 57453077 Start Date : 06/27/2005 Page NO : ---r- Left NW 1st Avenue Southbound NW Westbound 8th Street Right _.._ Pads Left NW 1st Avenue Northbound Rig hr Peak Total Left Lefi NW 8th Street Eastbound Thru Right Pads Apt, Total lat^ atat Starr Tune Thru Right Pads APp Total Left Thru APR Iota! Factor 10 1 0 L0 1.0 1.0 1 Cr 1.0 1.0 1 0 IMMO t.0 1 0 I0 ® 1.0 16:00 0 5 y-- 3 0 8 0 31 7 0 38 2 22 3 0 27 15 20 2 0 37 110 16:15 1 1 3 0 5 3 25 4 0 32 4 23 7 0 34 11 28 1 0 40 1 1 1 16:30 0 4 9 0 13 3 31 5 0 39 2 30 4 0 36 21 22 1 0 44 132 16:45 0 8 1 0 9 3 22 3 0 28 6 37 0 0 43 20 14 5 0 39 119 Total 1 18 16 0 35 9 109 19 0 1.37 14 112 14 0 140 67 84 9 0 160 472 17:00 1 1 4 0 6 k7:15 1 2 3 0 6 17:30 k 4 5 0 10 17:45 1 3 1 0 5 Total 4 10 13 0 27 Grand 5 28 29 0 62 Total Appreh % 8.1 45.2 46.8 0.0 Total % 0.5 3.0 3.1 0.0 6.7 • 2 20 4 0 26 0 28 6 0 34 1 18 4 0 23 0 12 4 0 16 3 78 18 0 99 12 187 37 0 236 5.1 79.2 15.7 0.0 1.3 20.1 4.0 0.0 25,3 7 35 8 0 50 6 33 7 0 46 2 21 7 0 30 1 20 2 0 23 16 109 24 0 149 30 221 38 0 289 10.4 76.5 13.1 0.0 3.2 23.7 4.1 0.0 31.0 20 23 3 0 46 26 30 5 0 61 25 13 2 0 40 17 19 2 0 38 88 85 12 0 185 155 169 21 0 345 44.9 49.0 6.1 0.0 16.6 18.1 2.3 0.0 37.0 P F-1 z5 0 frAN 1st Avenue North /27/2005 4:00:00 PM /27/2005 5:45:00 PM Alt Vehicles T Left Thru Right Peels L 30l 2211_ 38 L 611 [ 2891 [61 Out la Total NW 1st Avenue 0 z 3�. a 0 0. 128 147 103 82 460 932 • • • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Narne : 5745-NW l r1 NW8PM Site Code : 57153077 Start Date : O6/27/2005 Page No : 3 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 NW 1st Avenue Southhound APP Stan Tune !AiThinRight Preis Total Peak l{our From Ih.00 to 17 41 - Pik i of 1 'Museum 16:30 n Volume 0 20 Percent 0.0 58.8 Volume 0 20 Volume 0 4 Peak Factor High int. 16:45 Volume Peak Factor • 14 41:2 14 1 0 0.0 0 0 34 34 0 9 7 0 16 0.531 NW 6th Street Westbound App L.eA I Thru Hight Peels fatal 22 415 4.7 89.4 22 415 4 126 27 0 464 5.8 0.0 27 0 464 8 0 138 17:00 4 126 8 0 138 0.841 NW 1st Avenue Northbound File Name : 5745-NW 1(rt7,6PM Site Code : 57453076 Start Date : 06/27/2005 Page No : 2 W 6th Street — Eastbound Leh Thru tnItl Pods i'olsal I Lal 49 151 24.5 75.5 49 151 13 42 0 0 200 0.0 0.0 0 0 200 0 0 55 17:15 17 42 0 0 59 0.847 "11rru Right Peels APP. Total 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0 0 0 0 3:45:00 PM 0 r- m p c z 5 0 0 a NW 1st Avenue Out to Total L. 17B1 L 341 14T Right Thru Left Peds 1 2121 4 1.4 North I27/2005 4:30:00 PM /27/2005 5:15:00 PM AU Vehicles 4" Thru Right Peds 1511 01 01 421 1 2001 Out In Total NW 1st Avenue Le 4---- Total 698 0 698 0 198 0.881 bunter: 3076 urted By: DAB Wier: Clear Other; NB/SR Stop Controlled Start Tirrr 16:00 16:15 16:30 16:45 Total 0 0 0 NW 1st Avenue Southbound ihTu Right 2 2 5 2 6 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33 183 Phone: (305)385-0777 Fax: (305)385-9997 Groups Printcd- All Vehicles NW 6th Street ` NW 1st Avenue Westbound _ Northbound App Right Peds Tow Leh Thru Rigta Peds !0 1.0 10 I 86 0 7 4 83 0 8 4 111 0 16 6 82 0 17 20 17:00 0 4 17:15 0 5 17:30 0 6 17:45 0 4 Total 0 19 Grand Total Appreh % 0.0 61.0 39.0 0.0 Total % 0.0 3.0 1.9 0.0 0 0 37 15 362 0 0 0 0 0 • • 0 36 23 0 5 5 7 5 22 59 4.8 l a.i.___.____ 0 92 6 0 93 9 0 124 4 0 92 24 0 401 4 126 8 8 96 6 4 81 7 4 75 2 20 378 23 0 0 0 0 138 110 92 81 0 421 35 740 47 0 822 4.3 90.0 5.7 0.0 2.9 60.7 3.9 0.0 67.4 6 13 29 13 17 18 14 7 20 3 29 27 40 116 42 42 23 24 62 131 0 0 0 0 0 0 0 0 0 0 0 0 0 0 App Tout 27 32 33 53 145 55 59 41 38 0 0 193 91 247 0 0 338 26.9 73_1 0.0 0.0 7.5 20.3 0.0 0.0 27.7 File Name :5745-NW1r6PM Site Code : 57453076 Start Date : 06i27l2005 Page No : 1 NW 6th Street Eastbound Lei Thro Night 0 0 0 0 0 0 0 0 0 0 App Tata 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 0 0 0 0 0 0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ln C L t0 z 5 0 n. NW tst Avenue Out i Total 141 z 1 I ! 23j 36} 0j 01 Right Thru Left Peds S `► N h 2712005 4:00:00 PM 27/2005 5:45:00 PM All Vehides Leff Thru Ri ht Peds -24710 10 _ I 1 7 1 3381 Out In Total NW 1st Avenue ! 4091 -13 0 CO 0 ps 0 0 -I 0 Ina. Tatat 125 132 165 161 583 198 174 140 124 636 1219 • • ANSPOt T ANALYSIS PROFESSIONALS, Inc.. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 Phone: (305)385-0777 Fax: (305)385-9997 File Name : 5745-NW ! rt>6PM Site Code ; 57453076 Start Date : 06/2712005 Page No : 3 06/24/05 11 :20:29 ************** TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami_ Florida 33183 305-385-0777 Single Channel 15 Minute Final Report (page 2 of 2) Site ID : 5745-EB1* Info 1 : NW 5th Street W/0 Info 2 : NW 2nd Avenue Page; 4 ************* Start Date : Jun 22, 2005 Wed End Date : Jun 23, 2005 Thu Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-EB Hour Starts 0 15 30 45 Total AM 12 9 5 5 5 24 1 4 2 5 5 15 2 6 4 3 2 14 3 4 3 4 7 17 4 2 6 12 15 33 5 12 16 40 75 143 6 67 97 131 188 483 7 182 195 257 316 950 8 259 273 247 257 1036 9 248 191 181 185 804 O 163 153 139 130 584 143 134 130 128 534 PM 12 126 126 118 114 483 1 115 131 126 124 495 2 101 106 102 114 422 3 106 99 95 90 389 4 76 79 82 81 317 /),), Fr71- 5 102 128 116 85 430_,, 6 67 60 54 43 223 7 39 34 30 25 127 8 29 23 27 18 96 9 14 15 27 19 74 10 19 10 19 19 66 11 8 12 11 11 41 fOTALS 7794 AVERAGE 40.6 period 162.4 2eak AM Hour is *** 7:30am to 8:30am Volume Lane 1 : 1105 Peak Hour Factor : 0.874 Peak / Day Total 0.142 7Deak PM Hour is *** 1:00pm to 2:00pm Volume Lane 1 : 496 rak Hour Factor : 0.947 eak / Day Total : 0.064 * * * * * * 06/24/05 1.1:20:29 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Site ID : 5745-EB1* Info 1 : NW 5th Street W/o Info 2 : NW 2nd Avenue Single Channel 15 Minute Lane 1-Normal, Axle, /2 Hour 1-EB Hour Starts 0 15 30 45 Total Page: 1 Date : Jun 22, 2005 Wed Factor : 1.00 Aid 12 10 7 4 7 28 1 4 2 3 9 18 2 6 5 4 3 18 3 3 4 3 8 18 4 2 7 15 14 38 5 10 17 46 85 158 6 72 95 130 179 476 7 179 204 237 312 932 8 249 267 256 260 1032 9 247 1.94 200 186 827 41)i)- 172 171. 143 143 629 137 137 121 122 517 M 12 135 118 120 134 507 1 134 137 129 130 530 2 98 93 93 103 387 3 99 88 93 82 362 4 82 79 83 91 335 5 102 135 119 80 436 6 77 61 49 40 227 7 29 24 32 26 111 8 33 23 21 19 96 9 11 13 24 25 73 10 15 10 19 16 60 11 7 11 9 10 37 TOTALS 7852 AVERAGE 81.8 period 327.2 -peak AM Hour is *** 7:45am to 8:45am Volume Lane 1 : 1084 Peak Hour Factor 0.869 Peak / Day Total 0.138 `'eak PM Hour is *** 12:45pm to 1:45pm Volume Lane 1 : 534 Sak Hour Factor 0.974 ak / Day Total 0.068 * * * J6/24/05 1_1:20:29 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 *** Single Channel 15 Minute 3'ite ID : 5745--EB1* Info 1 : NW 5th Street W/O Info 2 : NW 2nd Avenue Lane 1-Normal, Axle, /2 Page: Date : Jun 23, 2005 Thu Factor : 1.00 Hour 1-EB Hour tarts 0 15 30 45 Total AM 12 8 3 5 3 19 1 3 1 7 1 12 2 5 2 1 1 9 3 5 2 4 5 16 4 1 4 8 15 28 5 14 15 33 65 127 6 62 99 132 196 489 7 185 186 277 320 968 8 269 278 238 254 1039 9 248 188 162 183 781 S 153 135 134 117 539 149 131 138 133 551 PM 12 117 133 115 94 459 1 95 124 123 118 460 2 103 119 110 125 457 3 113 109 96 98 416 4 69 79 80 71 299 5 101 120 112 90 423 6 56 58 59 45 218 7 49 43 27 23 142 8 24 22 32 17 95 9 16 17 30 12 75 10 23 9 18 21 71 11 9 12 12 11 44 TOTALS 7737 AVERAGE 80.6 period 322.4 peak AM Hour is *** 7:30arn to 8:30am Volume Lane 1 : 1144 Peak Hour Factor 0.894 Peak / Day Total 0.148 -'ak PM Hour is *** 1:15pm to 2:15pm lume Lane 1 : 468 411 ak Hour Factor 0.944 eak / Day Total 0.060 *** * * * J6/24/05 L1:20:29 • l************* TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Single Channel 15 Minute Final Report (page 1 Fite ID : 5745-EB1* Info 1 : NW 5th Street W/O Info 2 : NW 2nd Avenue of 2) Start Date : End Date Adj. Factor: Page: ************* Jun 22, 2005 Wed Jun 23, 2005 Thu 1.00 ALL DAYS COMBINED Hour 1-EB Hour tarts 0 15 30 45 Total AM 12 1 2 3 4 5 6 7 8 9 411 PM 12 1 2 3 4 5 6 7 8 9 10 11 18 7 11 8 3 24 134 364 518 495 325 286 252 229 201 212 151 203 133 78 57 27 38 16 10 3 7 6 11 32 194 390 545 382 306 268 251 261 212 197 158 255 119 67 45 30 19 23 9 10 5 7 23 79 262 514 494 362 277 259 235 252 203 189 163 231 108 59 53 54 37 21 10 10 4 13 29 150 375 632 514 369 260 255 228 248 228 180 162 170 85 49 36 37 37 21 47 30 27 34 66 285 965 1900 2071 1608 1168 1068 966 990 844 778 634 859 445 253 191 148 131 81 TOTALS EVERAGE ,eak AM Hour Volume Lane 1 Peak Hour Factor Peak / Day Total 162.4 period s * * * -eak PM Hour is *** AiCume Lane 1 k Hour Factor ak / Day Total 15589 649.5 7:30am to 8:30am 2209 0.874 O .142 1:00prn to 990 O .948 O .064 2:00pm * * * * * * 0.6/24/05 11 ; 20:30 4111 ************** Single Channel 1.5 Minute Final Report. (page 2 of 2) Site ID : 5745-WB1* Start Date : Jun 22, 2005 Wed Info 1 : NW 6th Street E/O End Date : Jun 23, 2005 Thu Info 2 : NW 2nd Avenue Adj. Factor: 1.00 Page: 4 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 305-385-0777 ************* ALL DAYS AVERAGED Hour 1-WB Hour Starts 0 15 30 45 Total AM 12 6 2 3 3 14 1 2 2 2 2 7 2 2 0 1 1 3 3 1 1 1 1 3 4 2 2 2 1 6 5 8 4 6 8 25 6 21 17 20 24 81 7 31 37 34 60 162 8 53 57 51 57 217 9 48 44 41 52 185 0 55 51 52 53 210 114 63 77 76 330 M 12 85 60 69 97 310 1 79 77 70 61 286 2 63 72 73 85 293 3 87 85 115 93 379 4 128 91 116 113 447 5 141 141 120 109 5113 6 97 111 60 59 327 7 58 58 54 36 205 8 27 23 24 22 96 9 23 9 9 8 48 10 11 7 6 4 28 11 2 5 4 3 13 TOTALS 4180 AVERAGE 21.8 period 87.1 beak AM Hour is *** 11:00am to 12:00pm *** Volume Lane 1 : 330 Peak Hour Factor 0.724 Peak / Day Total 0.079 Peak PM Hour is *** 4:45pm to 5:45pm Volume Lane 1 : 515 (Irak Hour Factor 0.913 ak / Day Total 0.123 )6/24/05 1:20:30 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami_ Florida 33183 305-385-0777 cite ID : 5745-WB1* Info 1 : NW 6th Street E/O Info 2 : NW 2nd Avenue *** Single Channel 15 Minute *** Date : Jun 22, 2005 Wed Factor : 1,00 Lane 1-Normal, Axle, /2 Page: Hour 1-WB Hour ;tarts 0 15 30 45 Total 40 12 87 66 61 111 325 1 88 73 74 66 301 2 63 73 76 93 305 3 78 83 132 94 387 4 126 87 111 124 448 5 137 128 126 117 508 6 106 122 54 54 336 7 59 55 55 48 217 8 34 30 28 21 113 9 24 9 11 9 53 10 10 4 4 3 21 11 1 5 3 4 13 AM 12 8 3 5 5 21 1 3 3 3 1 10 2 0 0 1 2 3 3 1 0 1 1 3 4 2 2 2 1 7 5 13 6 5 10 34 6 20 17 18 22 77 7 25 39 27 70 161 8 46 48 50 58 202 9 54 51 38 50 193 67 54 71 57 249 179 83 61 72 395 TOTALS 4382 AVERAGE 45.6 period 182.6 ..eak AM Hour is *** 11:00am to 12:00pm Volume Lane 1 : 395 Peak Hour Factor : 0.552 Peak / Day Total 0.090 Deak PM Hour is *** 4:45pm to 5:45pm Volume Lane 1 : 515 Sak Hour Factor 0.940 ak / Day Total 0.118 *** 06/24/05 11:20:30 Site ID : 5745-WB1* Info 1 : NW 6th Street E/O Info 2 : NW 2nd Avenue Lane 1-Normal, Axle, /2 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Single Channel 15 Minute *** Date : Jun 23, 2005 Thu Factor : 1.00 Page: Hour 1-WB Hour Starts 0 15 30 45 Total AM 12 4 1 1 0 6 1 0 0 0 3 3 2 3 0 0 0 3 3 1 1 1 0 3 4 1 2 1 1 5 5 3 2 6 5 16 6 21 17 21 26 85 7 37 35 41 49 162 8 59 66 52 55 232 9 42 37 44 53 176 ilk0 42 47 33 48 170 ‘11,1 49 43 93 80 265 PM 12 83 53 77 82 295 1 69 81 65 55 270 2 63 71 70 77 281 3 95 86 98 91 370 4 129 95 121 101 446 5 145 154 114 100 513 6 88 100 66 63 317 7 56 61 52 23 192 8 20 16 20 23 79 9 22 8 7 6 43 10 12 10 8 4 34 11 2 4 4 2 12 TOTALS 3978 WER.AGE 41.4 period 165.8 Peak AM Hour is *** ]1:00am to 12:00pm Volume Lane 1 : 265 Peak Hour Factor 0.712 Peak / Day Total 0.067 _'eak PM Hour is *** 4:30pm to 5:30prn 40plume Lane 1 : 521 eak Hour Factor 0.846 eak / Day Total 0.131 * * * * * * 06/24/05 11:20:30 k************* TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Single Channel 15 Minute Final Report (page 1 of 2) Site ID : 5745-WB1* Info 1 : NW 6th Street E/O Info 2 : NW 2nd Avenue Page: ************* Start Date : Jun 22, 2005 Wed End Date : Jun 23, 2005 Thu Adj. Factor: 1.00 ALL DAYS COMBINED Hour 1-WB Hour 7itarts 0 15 30 45 Total AM 12 12 4 6 5 27 1 3 3 3 4 13 2 3 0 1 2 6 3 2 1 2 1 6 4 3 4 3 2 12 5 16 8 11 15 50 6 41 34 39 48 162 7 62 74 68 119 323 8 105 114 102 113 434 9 96 88 82 103 369 0 109 101 104 105 419 228 126 154 152 660 12 170 119 138 193 620 1 157 154 139 121 571 2 126 144 146 170 586 3 173 169 230 185 757 4 255 182 232 225 894 5 282 282 240 217 1021 6 194 222 120 117 653 7 115 116 107 71 409 8 54 46 48 44 192 9 46 17 18 15 96 10 22 14 12 7 55 11 3 9 7 6 25 rOTALS 8360 AVERAGE 87.1 period 348.3 .aak AM Hour is *** 11:00am to 12:00pm Volume Lane 1 : 660 Peak Hour Factor : 0.724 Peak / Day Total : 0.079 Peak PM Hour is *** 4:45pm to 5:45pm Volume Lane 1 : 1029 k Hour Factor : 0.912 Ilitk / Day Total : 0.123 * * * * * * 07/22/05 10:23:32 *************** Site ID : 5745-NB&SB* Info 1 : NW 2nd Avenue N/O Info 2 : NW 6th Street 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) Start Date : Jun 22, 2005 Wed End Date : Jun 23, 2005 Thu Adj, Factor: 1.00 Page: 4 ************** 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 11 12 13 8 43 5 5 5 7 21 64 1 8 5 6 3 21 3 5 4 4 15 36 2 4 10 1 3 18 3 2 2 4 11 29 3 4 5 3 2 14 4 4 1 7 15 29 4 3 4 1 4 12 7 4 7 5 23 7535 5 2 7 9 8 25 15 9 6 21 50 6 18 18 31 37 103 17 22 24 48 109 212 7 35 33 41 37 145 50 38 40 58 185 330 8 42 38 51 62 191 54 53 48 51 206 397 9 55 42 53 42 191 45 47 31 50 172 363 Ilk 59 41 48 48 195 43 "19 36 43 160 355 56 54 67 69 246 42 33 40 43 157 403 PM 12 58 80 59 53 249 38 49 40 42 168 417 1 44 58 53 55 210 46 50 31 34 160 370 2 58 50 63 62 232 42 35 40 42 158 390 3 62 59 61 61 242 37 45 45 46 172 414 4 83 70 79 90 321 36 36 32 37 140 461 5 101 108 71 87 366 33 33 26 32 123 17‘ 4 9 6 80 44 44 29 197 27 21 19 15 81 2788 7 26 30 32 32 119 26 17 12 18 72 19191 8 21 22 15 23 79 7 9 10 17 42 97 9 15 21 12 14 61 8 10 11 7 36 92 10 14 21 12 18 65 8 7 5 7 27 75 11 12 17 14 6 48 8 5 9 5 27 TOTALS 59% 3386 41% 2324 5710 WERAGE 17.6 period 70.5 12.1 period 48.4 119.0 Peak AM Hour is *** 11:00am to 12:00pm *** Volume Lane 1 : 246 Lane 2 : 158 Combined: 404 Directional Split : 61% 39% Peak Hour Factor • 0.891 0.919 0.902 Peak / Day Total • 0.073 0.068 0.071 ilikk PM Hour is *** 4:30pm to 5:30pm *** lume Lane 1 : 378 Lane 2 : 135 Combined: 512 irectional Split : 74% 26% Peak Hour Factor 0.875 0.912 0.914 Peak / Day Total : 0.112 0.058 0.090 07/22/05 10:23:32 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute Site ID : 5745-NB&SB* Info 1 : NW 2nd Avenue N/© Info 2 : NW 6th Street * * * Page: 1 Date : Jun 22, 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 14 17 12 13 56 4 4 4 8 20 76 1 12 3 7 4 26 3 4 4 4 15 41 2 6 8 1 5 20 3 2 2 4 11 31 3 2 3 3 3 11 3 4 1 6 14 25 4 4 3 0 3 10 7 5 7 6 25 35 5 2 7 10 10 29 10 9 5 20 44 73 6 23 23 30 37 113 19 21 23 49 112 225 7 36 29 44 38 147 51 39 39 56 185 332 8 45 36 53 59 193 53 55 55 41 204 397 9 60 47 58 37 202 52 48 29 53 182 384 4101 53 38 38 50 179 37 39 34 48 158 337 49 68 74. 69 260 40 35 46 39 160 420 PM 12 56 86 56 53 251 40 53 38 43 174 425 1 38 57 56 55 206 41 48 31 34 154 360 2 68 55 59 62 244 44 35 33 45 157 401 3 64 63 53 66 246 31 48 49 42 170 416 4 80 67 81 87 315 32 43 24 35 134 449 5 108 116 81 99 404 31 28 26 28 113 517 6 93 37 40 30 200 31 18 21 14 84 284 7 26 26 25 28 105 22 13 11 18 64 169 8 16 19 16 19 70 4 10 11 19 44 114 9 9 13 5 6 33 6 10 8 7 31 64 10 14 13 5 9 41 6 8 4 5 23 64 11 10 9 8 5 32 5 4 10 5 24 56 TOTALS 60% 3393 40% 2302 5695 AVERAGE 35.3 period 141.4 24.0 period 95.9 237.3 Peak AM Hour is *** 11:00am to 12:OOprm *** Volume Lane 1 : 260 Lane 2 : 160 Combined: 420 Directional Split : 62% 38% Peak Hour Factor : 0.878 0.870 0.875 Peak / Day Total 0.077 0.070 0.074 k PM Hour is *** 5:00pm to 6:OOpm *** 011! alurne Lane 1 404 Lane 2 : 113 Combined: 517 irectional Split : 78% 22% Peak Hour Factor. 0.871 0.911 0.898 Peak / Day Total 0.119 0.049 0.091 07/22/05 10:23:32 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 *** Dual Channel 15 Minute *** Site ID : 5745-NB&SB* Info 1 : NW 2nd Avenue N/O Info 2 : NW 6th Street Page: 2 Date : Jun 23, 2005 Thu Factor : 1.00 Lane 1--Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-NB Hour 2--SB Hour Combined tarts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 7 7 13 3 30 6 6 5 5 22 52 1 3 6 5 2 16 2 6 4 3 15 31 2 2 11 1 1 15 3 2 2 4 11 26 3 5 7 3 1 16 4 4 1 7 16 32 4 2 4 2 5 13 7 3 6 4 20 33 5 1 6 8 6 21 19 8 7 21 55 76 6 13 12 31 36 92 14 22 24 46 106 198 7 33 37 37 36 143 49 37 40 59 185 328 8 38 39 48 64 189 55 51 41 60 207 396 9 50 37 47 46 180 38 45 33 46 162 342 II, 65 44 57 45 211 48 39 38 37 162 373 62 40 60 69 231 44 30 34 46 154 385 PM 12 59 73 62 52 246 35 44 41 41 161 407 1 49 59 50 55 213 50 51 31 33 165 378 2 48 44 66 61 219 39 35 46 38 158 377 3 59 55 68 56 238 42 41 41 49 173 411 4 86 72 77 92 327 39 29 39 39 146 473 5 94 99 60 74 327 35 37 25 35 132 459 6 66 51 48 28 193 22 24 17 15 78 271 7 25 34 38 35 132 29 20 12 18 79 211 8 25 24 13 26 88 9 8 9 14 40 128 9 20 28 18 22 88 9 10 14 7 40 128 10 14 28 19 27 88 10 6 5 9 30 118 11 13 24 19 7 63 11 6 7 5 29 92 TOTALS 59% 3379 41% 2346 5725 "VERAGE 35.2 period 140.8 24.4 period 97.8 238.5 reak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 189 Lane 2 : 207 Combined: 396 Directional Split : 48% 52% Peak Hour Factor 0.738 0.863 0.798 Peak / Day Total : 0.056 0.088 0.069 e k PM Hour is *** 4:30pm to 5:30pm411 *** lume Lane 1 : 362 Lane 2 : 150 Combined: 512 sectional Split : 71% 29% Peak Hour Factor . 0.914 0.962 0.941 Peak / Day Total 0.107 0.064 0.089 )7/22/05 10:23:32 • *************** Site ID : 5745-NB&SB* Info 1 : NW 2nd Avenue N/O Info 2 : NW 6th Street TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305-385-0777 Dual Channel 15 Minute Final Report (page 1 of 2) Start Date : Jun 22, 2005 Wed End Date : Jun 23, 2005 Thu Adj. Factor: 1.00 Page: ALL DAYS COMBINED ************** 1-NB Hour Starts 0 15 30 45 Total Hour 2-SB 0 15 30 Hour 45 Total AM 12 21 24 25 16 86 10 10 9 13 1 15 9 12 6 42 5 10 8 7 2 8 19 2 6 35 6 4 4 8 3 7 10 6 4 27 7 8 2 13 4 6 7 2 8 23 14 8 13 10 5 3 13 18 16 50 29 17 12 41 6 36 35 61 73 205 33 43 47 95 7 69 66 81 74 290 100 76 79 115 8 83 75 101 123 382 108 106 96 101 9 110 84 105 83 382 90 93 62 99 41/( 118 82 95 95 390 85 78 72 85 111 108 134 138 491 84 65 80 85 PM 12 115 159 118 105 497 75 97 79 84 335 2 8383 1 87 116 106 110 419 91 99 62 67 319 778 8 2 116 99 125 123 463 83 70 79 83 315 827 3 123 118 121 122 484 73 89 90 91 343 4 166 139 158 179 642 71 72 63 74 280 922 5 202 215 141 173 731 66 65 51 63 245 555976 6 159 88 88 58 393 53 42 38 29 162 380 7 51 60 63 63 237 51 33 23 36 143 8 41 43 29 45 158 13 18 20 33 84 24222 9 29 41 23 28 121 15 20 22 14 71 10 28 41 24 36 129 16 14 9 14 53 182 18 11 23 33 27 12 95 16 10 17 10 53 8 TOTALS 59% 6772 41% 4648 11420 AVERAGE 70.5 period 282.2 48.4 period 193.7 475.8 Peak AM Hour is *** 11:00am to 12:00pm *** Volume Lane 1 : 491 Lane 2 : 314 Combined: Combined: 805 Directional Split : 61% 0.902 Peak Hour Factor 0.889 0.924 0.070 Peak / Day Total 0.073 0.068 AI? k PM Hour is *** 4:30pm to 5:30pm *** Combined: 1022 Illi lume Lane 1 : 754 Lane 2 : 268 26% �rectional Split : 74% .0912 Peak Hour Factor 0.877 09050.0..089 Peak / Day Total 0.111 Combined Total 42 30 22 30 45 99 218 370 411 344 320 314 128 72 57 57 68 149 423 660 793 726 710 805 • APPENDIX C CAPACITY ANALYSES TRAFFIC SIGNAL TIMING DATA • SHORT REPORT RPE/TAP General Information Analyst gency or Co. ate Performed 7/19/2005 Time Period PM Peak Volume and Timing Input NUM_ of Lanes Lane Group Volume (vph) % Heavy veh PH F LT 0 Deft_ EB TH 2 T RT Site Information intersection NW 3rd Ave & NW 8th St Area Type All other areas Jurisdiction Analysis Year 2005 Peak Season WB LT ' TH RT 0 1 0 TR NB LT TH L TR RT 0 LT SB TH RT 0 104 0 0.87 173 2 0.87 0 0.90 107 104 0 2 0 0.90 0.86 0.86 857 404 O 2 0.99 0.99 55 0 0.99 0 0.90 0.90 0.90 Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension A 2.0 2.0 A 2.0 2.0 A A A 2.0 2.0 P P 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 3 3 Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension 3.0 0 12.0 0 3.0 rW Perm 02 = 19.0 G= Timing = 4 Y Duration of Analysis (hrs) = 0.25 Phasing 3.0 0 0 12.0 0 0 3.0 Lane Group Capacity, Control Adj. flow rate Lane group cap. v/c ratio Green ratio Unif. delay d1 Delay factor k lncrem. delay d2 120 76 1.58 0.19 40.5 0.50 314.1 1.000 G= Y= Delay, EB 200 354 0.56 0.19 36.7 0.16 2.1 1.000 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay Copyright 0 2005 University of Florida, Alt Rights Reserved 38.8 D 157.3 F 3.0 O 0 9 12.0 N 0 N 0 3.0 3.0 3.0 O 0 12.0 12.0 N 0 0 0 3.0 3.0 04 NB Only. G = G = 73.0 Y= Y= 4 06 G= Y= 2 0 3.0 0 12.0 0 0 3.0 07 08 G= IG= Y= Y= Cycle Length C = 100.0 and LOS Determination 37.7 354.6 F WB 236 335 0.70 0.19 37.9 0.27 6.6 1.000 44.5 44.5 0 867 1318 0.66 0.73 7.0 0.50 2.6 1.000 9.6 A NB 462 3648 0.13 0.73 4.0 0.50 0.1 1.000 Intersection LOS HCS+7 Version 5.1 4.1 A 7.7 A SB 0 0.00 0 Al Generated: 7119/2005 3:00 PM 03 j . General lnforrr a SHORT REPORT Site Information Analyst Agency or Co. Date Performed Time Period RPE/TAP 7/19/2005 PM Peak Intersection NW 3rd Ave & NW 8th St Area Type Jurisdiction Analysis Year 2008 Without Site All other areas Volume and Timing Input EB W8 NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 2 0 0 1 0 0 0 0 0 Lane Group Deft_ T TR L TR Volume (vph) 105 175 108 105 866 408 55 % Heavy veh 0 2 0 0 2 0 0 2 0 0 0 PHF 0.87 0.87 0.90 0.90 0.86 0.86 0.99 0.99 0.99 0.90 0.90 0.90 Actuated (P/A) A A A A A PP Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 Unit Extension 3,0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 9 0 0 2 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking Parking/hr N 0 0 N N 0 0 . Unit Extension • Bus stops/hr 0 0 0 0 0 0 3.0 3.0 3.0 3.0 3.0 Phasing Timing EW Perm 02 G = 19.0 Y= 4 Y G= Y= 03 G= Y= 04 NB Only G= 73.0 Y= 4 G Y= 06 G= Y= 07 3.0 G= Y= 08 Duration of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Ad i flow rate 121 202 238 876 467 0 Lane group cap. 76 354 335 1318 3648 vlc ratio 1.59 0.57 0.71 0.66 0.13 Green ratio 0.19 0.19 0.19 0.73 0.73 0.00 Unit. delay di 40.5 36.8 37.9 7.1 4.0 Delay factor k 0.50 0.17 0.27 0.50 0.50 lncrem. delay d2 PF factor 319.5 2.2 6.9 2.7 0.1 1.000 1.000 1.000 1.000 1.000 Control delay 360.0 39.0 44.8 9.7 4.1 Lane group LOS Apprch. delay Approach LOS Intersec. delay D D A A 159.3 44.8 7.8 F A 38.1 Intersection LOS Copyright © 2005 University of Florida, All Rights Reserved HCS+TTA Version 5.1 Generated: 7/19/2005 3:05 PM SHORT REPORT General information Site information st RPP/TAP Analyst Agency or Co. Date Performed 7/1912005 Time Period PM Peak Intersection NW 3rd Ave & NW Stir St Area Type All other areas Jurisdiction 2006 With Site & New Analysis Year Timing Volume and Timing Input EB WB NB SB L LT TH RT LT TH RT LT TH RT . LT TH RT Nunn. of Lanes 0 2 0 0 1 0 1 3 0 0 0 0 Lane Group Deft_ T TR L TR Volume (vph) 105 202 120 117 918 433 57 % Heavy veh 0 2 0 0 2 0 0 2 0 0 0 0 PHF 0.87 0.87 0.90 0.90 0.86 0.86 0.99 0.99 0.99 0.90 0.90 0.90 Actuated (PIA) A A A A A P P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 . 9 0 0 2 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 1 12.0 Parking/Grade/Parking NONNONN ONNON Parkinglhr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 NB Only 06 07 08 G= 30.0 G= G= G= G= 62.0 G= G= G= Tinning Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 121 232 266 927 493 3099 0 Lane group cap. 209 559 528 1119 v!c ratio 0.58 0.42 0.50 0.83 0.16 Green ratio 0.30 0.30 0.30 0.62 0.62 0.00 Unit. delay do 29.6 28.0 28.9 14.8 8.0 Delay factor k 0.17 0.11 0.11 0.50 0.50 lncrem. delay d2 4.0 0.5 0.8 7.1 0.1 PF factor 1.000 1.000 1.000 1,000 1.000 Control delay 33.6 28.5 29.6 . 22.0 8.1 Lane group LOS C C C C A Apprch. delay 30.2 29.6 17.2 Approach LOS C C B Intersec. delay 21.0 Intersection LOS C Copyright 2005 University of Florida, All Rights Reserved HCS+rM Version 5.1 SHORT REPORT General Information Analyst ency or Co �g. Date Performed Time Period Site Information REP/TAP 7/19/2005 PM Peak Intersection Area Type Jurisdiction Analysis Year NW 2ncc Ave & 8th Street All other areas 2005 Peak Season Volume and Timing Input Num. of Lanes Lane Group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff, green Arrival type Unit Extension EB LT TH RT LT O 1 0 0 WB TH 1 RT NB LT TH O 0 1 RT 0 LT 0 SB TH RT 0 LTR LTR LTR LTR 29 124 21 16 125 16 52 248 41 4 99 60 O 2 0 0 0.76 0.76 0.76 0.80 2 0.80 O 0 2 0.80 0.85 0.85 0 0.85 0 0.89 2 0.89 0 0.89 A A A A 2.0 A 2.0 A P P 2.0 P P 2.0 2.0 2.0 2.0 2.0 3 3 3 3 Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Aar Parking/hr Bus stops/hr Unit Extension Phasing Timing 3.0 O 0 10 0 3.0 0 8 0 3.0 0 12 0 12.0 N 0 N N 0 3.0 12.0 0 0 3.0 12.0 N N 0 0 3.0 3.0 0 12.0 0 0 3.0 14 N G I G=26.0 04 NS Perm EW Perm I 02 G= 26.0 G= Y= 4 Y= Duration of Analysis (hrs) = 0.25 Lane Group Capacity, Control Delay, and LOS Determination Adj. flow rate G= Y= EB 215 03 Y= Y= 4 WB 187 G= 06 l 07 G= Y= IY= Cycle Length C = 60.0 NB 386 G= Y= SB 166 08 Lane group cap. v/c ratio Green ratio 750 0.29 775 0.24 748 0.52 773 0.21 • Unit delay d1 Delay factor k lncrem. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS intersec. delay 0.43 11.0 0.43 10.8 0.43 12.4 0.43 0.11 0.2 1.000 11.2 8 11.2 0.11 0.2 1.000 10.9 10.9 0..50 2.5 1.000 14.9 8 14.9 12.7 Copyright © 2005 University of Florida, AB Rights Reserved Intersection LOS HCS+TM Version 5.1 10.6 0.50 0.6 1.000 11.3 8 11.3 8 8 Generated: 7/1912005 3:15 PM SHORT REPORT General Information Analyst gency car Co. Date Performed 7/19/2005 Time Period PM Peak Site Information REP/TAP Intersection NW 2nd Ave & 8th Street Area Type All other areas Jurisdiction Analysis Year 2008 Without Site Volume and Timing Input LT EB TH WB RT LT TH RT NB LT TH RT LT Num. of Lanes Lane Group 0 1 L TR 0 0 1 LTR 0 0 LTR 0 SB TH 1 RT LTR 0 Volume (vph) Heavy veh PHF 29 125 21 16 126 16 52 251 41 4 100 60 Actuated (P/A) 0 0.76 A Startup lost time Ext. eft. green 2 0.76 A 2.0 0 0 2 0.76 0.80 0.80 A A A 2.0 0 0.80 A O 2 0.85 0.85 P P 2.0 0 0.85 P 0 0.89 P 2 0.89 P 2.0 Arrival type 2.0 3 2.0 3 2.0 3 2.0 3 0 0.89 P Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 Lane Width Parking/Grade/Parking Parking/hr 12.0 0 10 0 0 12.0 N N 0 8 O 0 12.0 N 0 12 0 0 12.0 0 Bus stopslhr 0 0 0 Unit Extension 3.0 3.0 3.0 Phasing EW Perm 02 Timing G= 26.0 jG= Y= 4 IY= 03 G Y G= Y= 04 1 NS Perm 06 G = 26.0 G= Y= 4 jY= Duration of Analysis (hrs) = 0.25 Lane Group Capacity, Control Delay, and LOS Determination WB EB 07 0 14 3.0 Cycle Length C = 60.0 NB Y= 08 Adi. flow rate 217 188 390 Lane group cap. 750 v/c ratio 0.29 Green ratio 0.43 Unif. delay d1 11.0 Delay factor k 0.11 lncrem. delay d2 0.2 PF factor 1.000 Control delay Lane group LOS Apprch. delay 411, Approach LOS Intersec. delay Copyright C 2005 University of Florida, All Rights Reserved 4 11.2 11.2 8 12.7 775 0.24 0.43 10.8 0.11 0.2 1.000 10.9 8 10.9 748 0.52 0.43 12.4 0.50 2.6 1.000 15.0 Intersection LOS HCS+TM Version 5.1 8 15.0 8 SB 167 773 0.22 0.43 10.6 0.50 0.6 1.000 11.3 8 11.3 8 Generated: 7/19/2005 3:1B PM SHORT REPORT General Information Analyst REP/TAP Agency or Co. Date Performed 7/19/2005 Time Period PM Peak Volume and Timing input Site Information Intersection NW 2nd Ave & 8th Street Area Type Ali other areas Jurisdiction Analysis Year 2008 With Site LT Num. of Lanes Lane Group EB TH RT 1 0 LT 0 WB TH t RT 0 NB LT TH 0 RT 0 LT 0 LTR LTR LTR SB TH RT LTR Volume (vph) % Heavy veh PHF 29 154 21 18 148 23 54 252 50 8 106 60 0 0.76 2 0 0.76 0.76 0 0.80 2 '0.80 0 0.80 0 2 0.85 0.85 0 0.85 0 0.89 2 0 0.89 0.89 Actuated (P/A) A A A A A P Startup lost time Exteft. green Arrival type 2.0 2.0 2.0 P 2.0 2.0 2.0 2.0 2.0 3 3 3 Unit Extension 3.0 3.0 3.0 3 3.0 Ped/Bike!RTOR Volume 0 Lane Width 0 10 12.0 • Parking/Grade/Parking Parking/hr 0 N • Bus stops/hr 0 Unit Extension 3.0 Phasing EW Perm 1 02 I 03 G= G= 26.0 Timi 9 Y= 4 IY= Duration of Analysis (hrs) = 0.25 Lane Group Capacity, Control Delay, and LOS Determination WB EB Adj. flow rate 255 Lane group cap. 754 vie ratio 0.34 Green ratio 0.43 Unif. delay d1 11.3 Delay factor k 0.11 Increm. delay d2 0.3 PP factor 1.000 Control delay 11.6 Lane group LOS Apprch. delay 8 11.6 Approach LOS 8 Intersec. delay 13.0 Copyright 02005 University of Florida, Ali Rights Reserved 226 771 0.29 0.43 11.0 0.11 0.2 1.000 11.2 11.2 8 0 04 0 12.0 0 0 3.0 8 0 0 12.0 N 0 0 3.0 NS Perm G=26.0 G= 06 12 0 0 14 12.0 0 N 0 3.0 G= 07 1-08 G= = G= G= Y= Y= Y= 4 Y= Y= Y Cycle Length C = 60.0 NB 405 743 0.55 0.43 12.6 0.50 2.9 1.000 Intersection LOS HCS+TM Version 5.1 15.5 8 15.5 8 SB 180 765 0.24 0.43 10.7 0.50 0.7 1.000 11.4 8 c 11.4 8 8 Generated: 7f2112005 8:41 AM • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst 'RPE/TAP Intersection NW lst Ave 8 8th Street Agency/Co. Jurisdiction Date Performed 7/19/2005 Analysis Year 2005 Peak Season Analysis Time Period PM Peak Project Description Sawyers's Walk East/West Street: NW 8th Street orth/South Street: NW 1st Avenue Intersection Orientation: East-West IStudy Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Eastbound Westbound ovement _ 1 2 3 4 5 6 L T R L T R olume 88 90 14 8 102 18 Peak -Hour Factor, PHF 0.78 0.78 0.78 0.81 0.81 0.81 Hourly Flow Rate, HFR 112 115 17 9 125 22 Percent Heavy Vehicles 0 - -- 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 onfiguration LTR LTR Upstream Signal - 0 0 Minor Street Northbound Southbound [ ovement 7 8 9 _ 10 11 12 L T R L T R olume 21 - 136 19 2 15 17 Peak -Hour Factor, PHF 0.88 0.88 _ 0.88 0.65 0.65 0.65 Hourly Flow Rate, HFR 23 154 21 3 23 26 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Hared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 2 0 1 2 0 onfiguration L T TR L T TR Delay, Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR L T TR L 7 TR (vph) 112 9 23 77 98 3 11 37 (m) (vph) 1447 1466 404 426 482 278 427 684 lc 0.08 0.01 0.06 0.18 0.20 0.01 0.03 0.05 '5% queue length 0.25 0.02 0.18 0.65 0.75 0.03 0.08 0,17 Control Delay 7.7 7.5 14.4 15.3 14.4 18.1 13.7 10.6 OS A A B C - B C B B pproach Delay -- - 14.7 11,7 pproach LOS -- -- B B fi) Copyright 0 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 enera: TWO-WAY STOP CONTROL SUMMARY • illCopyright 0 2005 University of Florida, All Rights Reserved Approach Delay, Queue Length, and Level of Service Westbound Movement Lane Configuration LTR v (vph) C (m) (vph) 112 1445 vie 0.08 4 LTR 9 1464 0.01 95% queue length Control Delay 0.25 7.7 0.02 7.5 LOS Approach Delay Information Site Information RPEJTAP Analyst Agency/Co, Date Performed 7/19/2005 Analysis Time Period PM Peak Project Description Sawyers's Walk East/West Street: NW 8th Street Intersection Orientation: East-West ehicle Volumes and Adjustments Major Street Eastbound 2 Movement Intersection Jurisdiction NW 1st Ave & 8th Street Analysis Year 2008 Without .site north/South Street: NW 1st Avenue Ludy Period (hrs): 0.25 3 4 Westbound 6 L T olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes onfiguration Upstream Signal Minor Street Movement 88 0.78 112 0 91 0.78 116 14 0.78 17 0 L 8 0.81 Undivided 9 0 103 0.81 127 0 LTR 7 olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized 21 0.88 1 0 Northbound 8 T 137 0.88 0 9 19 0.88 0 LTR 10 2 0.65 23 0 155 0 0 21 0 3 1 18 0.81 22 0 0 Southbound 11 T 15 0.65 0 23 0 0 0 12 R 17 0.65 26 0 Lanes onfiguration 1 0 2 0 0 N 0 2 L T Eastbound A A Approach LOS TR 7 L 23 403 0.06 0.18 14.5 6 Northbound 8 T 77 424 0.18 0.66 15.4 C 14.8 8 9 TR 98 480 0.20 0.76 14.4 8 HCS+TM Version 5.1 10 L 3 276 0.01 0.03 18.2 Southbound 11 T 11 426 0.03 0.08 13.7 0 0 TR 12 TR 37 683 0.05 0.17 10.6 $ 8 11.7 8 Generated: 7/10/2005 41:24 PM TWO-WAY STOP CONTROL SUMMARY Generat Information Site Information Analyst fRPE AP intersection NW 1st Ave & 8th Street Jurisdiction Agency/Co. Analysis Year 2008 With site Date Performed 7719/2005 Analysis Time Period PM Peak Project Description Sawyers's Walk East/West Street: NW 8th Street North/South Street: NW lst Avenue Intersection Orien ion: 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 92 99 20 8 112 18 Peak -Hour Factor, PHF 0.78 0.78 0.78 0.81 0.81 0.81 Hourly Flow Rate, HFR 117 126 25 9 138 22 Percent Heavy Vehicles 0 -- -- 0 - -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 29 137 19 2 38 23 Peak -Hour Factor, PHF 0.88 4 0.88 0.88 0.65 0.65 0.65 Hourly Flow Rate, HFR 32 155 21 3 58 35 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Hared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Delay, Queue Length, and Level of Service pproach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR L T TR L T TR (vph) 117 9 32 77 98 3 29 64 C (m) (vph) 1432 1442 337 403 458 254 401 576 /c 0.08 0.01 0.09 0.19 0.21 0.01 0.07 0.11 95% queue length 0.27 0.02 0.31 0.70 0.80 0.04 0.23 0.37 Control Delay 7. 7 7.5 16.8 16.0 15.0 19.3 14.7 12.0 LOS A A C C B C B B pproach Delay -- -- 15.7 13.1 pproach LOS -- C B copyrightci 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 7(2112005 8: SHORT REPORT General Information Site Information Analyst •Agency or Co. Date Performed Time Period REP/TAP 7/19/2005 PM Peak Intersection Area Type Jurisdiction Analysis Year NW 3 Ave & 6th Street All other areas 2005 Peak Season Volume and Timing input EB WB NB SB LT Tit RT LT TH T RT LT TH RT LT TH RT Num. of Lanes O 0 0 O 2 2 0 0 0 0 Lane Group TR T Volume (vph) 453 256 142 1033 % Heavy veh O 0 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.89 0.89 0.90 0.90 0.90 0.90 Actuated (P/A) A A P P Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eft. green 2.0 2.0 20 2.0 2.0 20 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 O 0 67 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 0 0 N Parking/hr Bus stops/hr Unit Extension 0 3.0 0 3.0 0 3.0 0 3.0 3.0 0 3.0 Phasing WB Only Timing G = 35.0 G= 02 G= 03 G= 04 NB Only G = 57.0 G= 06 G= 07 G= 08 Y= 4 Y= Y= Y= Y= 4 Y= Y= Y Duration of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 502 209 160 1166 0 Lane group cap. 1266 565 1029 2062 vie ratio 0.40 0.37 0.16 0.57 Green ratio 0.00 0.35 0.35 0.57 0.57 0.00 r Unif. delay d1 Delay factor k lncrem. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay 24.5 24.3 10.1 13.6 0.11 0.11 0.50 0.50 0.2 0.4 0.3 1.1 1.000 1.000 1.000 1.000 24.7 24.7 10.5 14.8 C 24.7 14.3 17.9 Intersection LOS Copyright 0 2005 Uri versity of Florida, All Rights Reserved HCS+TM Version 5.1 Generated 8 7/19/2005 3:55 PM SHORT REPORT General Information Analyst gency or Co. Date Performed Time Period REP/TAP 7/1912005 PM Peak Volume and Timing Input Num. of Lanes Lane Group Volume (vph) % Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking Parkingthr Bus stops/hr Unit Extension EB LT TH O 0 Site Information intersection Area Type Jurisdiction Analysis Year WB RT LT TH 0 0 2 TR O 0 0 0 0.90 0.90 0.90 0.90 • Phasing Timing rWB Only €32 G= 35.0 G= Y= 4 Y= Duration of Analysis (hrs) = 0.25 Lane Group Capacity, Control Delay, 2.0 2.0 3 3.0 0 12.0 0 0 3.0 03 G= Adjflow rate Lane group cap. vlc ratio Green ratio Unit delay d1 Delay factor k Increm, delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay Y= EB 0 0.00 477 0 0.90 A 2.0 2.0 3 3.0 0 0 12.0 RT 1 R 257 0 0.90 A NW 3 Ave & 6th Street All other areas 2008 Without Site NB LT TH 2 L T 143 1044 0 0 0.89 0.89 P P RT 0 0 0.90 LT 0 0.90 SB TH RT 0 0 0 0 0.90 0.90 G= 0 0 3.0 2.0 2.0 3 3.0 67 12.0 0 3.0 2.0 20 2.0 2.0 3 3 3.0 3.0 O 0 12.0 12.0 N 0 0 0 3.0 3.0 04 1 NB Only G = 57.0 j G Y= 4 and LOS Determination 18.1 WB 528 1266 0.42 0.35 24.7 0.11 0.2 1.000 25.0 C 24.9 210 565 0.37 0.35 24.3 0.11 0.4 1.000 24.7 161 0 0 2.0 2.0 3 3.0 O 0 12.0 O N 0 3.0 06 07 G- G= Y= Y= Cycle Length C = 100.0 1029 0.16 0.57 10.2 0.50 0.3 1.000 10.5 NB 1178 2062 0.57 0.57 13.7 0.50 1.2 1.000 14.9 Intersection LOS HCS+TM Version 5.1 B 14.3 SB 0 0.00 08 Generated: 7/19/2005 3.57 PM Copyright © 2005 University of Florida, All Rights Reserved SHORT REPORT General Information Analyst Agency or Co. Date Performed Time Period REP/TAP 7/19/2005 PM Peak Site Information Intersection Area Type Jurisdiction Analysis Year NW 3 Ave & 6th Street All ether areas 2008 With Site • Volume and Timing Input Num. of Lanes Lane Group Volume (vph) Heavy veh PHF Actuated (P/A) Startup lost time Ext. eff. green Arrival type Unit Extension LT EB TH RT 0 0 LT 0 WB TH 2 TR RT LT 1 L NB TH 2 T RT 0 SB LT TH RT 0 0 497 325 143 1060 0 0 0 0 0 0 0 0 0 0 0 0.90 0.90 0.90 0.90 0.90 0.90 0.89 0.89 0.90 0.90 0.90 0.90 A A P P 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 3 3 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume Lane Width Parking/Grade/Parking parking/hr Bus stops/hr Unit Extension 0 0 0 12.0 0 N 0 3.0 0 N 0 12.0 0 0 3.0 67 12.0 0 3.0 0 12.0 0 3.0 0 12.0 0 0 3.0 0 3.0 0 0 0 12.0 N 0 0 3.0 • Phasing WB Only Timing G = 35.0 Y= 4 G 02 G= 03 04 NB Only G= 57.0 G= 06 Y= Duration of Analysis (hrs) = 0.25 Y= Y= Y= 4 Y` G= Y= 07 Cycle Length C = 100.0 G= Y= 08 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adjflow rate Lane group cap. vlc ratio Green ratio Unif. delay d1 Delay factor k Increm. delay d2 PF factor Control delay Lane group LOS Apprch. delay Approach LOS Intersec. delay 0 552 1266 287 565 161 1029 1191 2062 0 0.00 0.44 0.35 24.9 0.11 0.2 1.000 25.2 0.51 0.35 25.7 0.12 0.8 1.000 26.5 0.16 0.57 10.2 0.50 0.3 1.000 10.5 0.58 0.57 13.8 0.50 1.2 1.000 15.0 0.00 c 25.6 8 8 14.4 18.7 intersection LOS 8 Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 8 Generated: 7/21/2005 8:44 AM SHORT REPORT General Information Site Information Analyst RPEITAP Agency or Co. Date Performed 7/19/2005 Time Period PM Peak Intersection NW 2nd Ave & NW 6th Street Area Type All other areas ,jurisdiction Analysis Year 2005 Peak Season Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 r 0 3 0 0 1 0 0 1 0 Lane Group LTR LT TR Volume (vph) 51 508 95 220 256 119 27 Heavy veh 0 0 0 0 2 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 F 0.86 0.86 0.86 0.87 0.87 0,90 0.90 0.88 0.88 Actuated (P/A) A A A P P P P , Startup lost time 20 2.0 _ 2.0 2.0 Ext. eff. green 2.0 2.0 _ 2.0 2.0 Arrival type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 41 0 0 0 0 0 4 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N NONNONNON Parking/hr Bus stops/hr 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 Phasing WB Only 02 03 04 _ NS Perm 06 07 O8 G= 30.0 G= G= G= G= 62.0 �Y= G= G= G= Timing Y= 4 Y= Y= Y= Y= 4 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 0 716 546 161 Lane group cap. 1501 890 1153 vie ratio 0.00 - 0.48 0.30 28.6 0.11 0.2 0.61 0.62 11.7 0. 50 3.2 0.14 0.62 7.9 0.50 0.3 Green ratio Unit. delay d1 Delay factor k lncrem_ delay d2 PF factor 1.000 1.000 1.000 Control delay 28.8 _ 14.8 8.2 Lane group LOS C 8 A Apprch. delay 28.8 14.8 8.2 Approach LOS C B A Intersec. delay 21.1 Intersection LOS C (_o,---.1 1- 711 I7M(15 4:11 PM Copyright 02005 University of Florida, All Rights Reserved +ersion . SHORT REPOK1 General Information Site Information & NW 6t6 Analyst RPEfrAP Agency or Co. Date Performed 7f1912005 Time Period PM Peak NW 2nd Ave Intersection Stet Area Type All other areas Jurisdiction Analysis Year 2008 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 0 0 0 3 0 0 1 0 0 1 0 Lane Group LTR LT TR Volume (vph) 51 533 96 221 259 120 27 % Heavy veh 0 0 0 0 2 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.86 0.86 0.86 0.87 0.87 0.90 0.90 0.88 0.88 Actuated (P/A) A A A P P P P Startup lost time T 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 Arrival type a, 3 _ '3 3 3 3.0 Unit Extension 3.0 3.0 3.0 PedfBiketRTOR Volume 0 0 0 0 0 41 0 0 0 0 0 4 Lane Width 12.0 12.0 12.0 N N 12.0 0 N Parking/Grade/Parking N 0 N N 0 N N 0 Parking/hr i Bus stops/hr 0 _.- 0 0 0 3.0 Unit Extension 3.0 3.0 3.0 Phasing WB Only 02 03 04 NS Perm 06 07 08 G= 30_0 G= G= G= G= 62.0 G= G= G= Timing Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis (firs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB 162 Adj. flow rate 0 747 550 Lane group cap. 1502 889 1153 v/c ratio 0.50 0.62 0.14 0.62 Green ratio 0.00 0.30 0.62 7.9 Unit. delay di 28.8 11.7 Delay factor k 0.11 0.50 0.50 0.3 Increm. delay d2 0.3 3.2 1.000 PE factor 1.000 1.000 8.2 Control delay 29.1 14.9 A Lane group LOS C B 8.2 Apprch. delay 29.1 14.9 _ A Approach LOS C B C Intersec_ delay 21.4 Intersection LOS ___...4..A- 7/4aa7nnc d 11 PA Copyright 0 2005 University of Florida. Ali Rights Reserved HCS+Version 5.1 SHORT REPORT Generalinformation Site Information Analyst RPE/TAP Agency or Co. Date Performed 7119/2005 Time Period PM Peak Intersection NW 2nd Ave & NW 6th Area Type Al! other areas Jurisdiction Analysis Year 2008 With Site Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 0 0 0 3 0 0 1 0 0 1 0 Lane Group LTR LT TR Volume (vph) 63 583 108 242 268 122 33 % Heavy veh 0 0 0 0 2 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.86 0.86 0.86 0.87 0.87 0.90 0.90 0.88 0.88 Actuated (P/A) A A A P P P P Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 41 0 0 0 0 0 4 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parkinglhr Bus stops/hr 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 Phasing WB Only 02 03 04 NS Perm 06 07 08 Timing G = 30.0 G= G= G = G = 62.0 G = G = G = Y = 4 Y = Y = Y = Y = 4 Y = Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = 100.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 0 829 586 172 Lane group cap. 1499 - 874 1148 vie ratio 0.55 0.67 0.15 Green ratio 0.00 0.30 0.62 0.62 Unit delay di 29.4 12.4 8.0 Delay factor k 0.15 0.50 0.50 Increm. delay d2 0.4 4.1 0.3 PF factor 1.000 1.000 1.000 Control delay 29.8 16.4 8.2 Lane group LOS B A Apprch. delay ' 29.8 16.4 8.2 Approach LOS C B A Intersec. delay 22.5 Intersection LOS C Copyright 0 2005 University of Florida, All Rights Reserved HCS+'M Version 5.1 Generated: 7/21/2005 8:46 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPE/TAP Agency/Co. Date Performed 7/19/2005 Anal sis Time Period PM Peak Intersection NW 1st Ave & NW 6th Street Jurisdiction Analysis Year 2005 Peak Season Project Description Saw,yer's Walk EastMlest Street; NW 6th Street Intersection Orientation: East-West ehicle Volumes and Adjustments Major Street Movement 1 Eastbound 2 North/South Street: NW lst Avenue Study Period (hrs): 0.25 3 4 Westbound L 5 T • plume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration U.stream Signal inor Street Movement 1.00 0 0 0 1.00 0 0 0 1.00 0 0 0 22 0.84 Undivided 26 0 0 LT 7 Northbound 8 T 9 10 419 0.84 498 2 0 Southbound oiume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 50 0.85 58 0 153 0.85 179 0 0 0 1.00 0 0 0 1.00 0 0 11 T 20 6 R 27 0 84 32 0 0 TR 0.53 37 0 0 0 12 R 14 0.53 26 0 0 0 LT 2 0 Delay, Queue Length, and Level of Service pproach Movement Lane Configuration (vph) C (m) (vph) /c Eastbound Westbound 4 7 Northbound 8 0 9 2 10 Southbound 11 LT 26 1636 0.02 LT 147 468 0.31 T 89 420 0.21 95% queue length Control Delay LOS pproach Delay - pproach LOS - Copyright C4) 2005 University of Florida, All Rights Reserved 0.05 7.2 A 1.33 16.2 0.79 15.9 C 16.1 C HCS+TM Version 5.1 T 0 TR 18 429 0.04 0.13 12 TR 44 584 0.08 13.8 B 12.3 B 0.24 11.7 Generated: 7/2112005 8:47 AM • TWO-WAY STOP CONTROL, SUMMARY General Information Analyst RPE/TAP Agency/Co. Date Performed 7119/2005 Analysis Time Period PM Peak Project Description Sawyer's Walk EastANest Street: NW 6th Street Intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Movement 1 Eastbound 2 Site Information Intersection Jurisdiction NW 1st Ave & NW 6th Street Analysis Year J2008 Without Site North/South Street: NW lst Avenue Study Period (hrs): 0.25 3 4 Westbound olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 1.00 0 0 0 1.00 0 0 0 7 Northbound 8 T 1.00 0 0 0 L 22 0.84 Undivided 26 0 0 LT 5 T 443 0.84 527 2 0 6 R 27 0.84 32 0 0 TR 9 10 Southbound 11 T 12 R • olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 50 0.85 58 0 155 0.85 182 0 1.00 0 0 1.00 0 0 20 0.53 37 0 14 0.53 26 0 0 0 0 LT 0 2 T Delay, Queue Length, and Level of Service pproach Westbound Movement ane Configuration Eastbound 1 4 7 0 0 Northbound 8 0 9 0 2 10 Southbound 11 (vph) C (m) (vph) vic LT 26 1636 LT 149 452 T 91 404 T 0 0 TR 18 413 12 TR 44 567 95% queue length Control Delay LOS pproach Delay pproach LOS Copyright © 2005 University of Florida, All Rights Reserved 0.02 0.05 7,2 A 0.33 1.42 16.8 0.23 0.85 16.5 C 16.7 G MCS+TM Version 5.1 0.04 0.14 14.1 8 12.5 0.08 0.25 11.9 8 Generated: 7/21/2005 8:49 AM TWO-WAY STOP CONTROL SUMMARY General Information naiyst RPEffAP Agency/Co. Date Performed 7/19/2005 Analysis Time Period PM Peak Project Description Sawyer's Walk EastANest Street: NW 6th Street Intersection Orientation: East-West ehicle Volumes and Adjustments Major Street Eastbound 1 ovement plume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement • • L 1.00 0 0 0 7 2 1.00 0 0 0 Northbound Site Information Intersection NW 1st Ave & NW 6th Street Jurisdiction Analysis Year 2008 With Site {North/South Street: NW 1st Avenue Study Period (Firs). 0.25 3 1.00 0 0 0 9 4 L 22 0.84 Undivided 26 0 0 LT 10 Westbound 5 T 481 0.84 572 2 0 Southbound 11 plume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 81 0.85 163 0.85 1.00 1.00 T 6 27 0,84 32 0 0 TR 12 26 0.53 95 0 191 0 0 A. 0 0 0 0 49 0 R 37 0.53 69 0 0 0 0 0 0 LT 2 T Delay, Queue Length, and Level of Service Westbound pproach ovement Eastbound ane Configuration (vph) C (m) (vph) /c 95% queue length Control Delay LOS pproach Delay pproach LOS 4 LT 7 LT 0 Northbound 0 9 2 10 0 T Southbound 26 1636 190 427 95 382 0.02 0.44 0.25 11 T 24 0 TR 12 TR 390 0.06 0.05 7.2 2.24 20.0 0.97 17.5 0.20 14.8 A Copyright C 2005 University of Florida, Ail Rights Reserved C 19.2 / CS+TM Version 5.1 B 93 602 0.15 0.54 12.1 12.6 B 6 Generated: 1/2112005 8:50 AM TWO-WAY STOP CONTROL SUMMARY General Information • Site Information Analyst RPE/TAP Agency/Co. Date Performed 7/19/2005 Analysis Time Period PM Peak Intersection Site Drive (east) & NW 8th Str Jurisdiction Analysis Year 2008 with site Project Description Sawyer's Walk EastlWest Street NW 8th Street ntersection Orientation: East-West (North/South Street: Site ©rive (east) Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Movement 1 olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal inor Street Movement 1,00 0 0 0 7 Eastbound 2 T 179 0.70 255 1 0 Northbound 8 21 0.70 30 0 0 TR 9 4 L 12 0.70 Undivided 17 0 0 LT 10 Westbound 5 T 152 0.70 217 1 0 6 1.00 Southbound 11 0 0 0 12 R plume Peak -Hour Factor, PHF Hourly Row Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration Approach 15 0.50 30 0 1.00 0 0 0 10 0.50 20 0 1.00 0 0 1.00 0 0 0 1.00 0 0 0 0 0 LR Delay, Queue Length, and Level of Service Westbound Eastbound Movement 4 Lane Configuration LT v (vph) C (m) (vph) vie 17 1289 0.01 95% queue length Control Delay 0.o4 7.8 LOS Approach Delay Approach LOS A Copyright © 2005 University of Florida, All Rights Reserved 7 0 0 0 Northbound 8 LR 50 592 0.08 0.28 11.6 B 11.6 9 HCS+TM Version 5.1 0 0 10 0 0 Southbound 11 12 Generated: 7/21/2005 8.51 AM General Information nalyst gency/Co. Date Performed nalysis Time Period TWO-WAY STOP CONTROL SUMMARY Site Information RPEiTAP 7/19/2005 PM Peak intersection Site Drive (west) & NW 8th Str Jurisdiction Analysis Year 2008 with site Project Description Sawyers Walk East/West Street: NW 8th Street Intersection Orientation: East-West ehicle Volumes and Adjustments Major Street Movement 1 Eastbound 2 }North/South Street: Site Drive (west) Study Period (hrs): 0.25 3 4 Westbound 6 T olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized 1.00 192 0.70 21 0.70 11 0.70 155 0.70 0 0 274 30 0 Undivided 15 0 222 Lanes Configuration U•stream Sinai Minor Street Movement olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes • Configuration 0 7 L 16 0.50 32 0 1 0 Northbound 8 T 1.00 0 0 0 0 TR 9 8 0.50 16 0 0 LT 10 1.00 0 0 1 1,00 0 0 0 Southbound 11 T 1.00 0 0 0 0 12 1.00 0 0 0 0 0 0 0 0 0 0 0 0 LR Delay, Queue Length, and Level of Service pproach Westbound Movement 1 Lane Configuration Eastbound (vph) C (m) (vph) v!c 95% queue length Control Delay LOS pproach Delay 4 LT 15 1268 0.01 0.04 7.9 7 Northbound 8 LR 48 563 0.09 0.28 12.0 9 10 Southbound 11 12 pproach LOS A Copyright © 2005 University of Florida, All Rights Reserved 12.0 8 HCS+TM Version 5.1 Generated: 712112005 8:52 AM • • General Information TWO-WAY STOP CONTROL SUMMARY Site Information Analyst 'RPEITAP Agency/Co. Date Performed 7f19J2005 Analysis Time Period PM Peak Project Description Sawyer's Walk East/West Street: NW 3rd Avenue Intersection Orientation: East-West ehicle Volumes and Adjustments Major Street Movement olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 1.00 Eastbound 2 1.00 Intersection NW 3 Ave & Bldg #3 south side Jurisdiction Analysis Year 2008 With Site North/South Street: NW 3rd Avenue Study Period (hrs): 0.25 1.00 4 1.00 Westbound 0 0 0 0 0 0 Northbound 0 Undivided 0 0 0 5 T 814 0.70 1162 2 0 6 23 1.00 Southbound 7 8 9 10 11 23 0 0 TR olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles 1.00 0 0 Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 1.00 0 0 0 1.00 0 0 0.50 0 0 1.00 0 12 R 30 r 0.50 0 0 60 0 0 0 0 0 0 0 11, 0 0 0 1 Delay, Queue Length, and Level of Service pproach Eastbound Westbound Movement Lane Configuration v (vph) C (m) (vph) is 95% queue length Control Delay LOS pproach Delay pproach LOS Copyright ®2005 Un 1 4 versity of Florida, Al! Rights Reserved 7 Northbound 8 9 HCS+TM Version 5.1 10 Southbound 11 13.0 12 R 60 510 0.12 0.40 13.0 B Generated: 7i21/2005 9:07 AM TWO-WAY STOP CONTROL SUMMARY General Information 'p,naiyst RPE/TAP Agency/Co. Date Performed 7/19/2005 Analysis Time Period PM Peak Project Description Sawyers's Walk EastNllest Street: Site Drive Bldg #3 West Side Intersection Orientation: North -South ehicle Volumes and Adjustments Major Street Northbound Movement 1 i 2 L olume Peak -Hour Factor, PHF 1.00 Hourly Flow Rate, HFR 0 Percent Heavy Vehicles 0 Median Type RT Channelized Lanes 0 Configuration Upstream Signal Minor Street Movement 7 T 1355 0.70 1935 2 0 Eastbound 8 Site Information Intersection Jurisdiction Site Dr Bldg #3 & NW 3 Ave wes Analysis Year 2008 With Site [North/South Street: NW 3rd Avenue Study Period (hrs): 0.25 3 R 23 0.70 32 Undivided 0 0 TR 4 1.00 0 0 0 9 10 Southbound 5 1.00 0 0 0 Westbound 11 olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) • Flared Approach Storage RT Channelized Lanes Configuration 1.00 0 0 0 1.00 0 0 0 0 0 Delay, Queue Length, and Level of Service Southbound pproach fovement Lane Configuration Northbound 1 4 (vph) (m) (vph) Ic 95% queue length Control Delay LOS pproach Delay pproach LOS Copyright Q 2005 University of Florida, All Rights Reserved R L 1.00 1.00 7 0 0 0 0 0 0 0 Westbound 8 19.7 C 9 R 60 304 0.20 0.72 19.7 HCS+TM Version 5.1 T 6 1.00 0 0 0 12 1.00 0 0 0 0 0 10 R 30 0.50 60 0 0 1 R Eastbound 11 12 Generated: 7/21/2005 8.55 AM • • Major Street Movement TWO-WAY STOP CONTROL SUMMARY General lnforration Analyst RPE/TAP Agency/Co. Date Performed 7/19/2005 Analysis Time Period PM Peak Site Information Intersection Jurisdiction Site Dr Bldg #4 & NW 3rd Ave Analysis Year 2008 With Site Project Description Sawyers's Walk EastNVest Street: Site Drive Bldg #4 INorth/South Street: NW 3rd Avenue Study Period (hrs): 0.25 Intersection Orientation: North -South ehicle Volumes and Adjustments Northbound 2 4 Southbound 6 olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 1.00 0 0 0 T 1364 a 70 21 0.70 1.00 1.00 1948 r 30 0 2 0 T TR 0 Undivided 0 0 0 7 Eastbound 8 9 10 0 1.00 0 0 Westbound 11 0 0 0 12 olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes 1.00 0 0 0 Configuration Delay, Queue Length, and pproach Movement Lane Configuration 1.00 0 0 0 0 0 1.00 0 0 0 0 1.00 0 0 0 Level of Service Northbound 1 Southbound vph) C (m) (vph) /c 4 95% queue length Control Delay LOS pproach Delay pproach LOS Copyright © 2005 University of Honda, Alt Rights Reserved 7 Westbound 8 17.9 C 9 R 22 302 0.07 0.23 17.9 1.00 0 0 0 0 0 10 R 11 0.50 Eastbound 11 22 0 0 1 12 HCS+TM Version 5,1 Generated: 712112005 9:08 AM T1/O- AY STOP CONTROL SUMMARY • • General Information Site Information nalyst A9encyJCo. Date Performed RPETrA P 7/19/2005 Analysis Time Period PM Peak Intersection Jurisdiction Site Drive (east) & NW 6 Stree i Analysis Year 2008 With Site Project Description Sawyer's Walk EasllWest Street: NW 6th Street Intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Movement 1 Eastbound 2 North/South Street: Site Drive (east) Study Period (hrs): 0.25 3 4 Westbound 5 T 6 olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized anes Configuration Upstream Signal Minor Street Movement 1.00 0 0 1,00 0 1.00 0 Undivided 1.00 0 0 536 0.70 765 33 0.70 47 0 0 0 0 0 2 0 0 T TR 0 Northbound 7 9 10 0 Southbound 11 12 R olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes Configuration 1.00 0 0 1.00 0 1.00 0 0 1.00 0 0 1.00 0 0 24 0.50 48 0 0 0 0 0 0 0 0 Delay, Queue Length, and Level of Service Approach Eastbound 0 Westbound 0 Northbound 0 0 Southbound 1 Movement 4 7 8 9 10 11 Lane Configuration v (vph) 12 R 48 C (m) (vph) vie 649 0.07 95% queue length Control Delay LOS 0.24 11.0 Approach Delay Approach LOS 8 11.0 8 Copyright © 2005 University of Ronda. All Rights Reserved NCS.TM Version 5,1 Generated: 7121/2005 9:10 AM TWO-WAY STOP CONTROL SUMMARY General information Analyst RPEFIAP Agency/Co. Date Performed 7/19/2005 Analysis Time Period ,PM Peak Site Information Intersection Site Drive (west) & NW 6 Stree Jurisdiction Analysis Year 2008 With Site Project Description Sawyer's Walk East/West Street: NW 6th Street Intersection Orientation: East-West North/South Street: Site Drive (west) Study Period (hrs): 0.25 • ehicle Volumes and Adjustments Major Street Movement 1 Eastbound 2 3 4 Westbound olume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type RT Channelized Lanes Configuration Upstream Signal Minor Street Movement 1.00 0 0 0 1,00 0 0 0 Northbound 7 8 1.00 0 0 0 9 Undivided 1.00 0 0 0 10 5 T 6 536 0.70 765 2 0 Southbound 11 olurne Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach Storage RT Channelized Lanes T 1.00 1.00 0 0 0 0 1.00 0 0 1.00 0 T 32 0.70 45 0 0 TR 12 1.00 0 0 0 0 R 24 0.50 48 0 N 0 Configuration Delay, Queue pproach Movement Lane Configuration (vph) C (m) (vph) Ic Length, and Level of Service Eastbound 0 0 Westbound 4 7 0 0 Northbound 8 0 9 0 0 10 South bound 11 0 1 95% queue length Control Delay LOS pproach Delay pproach LOS Copyright CO 2005 University of Florida, AN Rights Reserved tfC5+TM Version 5.1 11.0 8 12 R 48 650 0.07 0.24 11.0 B Generated: 7/21/2005 9:11 AM 88 NW 2 AVE & 6 ST TIMING FOR DAY # 2 (SECTION 27) PAGE 4 ME PT OFF NSG G Y WW F Y S Y M CYC AigIN: 7 7 6 10 35 1 4 20 6 4 6 70NIGHT 20 ;OW 46 45 1 4 10 6 4 70NIGHT 1/ 30 8 30 55 1 4 20 6 4 90AM PEAK )00 9 55 50 1 4 25 6 4 90MID-DAY _45 10 46 55 1 4 20 6 4 90NOON 1/0 315 9 55 50 1 4 25 6 4 90MID-DAY 345 11 36 61 1 4 24 6 4 100PM PEAK )00 12 50 49 1 A 26 - 4 90POST PM 300 13 46 45 1 4 10 6 4 100 17 46 45 1 4 10 6 4 70NIGHT 5/ 300 23 10 35 1 4 20 6 4 6 70NIGHT 20 +ITER NEXT PAGE # (1 DIGIT), DAY .# (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT) 3384 338 NW 2 AVE & 8 ST TIMING FOR DAY # 9 (SECTION 28) PAGE 4 'IME PT OFF NSW F Y EWW F Y S Y M CYC MIN: 7 6 7 6 0 23 40 20 6 4 20 6 4 6 60NIGHT 12 700 4 40 20 6 4 20 6 4 60AVERAGE 530 5 40 20 6 4 20 6 4 60PM PEAK 8-30 -4 40-20 6 -A 20 -6--4 60AVERAGE 130 23 40 20 6 4 20 6 4 6 60NIGHT 12 INTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99-HELP) OR ASSET # (4 DIGIT) 31111rW 3 AVE & 6 ST TIMING FOR DAY # 2 (SECTION 27) PAGE 4 T OFF NW F Y WW F Y S Y M CYC MIN: 7 6 7 7 0 23 10 39 6 4 10 7 4 6 70NIGHT 20 600 13 10 39 6 4 10 7 4 70NIGHT 1/ 730 8 16 60 6 4 9 7 4 90AM PEAK 900 9 88 46 6 4 23 7 4 90MID-DAY 1145 10 88 46 6 4 23 7 4 90NOON 1/0 1315 9 88 46 6 4 23 7 4 90MID-DAY 545 11 95 51 6 4 28 7 4 .100PM PEAK WO-1Y- -2-42 6 4 2r 7 4 . . 90POST PM 1900 13 10 39 6 4 10 7 4 70NIGHT 1/ 2100 17 10 39 6 4 10 7 4 300 23 10 39 6 4 10 7 4 6 70NIGHT 20 NITER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT) 37604 29 NW 3 AVE & 8 ST TIMING FOR DAY # 2 (SECTION 27) PAGE 4 AE PT OFF NW F Y EWW F Y S Y M CYC MIN: 7 6 7 7 0 23 2 39 6 4 10 7 4 6 70NIGHT 20 00 13 2 39 6 4 10 7 4 70NIGHT 1/ 30 8 8 59 6 4 10 7 4 90AM PEAK 900 9 78 59 6 4 10 7 4 90MID-DAY ,145 10 78 59 6 4 10 7 4 90NOON 1/0 15 9 78 59 6 4 10 7 4 90MID-DAY -- 1,11111 98 67 6 4 12 7 4 lOupipw 12 4 59 4 10 7 4 - - - --7 - "- 90POST PM 1'00 13 2 39 6 4 10 7 4 70NIGHT 1/ 00 17 2 39 6 4 10 7 4 6 70NIGHT 5/ ',JO° 23 2 39 6 4 10 7 4 ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELF) OR ASSET # (4 DIGIT) 7'274 • APPENDIX C ITE TRIP GENERATION • -Mar-200 TABLE 6 DOWNTOWN MIAMI DRt UPDATE - INCREMENT 11 PM PEAK HOUR TRIP GENERATION ANALYSIS C60 AREA SES OFFICE ATTRACT1ONS - MOVIE THEAT ATTRACTIONS - BALLPARK [61 INSTITUTIONAL CONVENTION INDUSTRIAL RESIDENTIAL RETAIL HOTEL UNIT 585.000 SQ.FT, 5,000 SEATS 45,000 SEATS 1TE LAND USE CODE 710 444 444 450,000 SQ. FT. 540 500,000 SQ.FT, 250,000 SQ.fT, 3,000 D.U. 225.000 SQ.FT. 600 ROOMS 710 110 230 820 310 EAK HOUR TRIPS 1TE 6TH EDITION TRIP GENERATION RATE OR FORMULA [11 T = 1.121 (X) + 79.295 T=0.14(X) T = 0.02 (X) T=1.66(X) T= 1.121 (X)+79.295 T = 1.433 [X) - 163.421 Ln(T) - 0.827 Ln(X1 + 0.309 Ln(T) = 0.660 Ln(X) + 3.403 Ln(T) = 1.212 Ln(X) - 1,763 IN OUT TOTAL 17% 3% 85% 46% 17% 12% 66% 48% 53% TRIPS 125 371 765 344 109 23 675 211 83% 47% 15% 54% 83% 88% 34% 52% 47% I TRIPS 610 329 135 403 531 172 348 557 188 TRIPS 735 700 900 747 840 195 1,023 1,072 399 138 51% [ 3. 73 5,4 1 I TOTAL VEHICLE TRIPS GROSS WITHIN CEli7 0, 25.6% OF GRASS TOTAL TRIPS [21 49% 803 5116 ( 838 1,641 1N7EF'+NALIZATION TRIP REDUCTION 0 0.0% OF NET EXTERNAL RETAIL TRIPS % 0 0% 0 0 PASS -BY TRIPS 49% 1 2,335 51% 2,435 4,770 GROSS EXTERNAL OCCUPANCY ADJUSTMENT c1 16.0% QF GROSS EXTERNAL TRIPS [31 49% 374 51% 389 753 VEHICLE TRANSIT TRIP REDUCTION n 22.64fa OF GROSS EXTERNAL TRIPS [41 49% TRIP REDUCTION @ 10.0% OF GROSS EXTERNAL TRIPS [51 49% 528 51% 234- 51°l,, 550 243 1,078 477? PEDESTRIANf01CYCLE VEHICLE TRIPS FROM CBii 49°': I 1 199 51% 1 253 2 452 TOTAL NET EXTERNAL TRIPS INTERNAL TO OMNI � 2.2% OF NET EXTERNAL TRIPS [21 ' 45% 1 26 52% 28 54 7.8% OF NET EXTERNAL TO BRICKELL [(0, ERNAL TRIPS [21 49% 94 51% 97 .. a 1 TRIPS INTERNAL VEHICLE TRIPS OUT OF DMNSfCBf�fBRICKELL I 49% 1 079 1, , 51% 1128 , 2,207 TOTAL NET EXTERNAL NOTE S' [11 IN THE FORMULAS, (X) IS THE AREA PER 1.000 SQUARE FEET. [21 INTERNALIZATION RATES BASED ON FSUTMS MODEL RUNS (SELECT ZONE ANALYSIS). [3) 1TE TRIP GEN ASSUMES A VEHICLE OCCUPANCY RATE OF 1.2 PERSONS/VEHICLE, 16% LOWER THAN MIAMI'S CBD RATE OF 1.42 PERSNEH. [41 TRANSIT TRIP REDUCTION BASED ON PROJECTED MODAL SPLITS USED IN THE ORIGINAL DOWNTOWN MIAMI DRI STUDY. 1p[5[ PEDESTRIAN AND BICYCLE TRIP REDUCTIONS ARE ESTIMATED BASED ON DOWNTOWN CHARACTERISTICS [61 TRIP RATE FOR THE ATTRACTION (BALLPARK) IS BASED ON 0,02 EMPLOYEES PER SEAT AND 1 PM PEAK HOUR TRIP PER EMPLOYEE, DOWNTOWN MIAM) DP1 UPDATE rl:ltranpIan\Pr4}ects120O 1115716\tableslcbd2prn.Wk4 TABLE 21.C1 DOWNTOWN MIAMI DRI UPDATE - INCREMENT II TRANSIT AND PEDESTRIAN MODE SPLITS 17-Sep-2001 AREA TRANSIT MODAL SPLIT [1] PEDESTRIAN REDUCTION [2] INCREMENT I INCREMENT II OMNI 11.7% 14.9% 10.0% CBD 23.3% 22.6% 10.0% BRICKELL 14.3% 14.1% 15.0% SE OVERTOWN 8.3% 8.2% N/A NOTES: [1] TRANSIT MODAL SPLITS BASED ON APPROVED RATES USED IN THE ORIGINAL DOWNTOWN MIAMI DRI. [2] PEDESTRIAN AND BICYCLE TRIP REDUCTION BASED ON AREA CHARACTERISTICS AND DISCUSSIONS WITH CITY OFFICIALS. 21-77 SOURCE: KEITH AND SCHNARS, P.A. n,itranplantprojects120011167161tables\cbd2pm.wk4 b CO ME S ' 3fi0 ST. SN tTH ST iS H TE . Central Business Distric '5FcT 'STS) SW 4T14 ST iii'. w ..... _ C/1 4,T 1--.', — ',--1 :.z , TH5T tn. .:c .rn V). : rn .� • 1ITH ST iW 11 TH ST .... .. . rn cut ® 2003 DeLorrne. Street Atlas USA® 2004. www.delorme.com Street Atlas USA€ 2004 Scale 1 N+tEt TtAN DR 7,600 Sal W11 tNO,Yma uo 1" = 1.466.7 fl Data Zoom 13-6 APPENDIX E FDOT SEASONAL FACTORS Tint bate: May/ 17I2005 Florida Department ofTransportation Transportation Statistics Office 2004 Peak Season Factor Category Report 1 I -BADE NORTH : 8700 Week Dates SF PSCF • • 1 01/01/2004 - 01/03/2004 1.00 1.03 2 01/04/2004 - 01/10/2004 1.00 1.03 3 01/11/2004 - 01/17/2004 0.99 1.02 4 01/18/2004 - 01/24/2004 0.99 1.02 5 01/25/2004 - 01/31/2004 0,99 1.02 * 6 02/01/2004 - 02/07/2004 0.98 1.01 * 7 02/08/2004 - 02/14/2004 0.98 1.01 * 8 02/15/2004 - 02/21/2004 0.97 1.00 * 9 02/22/2004 - 02/28/2004 0,97 1.00 * 10 02/29/2004 - 03/06/2004 0.97 1.00 * 11 03/07/2004 - 03/13/2004 0.97 1.00 * 12 03/14/2004 - 03/20/2004 0.96 0.99 * 13 03/21/2004 - 03/27/2004 0.97 1.00 * 14 03/28/2004 - 04/03/2004 0.97 1.00 * 15 04/04/2004 - 04/10/2004 0.98 1.01 * 16 04/11/2004 - 04/17/2004 0.98 1.01 * 17 04/18/2004 - 04/24/2004 0.98 1.01 * 18 04/25/2004 - 05/01/2004 0.98 1.01 19 05/02/2004 - 05/08/2004 0.99 1.02 20 05/09/2004 - 05/15/2004 0.99 1.02 21 05/16/2004 - 05/22/2004 0.99 1.02 22 05/23/2004 - 05/29/2004 0.99 1.02 23 05/30/2004 - 06/05/2004 0.99 1.02 24 06/06/2004 - 06/12/2004 1.00 1.03 25 06/13/2004 - 06/19/2004 1.00 1.03 26 06/20/2004 - 06/26/2004 1.01 1.04 27 06/27/2004 - 07/03/2004 1.02 1.05 28 07/04/2004 - 07/10/2004 1.03 1.06 29 07/11/2004 - 07/17/2004 1.04 1.07 30 07/18/2004 - 07/24/2004 1.04 1.07 31 07/25/2004 - 07/31/2004 1.03 1.06 32 08/01/2004 - 08/07/2004 1.03 1.06 33 08/08/2004 - 08/14/2004 1.02 1.05 34 08/15/2004 - 08/21/2004 1.02 1.05 35 08/22/2004 - 08/28/2004 1.03 1.06 36 08/29/2004 - 09/04/2004 1.04 1.07 37 09/05/2004 - 09/11/2004 1.05 1.08 38 09/12/2004 - 09/18/2004 1.06 1.09 39 09/19/2004 - 09/25/2004 1.05 1.08 40 09/26/2004 - 10/02/2004 1.03 1.06 41 10/03/2004 - 10/09/2004 I,01 1.04 42 10/10/2004 - 10/16/2004 1.00 1.03 43 10/17/2004 - 10/23/2004 1.00 1.03 44 10/24/2004 - 10/30/2004 1.00 1.03 45 10/31/2004 - 11/06/2004 1.01 1.04 46 11/07/2004 - 11/13/2004 1.01 1.04 47 11/14/2004 - 11/20/2004 1.01 1,04 48 11/21/2004 - 11/27/2004 1,01 1.04 49 11/28/2004 - 12/04/2004 1.01 1.04 50 12/05/2004 - 12/11/2004 1.00 1.03 51 12/12/2004 - 12/18/2004 1.00 1.03 52 12/19/2004 - 12/25/2004 1.00 1.03 53 12/26/2004 - 12/31/2004 0.99 1,02 MOCF 0.97 �>y>�• _V nan cnn 1313PP1^ Page • • APPENDIX F FDOT LOS TABLES MUATS INFORMATION TABLE 4 - 7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Lanes Dividcd 1 Undivided 2 Divided 3 Divided A 100 1,060 1,600 Level of Service II C D 340 670 950 1,720 2,500 3,230 2,590 3,740 4,840 E 1,300 3,670 5,500 STATE TWO-WAY ARTERIALS Class I (>0,00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A B C D 1 Undivided ** 220 720 860 2 Divided 250 1,530 1,810 1,860 3 Divided 380 2,330 2,720 2,790 4 Divided 490 3,030 3,460 3,540 Class Il (2.00 to 4.50 signalized intersections per milt) Level of Service Lanes Divided A B C 1 Undivided 2 Divided 3 Divided 4 Divided 44 44 44 4* 100 220 340 440 590 1,360 2,110 2,790 810 1,710 2,570 3,330 E 890 444 444 *4* 850 1,800 2,710 3,500 Class III (more than 4.5 signalized intersections per mile and not within primary city central business district of an ani7ed area over 750,000) Lanes Divided A 1 Undivided ** 2 Divided ** 3 Divided *` 4 Divided 4* Level of Service B C 44, 4* 4* 44 280 650 1,020 1,350 660 1,510 2,330 3,070 E 810 1,720 2,580 3,330 Class IV (more than 4.5 signalized intersections per mile and within primary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A ** 4* *4 44 *4 44 44 Level of Service 13 C D E 270 720 780 650 1,580 1,660 1,000 2,390 2,490 1,350 3,130 3,250 FREEWAYS Interchange spacing 2 mi. apart Level of Service Lanes A 13 C D 2 1,270 2,110 2,940 3,580 3 1,970 3,260 4,550 5,530 4 2,660 4,410 6,150 7,480 5 3,360 5,560 7,760 9,440 6 4,050 6,710 9,360 11,390 Interchange spacing < 2 mi. apart Lanes 2 3 4 5 6 Level of Service A 13 1,130 1,840 1,780 2,890 2,340 3,940 3,080 4,990 3,730 6,040 C D 2,660 4,180 5,700 7,220 8,740 3,440 5,410 7,380 9,340 11,310 E 3,980 6,150 8,320 10,480 12,650 E 3,910 6,150 8,380 10,620 12,850 Lanes Divided 1 Undivided 2 Divided 3 Divided Lanes Divided 1 Undivided 2 Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service A 44 *4 *4 B C D 44 4* 44 480 760 1,120 1,620 1,740 2,450 E 810 1,720 2,580 Other Signalized Roadways (signalized intersection analysis) Level of Service A i3 C D E ++ ** 250 530 660 44 ++ 580 1,140 1,320 1 1.-l.P.�e t5 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mpb 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 maximum service volumes.) Paved Shoulder/ Bicycle Lane Coverage 0-49% 50-84% 85-100% 4* 130 160 380 A B 44 44 Level of Service C 170 210 >380 D 720 >210 44* E >720 444 **4 PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based an roadway geometries at 40 mph posted speed and traffic conditions, not the number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximums service volumes.) Sidewalk Coverage 0-49% 50-84% 85-100% A 4* *4 *4 13 44 120 Level of Service C D E 810 990 444 4* ** 590 330 520 >590 BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service Sidewalk Coverage A 13 C 0-84% >5 >4 85-100% >6 >4 >3 D >3 >2 Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 http://wow 11.myflorida.com/planning/systems/smflos/default,htin 02/22/02 ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Lanes Median Left Turns Lanes 1 Divided Yes I Undivided No Multi Undivided Yes Multi Undivided No ONE WAY FACILITIES Increase corresponding volume 20% Adjustment Factors t5°% -20% -5% -25% 'Ibis table does not constitutes standard and should be used only for geetral planning applications. The computer models from which Oils bible isderive-d d. Values shown am beused for more tl epee f nitres for levels of applications. The table and deriving computer models should not be used for corridor as intersection design, where more refined techniques service and are for the automobile/truck modes unless specifically stated. Level of service letter grade thresholds we probably not comparable across motes and, therefore, erase modal comparisons should be mode with eautiop. Furthermore, combining levels of -service of different modes into one overall roadway level of service is sot recommended. To convert to annual average daily traffic v Appircmions a c.< volumes must be divided by appropriate ➢ and K factors. The table's input value defaults and level of at:Mee criteria appear ao the fold i g the page. Calcuulations are bps pmlbend on a ani g and bus made. Highway Capacity Manual, Bicycle LOS Model, Pedestrian LOS Model tad Transit Capacity and Quality of Sorvi o Manual, taspenti y «'Cannot be aohicved using cable input value detauiq, lave been reached. For bicycle ***Not applicable for that level of eerviee tatter grade. Fot tuwmobilclwet modes, volumes greeter than level of service D become F because intersection capacities and pedestrian erodes, the Level of service lever grade (including F) is oat achievable, because there is no maximum vehicle volume threshold using table input valor defaults. 7 • TABLE 4 - 7 11.1INTINUED) GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS INPUT VALUE ASSUMPTIONS UNINTERRUPTED FLOW FACTL1TnE6 Freeways Highways ROADWAY CRARACATERISTICS Class HI Class IV Number of directional through hums 2- 6 2- 6 1 2.3 Pouted (mph) 65 35 50 50 speed Free flow speed (mph) 70 60 55 55 Basic segment length (mil 1.5 0 Interchange spacing mile 2.5 1 per .. Mediae,ln,Y1 h Left turn lanes (n,y) � y Yemen (r,l) 1 1 i i % zone 80 rn passing Passing lama (n,y) n TRAFFIC CIIARACrEi11STICS Planning analysis low factor (K) 0.097 0.093 0.093 0.095 distribution factor(D) 0.55 0,35 035 0.55 Directional Peak haw factor IPHF) 0.95 0.95 0.925 0.925 Base (pcphpl) 1700 2100 capacity 6.0 4.0 2.0 2.0 Heavy vehicle percent Lacs) adiuslment lector 0.98 f-00 1.1) 1,0 INTERRUPTED FLOW FACILITIES State ArterI4ls Non -State Roadways Signalised Bicycle cam ll Pedestrian aim H Bus Class 1 Claw II Cues Ill Oast IV Ma1or CI,lCeseetty Other s ROADWAY CHARACTERISTICS through Isms 1 2-3 4 1 2-3 4 1 2-3 4 1 2.3 4 1 2-3 1-2 40 2 40 Number of directional 4 45 30 50 45 45 45 34 35 35 30 30 30 45 45 Posted speed 1mph} 30 55 55 50 50 50 40 40 35 35 35 35 50 50 45 45 Free flow speed (mph) tt r r a r r n r r n r 1 n r r T Mediae type (n.nr,,r] y y y y Y y Y Y Y y Y Y Y 3 9 Leh hem lens (n Y) y Y n,50r%,1r Toed shouldalbicyele lane (n,Y) Outside lane width (n,i,w1 t 1 t n,509G,y n,y Pavement condition f4,t,d) _ _ -� "' Sidewalk(0,y) .-. Sidewalk/roadway avarati0n (4.t.w) barrier (n,Y) ^- n SidewelWlmidway protective 0bstecie l0 bus stop 1n,Y) TRAFFIC CHARACTERISTICS 0.095 0.095 0.095 0.095 0.095 0.095 0.093 0.095 0.095 0.095 0-095 0.095 0.093 0.095 0.095 0.095 9.095 Planning analysis hour factor (K)1 0.55 0.55 0,55 0.55 0.55 055 0.35 0.55 0.55 0.55 055 0.55 0.55 0.55 0.55 0,35 0.5$ Djmcli0nal distribution rector (12) 0.925 0325 0.925 0,925 0.925 0.925 0.925 0.925 0.9I5 0.925 0.925 0.913 0.925 0925 0.925 0.925 0.925 NO hour factor (PRE) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Base utteatioa flow rate (pepbplj Hewn percent 2.0 2,0 2.0 2.0 2,0 2.0 1.5 2,0 2.0 1.5 1.5 1.5 1.5 1 S 1.0 0.95 2.0 _ 0.48 2.0 0,98 yohiclo fluor 1.0 1.0 0.95 0,98 0.98 0.95 0.95 0.95 0.92 0.92 0.92 0.90 098 0.96 12 12 i5 Local adjustment lanes 12 12 12 12 12 12 12 12 12 12 12 1.2 14 14 16 %turns from exclusive rum Boa span of service CHARACTERISTICS,0 5. 34 CONTROL 1.5 1.0 1.0 3.0 3.0 3.0 5.0 5.0 5.0 9.0 8.0 8.0 3.0 3A 00 Signalized intersections per mile 3 3 3 4 4 4 4 4 4 4 4 4 4 3 . Arrival type II-6) ■ it 4 4 4 a s 1 a s $ a w a $ s s Signal We (ii ,I) a 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 120 Cycle length (C.) Effective green rslio jp/C) 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 044 0.44 _ 0.44 . 0.41 0.41 0.31 0.44 144 nve) of Service A C D Freeways Clam III vlc Density <0,32 < I I <0.53 <0.74 <0.90 <18 < 26 < 33 E c 1.00 < 45 t � > 1.00 > 45 Class IV vie Density <0.29 < 0.47 <0.69 <0.86 < 1.00 <)1 <18 < 26 <35 <45 > 1.00 i > 45 vlc = Demand to Capacity Ratio Two -Lan % FFS > 0.917 > 0.833 > 0.750 > 0.667 > 0.583 <0.583 Highways Mvltitons vie Density <029 < 11 50.47 <0.69 < 0.88 S1.00 >1.00 <IS 526 <35 <41 >41 °A FFS = Percent Free Flow Speed LEVEL OF SERVICE THRESHOLDS Class t ATS >42mph > 34 mph > 27 mph >21.mph >16mph <16mph State Two -Way Arterials Class It ATS >35mph > 28 mph > 23 mph > 17 mph > 13 mph <13mph Class Ill ATS > 30 mph > 24 mph > 18mph >14mph >10 mph <10 mph Class IV ATS > 25 Wu >19 mph >13mph >9mph >7 mph <7mph ATS = Average Travel Speed Non -Sate Roar/wove Msjor City/County ATS > 35 mph > 28 mph >22mph >17mph > 13 mph <13mph Other Signalized Control Delay <1➢ace < 20 sec <35 see <55 sec < 80 sec > 80 sec Bicycle Score <1-5 5 2.5 <3.3 <45 < 3.5 > 5.5 02R2/02 Pedestrian Scare 1,5 < 2.5 53.5 < 4.5 < 5.5 Bus Buses per hr. >6 >4 >3 >2 el > 5.5 <I 98 Lanes Divided A 2 Undivided ** 4 Divided 460 6 Divided 700 8 Divided 890 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 Level of Service A B C D E 180 620 1,210 1,720 2,370 1,940 3,340 4,540 5,870 6,670 2,900 4,700 6,800 8,810 10,010 STATE TWO-WAY ARTERIALS Class I (>0.00 to 1,99 signalized intersections per mile) Level of Service B C 13 400 2,780 4,240 5,510 1,310 3,300 4,950 6,280 1,560 3,390 5,080 6,440 Class II (2,00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A B C D 2 Undivided ** 180 1,070 1,460 4 Divided ** 390 2,470 3,110 6 Divided ** 620 3,830 4,680 8 Divided ** 800 5,060 6,060 E 1,610 *.. .*. 3,270 4,920 6,360 Class 111 (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Lanes Divided 2 Undivided 4 Divided 6 Divided 8 Divided A ** .* .. .. Level of Service lei C D .. * 4 .* ** 500 1,180 1,850 2,450 1,200 2,750 4,240 5,580 1,470 3,120 4,690 6,060 Class IV (more than 4.5 signalized 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* ♦* ** 13 .* *. .* * * 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 Lanes Divided 2 Undivided 4 Divided 6 Divided Lanes Divided 2 Undivided 4 Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service A I3 C ** . * 4* ** ** .* 870 2,030 3,170 D E 1,390 1,480 2,950 3,120 4,450 4,690 Other Signalized Roadways (signalized intersection analysis) Level of Service A B C D E ** ** 450 950 1,200 ** ** 1,050 2,070 2,400 Source: Florida Department of Transportation 02/22/02 Systems Planning Office 605 Interchange spacing ?2,2 mi. apart Lanes 4 6 8 10 12 A 2,310 3,580 4,840 6,110 7,360 FREEWAYS Level of Service II C 3,840 5,350 5,930 8,270 8,020 10,110 12,200 Interchange spacing c 2 mi. spars 11,180 14,110 17,020 Level of Service Lanes A B C D 4 2,050 3,350 4,840 6,250 6 3,240 5,250 7,600 9,840 8 4,420 7,160 10,360 13,420 10 5,600 9,070 13,130 16,980 12 6,780 10,980 15,890 20,560 D E 6.510 7,240 10,050 11,180 13,600 17,160 20,710 15,130 19,050 23,000 E 7,110 11,180 15,240 19,310 23,360 BICYCLE MODE (Note; Level of service far the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Paved Shoulder Bicycle Lane Coverage 0-49% 50-84% 85-100% A *. .* 300 Level of Service l3 C D ** 310 1,310 240 390 >390 680 >680 *** PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of 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 13 C D E 0-49% ** ** ** 600 1,480 50-84% ** ** ** 940 1,800 85-100% ** 210 1,080 >1,080 *** BUS MODE (Scheduled Fixed Route) (Buses per hour) (Mote; Buses per hair shown are only for the peak hour in the single dlrem us of higher traffic flow.) Level of Service Sidewalk Coverage A 13 C 12 0-84% ** >5 >4 >3 85-100% >6 >4 >3 >2 E >2 >I Lanes 2 2 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJ11STMENTS DIVIDED/UNDIVIDED (alter corresponding volume by the indicated percent) Adjustment Factors +5% -20% -5% -25% Median Left Turns Lanes Divided Yes Undivided No Undivided Yes Undivided No Suwannee Street MS 19 Tallahassee, EL 32399-0450 y ONE-WAY FACILITIES Decrease corresponding two -directional volumes in this table by 40% to harp:lhvwwll.myflarida.comlplarutinglsystetnsismllas/default.btm obtain the equivalent one directional volume for one-way facilities. *This table does not caastitutc a standard end should be used only for general planning applications. The computer models horn which this table is derived should be used for more specific Planning applications The table and deriving computer models should act be used far corridor or tasenectitm design, where mare refined techniques exist Vetoes shovel arc r ch hourly erns *y vmodolumes for levels should be of service and ore for the sutomobile/truckmodes vilest specifically a mated Level of service letter grade thresholds are prmbabty not comparable across modes sad, made with caution. Furthermore, combining levels of service of ditferem modes into one overall roadway level of service is not recommended. To convert in move average dolly traffic volumes. dais volumes mast be divided by en Appropriate P factor. The tables input value defaults sod level of aerviee criteria appear an titc following page. Calculations art based on plc„ tying applicatiens of the Highway Capacity Manual, Bicycle LOS Model, Pedestrian LOS Model end Transit Capacity road Quality of Service Manual, reeptedvety for the automobile/truck, bicycle, pedestrian and bus modee- *•Canot be achieved using table lupin value defaults. **.blot applicable fat that level of service leder grad:. Far aummobilehtucli modes, volumes greater than level of service 0 become F because intersection capacities have beta reached_ For bicycle e nd pedestrian modes, the level of service letter grade (including F) in m[ achievable, because there is an masimum vehicle volume threshold using table input value defaults. 91 TABLE 4 - 4 "' continued) GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S Urbanized Areas INPUT VALUE ASSUMPTIONS UNINTERRUPTED FLAW FACILITIES Freeways Highways ROADWAY CliARACATERISTICS Number of through lutes 4. 12 4 - 12 2 4 . 6 Posted speed (mph) 2 65 55 50 50 Free [taw speed (mph) 70 60 53 55 Bask segment length (mi) 1.5 0 Imcrnhenge spacingper mile 2.5 I Median (m,y) n yY Leg tom lanes (n,y) Y Terrain tt,l) 1 1 1 1 % no paving zone 80 Passing lanes (n,y) TRAFFIC CHARACTERISTICS Pl >ning analysis hour factor (IC) 0.097 0.093 0.095 0.095 Directional distribution factor (A) 0.55 0.55 0.55 0.55 Peak hour factor (PHF) 0.95 0.95 0.925 0.925 Base capacity (pcphpl) 1700 2100 Heavy vehicle percent 6.0 4,0 2.0 2.0 Local adjustment factor 0.98 1.00 1.0 I.0 INTERRUPTED FLOW FACILITIES Stale Arterials Nun -Stale Roadways Bicycle t Pedestrian Ana ROADWAY CHARACTERISTICS Class I Clan II Chia Ill CAu I'V Major C /County Other Sitn■itud Class A Class II Number of thr_ugh Isom 2 4.6 8 2 4- 6 8 2 4.6 8 2 4- 6 8 2 4- 6 2 .4 4 4 Posted soma (mph.) 45 50 50 43 45 45 35 35 35 30 30 30 45 45 40 40 Free flow speed (mph) 50 35 55 50 50 50 40 40 40 35 35 35 50 - Sit 45 45 Madian type {n.nr r) n r t n r r n r r n r r n r r r Lab pot lanes (n,y) Y Y Y T Y Y Y Y 9 Y Y 15 Y Y Y Y Paved shoulderlbicyc a lam (n y) -Y.- 15,50Ywy n Outside Lane width (n,t,w) .. 1 1 Pavement (u,i<d1 t condition Sidewalk (n4Y) n,50%y n,y Sidewaikhoadway separation 11,t,w) t SidawalWtoadway protective barrier (n,y) n Obstacle to btu stop to y} + . n TRAFFIC CHARACTERISTICS Planning analysis hour factor (K) 0.095 0.095 0.095 0.095 0,095 0.095 0.095 0.095 0.095 0.095 0.095 0.1195 0095 0.093 0.095 0.095 0.095 Directional distribution factor (D) 0.55 0.33 035 0.55 0.55 035 0.55 055 0.55 0.55 055 0.35 0.55 0.55 0.55 , 0.55 0.53 Task hour facterSPHE) 0.925 0923 0.925 0.915 0.925 0.925 0.925 0.925 0.925 0925 0.925 0.925 0.925 0.925 0.925 0.925 0,925 Base maturation flow rale (pcphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Heavy vehicle percent 2.0 2.0 2.0 2.0 , 2.0 2.0 13 75 1.5 1.5 1.5 1.5 13 13 1.0 2.0 2.0 Local adjustment factor 1.0 1.0 0.95 0.98 0.98 0.95 0.95 0.95 0.92 0.92 0,42 0.90 0,98 0.9E 0.95 091 0.98 %mnu from exclusive rum lanes 12 12 12 12 12 12 12 32 12 12 12 12 14 34 16 e.� 12 12 Bra span olserricc 15 CONTROL CHARACTERISTICS Signalized intersections per mile 1.5 1.0 1,0 3.0 3.0 3.0 5.0 5.0 5.0 8.0 8.0 1.0 3.0 3.0 3.0 3.0 Arrival acre (1.6) 3 3 3 4 4 4 4 4 4 4 4 4 4 4 3 4 4 Signal type nks t) a a a s a a 9 e s 6 4 a a i r s 4 Cycle length (C) 121 120 i20 120 120 120 120 120 120 120 120 120 120 120 120 120 120 EDI:0 ve green ratio (WC/ 0.44 0,44 0.44 0.44 .., 0.44 0,44 0.44 0.44 _ 0.44 0.M 0.44 0-44 0.41 0.41 _ 4.31 0.44 0.44 VEL OF SERVICE THRESHOLDS Freeways Highways State Two -Way Arterials Non-Srata Roadways 1 Bicycle Pedestrian Bus Level or Claw Ili Class TV Two -Lane Y. FFS Mvliilsne WC Densiy Class 1 AT5 Class 11 ATS Class lit ATS Class IV A75 Major City/County ATS Other Signalized Control Way re Scorn Buses per Ir. u/c Density v/e Density Service A - <6_12 <11 <0,29 <11 >0.917 <0.29 <11 >42 mph >35 mph >30mph >25 mph >35 mph <10sec r13 <1.5 >6 g e 0.53 < 113 <0.47 <_ 18 > 0.833 <0.47 5 18 > 34 mph > 21 mph > 24 mph a 19 mph > 28 mph _20 see <_2.3 <2.5 >4 - C . <0.74 <26 <0.68 �26 >0.750 <0.68 .26 >21mh p >22 mph > 18mh pp > 13mh >22m � < 35 ace <3.5 <33 a D 0.90 <35 <0.88 <35 >0.667 <0.86 <35 a21 mph >I7 mph > 14 mph >9 mph >17 mph <35 sec <4,5 r45 >2 E eI.00 <45 <l.ati <_45 >0383 11.00 <41 >16mph a13mph >10mph >7mph >13mph <80ace <3.5 <5.5 >1 F a1.00 >45 >1.00 >45 <0.5113 a1.00 >41 _ < lb mph <13 mph <10 mph „<,7 mph . <13 mph _ >80 see >5.5 >3.5 <1 vlo - Demand to Capacity Ratio % FPS ...Percent Free Flow Speed ATS - Average Travel Speed 03f22At2 • 92 • • Miami -Dade Interim 2005 Cost Feasible Plan DIRECTIONAL DISTRIBCJTION SDMMARY ORIGIN ! CARDINAL DIRECTIONS TOTAL I ZONE NNE ENE ESE • SSE SSW WSW WNW NNW 526 TRIPS 132 54 40 72 88 230 166 168 950 PERCENT 13.89 5.68 4.21 7.58 9.26 24.21 17.47 17.68 527 TRIPS 8 7 4 6 4 15 13 18 75 PERCENT 10.67 9.33 5.33 8.00 5.33 20.00 17.33 24.00 528 TRIPS 920 293 359 506 556 1502 1147 1149 6432 PERCENT 14.30 4.56 5.58 7.87 8.64 23.35 17.83 17.86 529 TRIPS 784 308 360 319 485 1204 942 989 5391 PERCENT 14.54 5.71 6.68 5.92 9.00 22.33 17.47 18.35 530 TRIPS 250 93 128 85 134 372 272 310 1644 PERCENT 15.21 5.66 7.79 5.17 8.15 22.63 16.55 18.86 531 TRIPS 1262 512 684 508 771 2188 1731 1745 9401 PERCENT 13.42 5.45 7.28 5.40 8.20 23.27 18.41 18.56 532 TRIPS 478 196 161 229 281 839 669 639 3492 PERCENT 13.69 5.61 4.61 6.56 8.05 24.03 19.16 18.30 533 TRIPS 55 32 27 36 45 114 86 87 482 PERCENT 11.41 6.64 5.60 7.47 9.34 23.65 17.84 18.05 534 TRIPS 109 45 49 80 86 193 167 147 876 PERCENT 12.44 5.14 5.59 9.13 9.82 22.03 19.06 16.78 535 TRIPS 192 92 80 113 130 406 324 299 1636 PERCENT 11.74 5.62 4.89 6.91 7.95 24.82 19.80 18.28 536 TRIPS 289 149 81 176 196 634 517 528 2570 PERCENT 11.25 5.80 3.15 6.85 7.63 24.67 20.12 20.54 537 TRIPS 0 2 0 2 0 1 0 1 6 PERCENT 0.00 33.33 0.00 33.33 0.00 16.67 0.00 16.67 538 TRIPS 190 91 82 107 253 459 366 291 1839 PERCENT 10.33 4.95 4.46 5.82 13.76 24.96 19.90 15.82 539 TRIPS 313 134 60 186 296 707 563 516 2775 PERCENT 11,28 4.83 2.16 6.70 10.67 25.48 20.29 18.59 540 TRIPS 85 52 3 11 83 324 231 304 1093 PERCENT 7.78 4.76 0.27 1.01 7,59 29.64 21.13 27.81 36 - 1/18/05 • APPENDIX G COMMITTED DEVELOPMENT • w • // 5T r5 (-8 5 ST 1 MV 4S t5 j 4 rn LEGEND rr� - QNEWAY N.T.S. !9 FLAGLER ST 4.1 SW 3 ST LEGEND O N SWAY PA03ECT: TUSCAN PLACE TRAFFIC IMPACT STUDY TUTLE: PROJECT TRIPS EXHIBIT No. 10 Page 15 • • APPENDIX H REDUCED SITE PLAN • • • tr. WW1- . . . .5"ipt1155.13{./M Li L___• _ 46 BUILDING 4 190 UNITS 4 Ssrm- ormnvern 4 WI:. 0,..442114,1 RAIDING. SITE PL AN 1.4. N. • 1.1. Gth 51f.M1 . . • •, • , s:s4'. tI 5/ttel 5TP2f4 A-9.0.1 PREI IMINARY PLANS FOR SAWYER'S WALK MIAMJ FLOLUDA