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Home My WebLink AboutTraffic Impact Analysis• • • October 13, 2006 Ma. Lille I. Medina, AICP Assistant Transportation Coordinator City of Mlaml, Office of the City Manager/Transportation 444 SW 2I Avenue (10`" Floor) Miami, Florida 33130 Re: Owls MLISP Sufficiency t.etter- W.O. # 122 Via t'ax and US Map Dear Ms_ Medina: Subsequent to our October 7'h, 2005 review comments for the subject project; we have received a response latter an October 11tn, 2005, prepared by Transport Analysis Professionals, inc. (TAP), Photocopy of the response letter i3 attached herewith. Please note that the applicant has mentioned that the tire station is no longer a part of the application. It also abates that the FOOT will commence the NE 7Oth Street PD&E study In the year 2011, three years after the build -out and occupancy of the proposed projectt. Additionally, the appiicent has proposed to modify the signal tinning/phasing combination at NE 10th Avenue/NE 79a' Street inf raeCtion. The applicant needs to coordinate with the appropriate approval assth� projectoeerril Dade through the review procTraffic Control and ess. ns Divisiontosecure At this time, we conclude that the traffic Impact report along with the subsequent submittal meets all the traffic requirements and the study is found to be sufficient, Should you have any questions please fail free to call Quaxi Masood or me at 954.739,188i. Sincerely, UR tQorat •n Southern Raj Shetrtm Se or Traffic Engineer Attachmant Cc: Mr, Karin WAVRlld, Plattner I, CO of lvaern! {Fax 335,416.1443) M. Richard P. Eichln9w TAP (Pax: 305.3864991) UR;i CarRvr1 Li at 7pra Caenelax 5100 KW 35rd Averww. Suite 130 tart Laudts, FL B3311:104433715 Tot: 484.T3941M Fay 554.T35.17N • OASIS MIXED -USE DEVELOPMENT N. BAYSHORE DRIVE & NE 80T11 STREET MIAMI, FLORIDA o MUSP TRAFFIC IMPACT ANALYSIS AUGUST 2005 • OASIS MIXED -USE DEVELOPMENT N. BAYSHORE DRIVE NE 80TH STREET MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANLAYSIS Prepared for The Related Group of Florida 2828 Coral Way, Penthouse 1 Miami, Florida 33145 (305) 460-9900 Prepared by Transport Analysis Professionals, Inc. E.B. No. 3766 8701 SW 137th Avenue, Suite 210 Miami, Florida 33183 August 2005 5714 Richard P. Eichinger Project Traffic Engineer 305 385-0777 • OASIS MIXED -USE MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS INTRODUCTION 1 EXISTING CONDITIONS 1 TRIP GENERATION 5 TRANSIT USE 6 SITE ACCESS 6 TRIP DISTRIBUTION 6 PEAK SEASON TRAFFIC ADJUSTMENTS 6 FUTURE BACKGROUND TRAFFIC 9 STUDY AREA & COMMITTED DEVELOPMENT 9 PLANNED ROADWAY IMPROVEMENTS 11 LEVEL OF SERVICE 11 PERSON TRIP CAPACITY 11 TRANSPORTATION CONTROL MEASURES PLAN 19 CONCLUSION 19 TABLES Table 1 — Unadjusted PM Peak Hour Site Traffic Volume 5 Table 2 — PM Peak Hour Traffic Volumes 12 Table 3 — Levels of Service 14 Table 4 — Person Trip Corridor Analysis 15 Table 5 — Year 2007 Person Trip Corridor Analysis 16 17 Table 7 — Future Year (2008) Peak Season Corridor Analysis 18 Table 6 — Year 2004 (Existing Peak Season) Corridor Analysis FIGURES Figure 1— General Location Figure 2 — Existing PM Peak Hour Traffic at Study Locations Figure 3 — Lane Use Geome Figure 4 — Site Only Traffic 2 3 7 Figure 4A — 2007 PM Peak Hour Traffic (With) & Without Site Figure 5 — Study Area 8 10 APPENDIX Appendix A — Traffic Study Methodology Appendix B -Traffic Volume Data Appendix C — Capacity Analyses & Traffic Signal Timing Data Appendix D — ITE Trip Generation Appendix E — FDOT Seasonal Factors Appendix F — FDOT LOS Tables & MUATS Information • • • OASIS MIXED -USE MIAMI, FLORIDA MUSP TRAFFIC IMPACT ANALYSIS INTRODUCTION This report summarizes the impact of traffic from a proposed 468-unit multi -story residential condominium 5,000 sf of retail and 20-slip private marina. The site is located east of North Bayshore Drive and north of NE 79th Street 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 - NE 79th Street - NE 10th Avenue Intersection Analysis NE 10th Avenue & NE 82nd Street (signalized) NE 10th Avenue & NE 81 st Street (unsignalized) NE 10th Avenue & NE 80th Street (unsignalized) NE 10th Avenue & NE 79th Street (signalized) North Bayshore Drive & NE 81St Street (unsignalized) North Bayshore Drive & NE 80th Street (unsignalized) Site Driveway & NE 80th Street (unsignalized) EXISTING CONDITIONS The Florida Department of Transportation is in the process of a large-scale comprehensive transportation study (PD&E) in the area. Data collected in September 2003 for the PD&E study are used as well as data collected by TAP Technicians. Figure 2 depicts existing PM peak hour volume at the study intersections and Figure 3 illustrates intersection lane geometry Street Atlas USA® 2004 &&M: 95TH TE.R i._ NW1O2tdST...v.•4 1•02NPST ....._.... t 100TH TER NW99Th ST NW 98TH ST 097TH ST NE 101ST ST NE' 100TH ST. NE BATH ST_ NE 98TH ST NE 97TH ST.._ . .... NE 96TH ST.....M iami•Shores NE 95TH ST NE 94TH ST NE 93RD ST NE 92ND ST . NW92NDST A fM91STST NE9ISTST z -. NE90THST:..:_ ....,_, a •Et Porta 441 NE 95TH ST NE B4TH St NE33RDitU. NE 62N0 It ..EatQr Parke NtikOTH ST :;:: NW 51TH ST NW 867•H Sr.... SS E Nr ST g8Sr1 85TH NE 84TH. ST. NE 54TH ST 7 NE 83RD ST "' 1� NE E. NE82NDTER - a ra: 82A10S7., NW @7TH ST. Little River M 4 ''.j,..,I m l --i ..- 2 c NE 78TH Al w a, NE,75TH d} 0 ahrr 1 9S RE71STST NE11STST m, [l NW 70TH ST NE TOTH ST NE 7OTHH NW 59TH ST NE 59TH ST - NE e9TH 51 NE 69TH ST .- NW NE 58TH TER NE 68TH ST NWGB•HTER NW 68T'ri ST NE 08Th ST rgn O 1 >:;z HE66THSTIt 11E,051R ,ttff NE OP .,. NE 92Npry N ST ST- (ITN ST { NE 66TH ST, ... WE 85TN ST . . IE a3RD4N NW54Th ST Edison Center . 4_, NW S2ND ST - -< NW SOTH TER • us....�Lemon City NW 57TH STNW 57TH ST ry g NW 58TH ST • R: ' . r w c NW 55TH ST - M m R. `54'['i S.., NE 54TH ST NE53FSRST NW53RCST NE5210TER remit .NW 52ND ST . .NE 52ND ST W49Th ST NW49rHST W48THST v. NW.45THST NW 44Th ST NW NW51Ss c 'sr. S}THSTST NE 50TH ST�� NW 49TH ST . NE 49TH S7 N E 49TH S1 NW48THST. NE4&7H3T NE 48TH ST r �`J NE47TH S f, NE 48TH ST N£4 NE 4414iiGeneral Locatio 44Th ST ® 2003 DeLorme. Street Atlas USA0 2004. www:deiarme.com yshore -. NE 67TH ST NE SeTH ST , , ..1 ,NE 55TH ST Marningsid 56TH TER *f TN 2 NE77ThTE N ND ST NE102ND ST 015 5 t.e y,6Asi ST !Figure I CO CN NE 82nd Street 426 679 f-9 NE 81 st Street co cnvco t+ 4-1 I 1 w z NE 81st Terrace 2 14 --P- O 4 " 4 ro -ill-- 0 1 6 6 NE 80th Street 4- 27 �-- 484 f9 6 5� \ \ o 7 —op- v.° jo SITE N INS NE Bayshore Court 149 1218 —IP' 15 NE lOth Avenue CO In CO NE 79th Street N. Bayshore Drive NE Bayshore Court PM PEAK HOUR PEAK SEASON TRAFFIC TRANSPORT ANALYSIS PROFESSIONALS Figure 2 3 Lane Geometry with North Bayshore Court Closed TRANSPORT ANALYSIS PROFESSIONALS Oasis Figure 3 4 • • • TRIP GENERATION Traffic generation by the proposed development is estimated using rates in the seventh edition of the Institute of Transportation Engineers' (ITE's) Trip Generation Report. The proposed land uses are as follows: Condominiums — 468-units Quality restaurant — 4,200 sf Storage* — 10, 670 sf - Marina* - 20-slips *Storage and wet slips will be owned by condo residents. Table 1 depicts PM street peak hour trip generation between existing and proposed uses. The afternoon traffic is higher and consistent with general traffic patterns in most of Miami -Dade County. Therefore, analyses will continue using the higher PM peak hour values. Land Use/Size Table 1 Existing and Proposed PM Peak Hour Trip Generation ITE Code No. PM Peak In . Out Total Proposed: Condominiums — 468-units 230 143 70 213 Quality restaurant -- 4,200 sf 931 12 6 18 Marina — 20-slips 420 0 0 0 Subtotal 155 76 231 Existing: Apartments — 60-units Restaurant —11,000 sf* Office — 2,000 sf Net New Trips 220 -33 -18 -51 931 -55 -27 -82 710 -1 -2 -3 Subtotal -89 -47 136 66 29 95 Although internal capture of trips will occur between the residential and retail, no internal rate capture was used in the analysis. The quality restaurant I'1'E pass by reduction is used to depict primary trips. No trips are shown for storage. • • • TRANSIT USE To be conservative in the analyses, no transit trips are used in these analyses. SITE ACCESS The proposed site will have one main access drives along NE 80th Street. See site plan for access details, TRIP DISTRIBUTION The Miami -Dade County Public Works Department was contacted to obtain the cardinal distribution data set as published in the latest MUATS travel model validation runs for TAZ 377 to determine directional trip making characteristics of area traffic. The following information was used as a guide to distribute site traffic: North/northeast —13.54% East/northeast — 1.73% East/southeast — 3.79% South/southeast — 4.31% North/northwest —11.39% West/northwest — 12.52% West/southwest — 22.33% South/southwest — 29.85% Figure 4 depicts the estimated volume of site only traffic on local roadways. Figure 4A depicts 2008 traffic with and without site. PEAK SEASON TRAFFIC ADJUSTMENTS Data collection occurred on different times of year, hence seasonal adjustments were made accordingly using FDOT's 2004 seasonal factors for North Miami -Dade County. (The latest available FDOT peak season factors are in the appendix.) NE 82nd Street NE 81 st Street f-3 16 NE 80th Street PM Peak Hour In = 60 Out = 31 Total = 91 z NE 81st Terrace 0 SITE 1 INS 40 } NE 10th Avenue NE 79th Street TAZ 377 1 N. Bayshore Drive NE Bayshore Court ZAZFIF TRANSPORT ANALYSIS PROFESSIONALS PM PEAK HOUR SITE ONLY TRAFFIC Oasis Figure 4 NE 82nd Street NE 81st Street 4- 448 (453) --0--714 (717) T 9(9) 4-1 (1 frm- 4- 359 -4-496(496) 28 (28) )IL-11 (11) -s--0 (0) s-5 NE 80th Street PM Peak Hour 7 In = 60 Out = 31 Total = 91 6 -0-6 NE 81st Terrace (27) r 7 (7) -41-12 (12) 65 j r (60) ! -. Fj ` SITE N NTS t O U a) 0 M� W w Z 153 (193) (1249�--10- 15 (15) NE 79th Street TAZ 377 a�Q N. Bayshore Drive +� 2008 PsM PEAK (WITH) & WITHOUT SITE TRAFFIC TRANSPORT ANALYSIS PROFESSIONALS Oasis Figure 4A 8 • • • FUTURE BACKGROUND TRAFFIC The FDOT PD&E study used a 1% annualized growth, hence the same value is used to increase background growth to year 2008 values. STUDY AREA AND COMMITTED DEVELOPMENT As directed by the City's traffic consultant, a study area of about a one-half mile radius was used to determine traffic impacts, Figure 5 depicts the study area; according to City staff, there is no committed development in this area of the City, which falls within the study area or in close proximity to the study area. Street Atlas USA) 2004 7DELORME NE11tTHST 1'!E 1 1T:1-g .140Siri17k _NE.11.01•#gr:!, NE 104TH. ST„ . - '. . -- •,...- - . . -. ..._, . -, . - i NE. 108.ThIST 'm • 6 ''''' " @' , • r,i, leintkiP. - -• — 2.,,,,l_i,,I,-- NE 168T .---'''''' NEI21PsT ,. ' NE 101ST ST • • NE 100TH ST ' NE_ _99T.ti, ST, ., , . ,..._.. .:::, . 4..tc. — - NE 08TH ST ' • 1 NE iTTH ST_ . . . . . , ' .4•' " / - ' • • _ . -- ' •Miami Shores --•-•• . • • ,-- -- •-•--1, 1 cL, 4 . .145q.g.1-,lS •.... _ —_,_.„..---- -- •••• •- ' 1,•Nk9!41.4 sT ' . ._.' .....S.,',Bv.i,NE. 8- ---1:- • z .NN.P'0:-,'" NEVEY-s_TT..'. NE1i1flST - -„,_••TNE tiorm1W;€ 11..91145T • 17) „ , • : '=- , ou ;L. 'NE'ilar)-(rp NE I tortIST,„„ NE1ggiti§:r .DETER "f)... NE187 < NEftST ST TH,ST • NE 03RD ST • . • NE 02ND ST NE 0;ST ST " NE 90TH ST - -t,-•--- 1 ---- El Portal $1-- . ' •.. 37 2 . NE 84TH $T_ _NE, 84.TH ET!. - -.; S1E B.PP ET 'II ' :: NE 83 NE.8.2NTER . 82N 1-,,,•*".-I0-----4,"- -'; , .14..82:1-HTER. --to . • '5:4' . Little Riveii. 1 .r-..iit",...01.1m...r.-110MOnrtmows :.A_, •, .1 .® ,g: ..•.4.. : i '6' , 'a 1 : i ' --.• • ' ' - t:.'- t-r$ ,__.9.]<• ..,......i. i !,. . W. _.,,, e : • • . - . t . -4 ' .., NE MTH -=' I. 3 4. - - . ,1 4:: i ; z- - A 1-"e.-1:-:' • t'2,- - I 11-, v, 2 w• 2.; -, •, 11, :. .. - „.,— --- , 14, NE 71 pr sr . :1:4E 71ST ST- NVi70TH Si. : _ NE 70T-iii2 , _ Nyv 07-I ST _.,,_ NE 8 .._, 1Ng.0.911 ST - NW 68TH TER,. I _ _NE 68TH TER_ , • tll .1 : NE.68TH s.,T, I I- c...) NIW 81TH ST , NS 87,TH ST . , A ' •--' .. NE 65TH ST A • • :1 NE 84TH Sit NW84TH ST .- • ' • - ,^.• - NW 62ND ST, NW 60TH TER , NE 63RD g Eaton taris, .• 1,p• _ 4- - l',JEIIII0THT l- .pyql-tore *.. -- rn ' W e - 2 . / ,NE.S6TH ST . NE 57TH 5-c, ,--e ,-• • NW srTH ST , Q : f..I ''' .,,, , s. . / W'' fa * 1 • . a NE 55TH ST _ ,NW--..7.T-- - - - l'1••.5.mIsT, ---- ----- ••%,--I, 1 ' NE DST ' NE' 53RD ST. NW 53RD ST ,521,4D,1Ep., . .. t • ' ck---= I II NE 52ND TER z s e ,Legiert City N. a6:rti -,malenesssim:.vo NE 55THST:„.1::,' W ,t\z`,/, NEJ4.7N, ET ,1 — ',;;;NE,O2ND TER' NE773 0 2003 DeLorme. Street Atlas USA® 2004. www.thelorme.com STUDY AREA I:I mine hvilA , TN Ml FIGURE 5 Scale 1 : 25,000 L.L. 200 Acc eau rao 1" = 2,083.3 ft Data Zoom 13-D 10 • • • 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. However, when the PD&E study is complete, area roadway improvements are expected. LEVEL OF SERVICE Intersection level of service (LOS) analyses were performed at the off -site intersections, intersections in close proximity and the site driveways 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 at the locations under study. PERSON TRIP CAPACITY Traffic volume counts were taken in September 2003 along the arterials under study. As previously shown in Table 2, the existing 2005 peak season volume is shown in Table 4 and 6. 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 person -trip capacity for automobiles is above the trip demand during the PM peak hour. 11 TABLE 2 TRAFFIC VOLUME AT STUDY LOCATIONS 2003 and 2005 PM PEAK INTERSECTION AND APPROACH VOLLJME NE loth Avenue & NE 82nd Street (9/09/03) Seasonal Factor = 4.08% WB LEFT WB THRU WB RIGHT NB LEFT NB THRU SB THRU SB RIGHT 9 652 409 17 140 406 27 SEASONAL INCREASE VOLUME 0 27 17 1 6 17 1 2003 and 2005 SEASONAL VOLUME1 9 679 426 18 146 423 28 YEAR 2008 YEAR BACKGROUND 2008 GROWTH WITHOUT INCREASE SITE VOLUME2 SUBTOTAL 0 35 22 1 7 22 1 9 714 448 19 153 445 29 SITE VOLUME YEAR 2008 WITH SITE TOTAL VOLUME 0 9 3 717 5 453 0 19 0 153 17 462 0 29 NE 10th Avenue & NE 81st Street (9111/03) Seasonal Factor = 4.08% EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT NS LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT 9 3 30 1 2 1 15 171 7 8 421 3 0 0 1 0 0 0 1 7 0 0 17 0 9 3 31 1 2 1 16 178 7 8 438 3 0 0 2 0 0 0 1 9 0 0 22 0 9 3 33 1 2 1 17 187 7 8 460 3 0 9 0 3 0 33 0 1 0 2 0 1 0 17 0 187 0 7 0 6 17 477 0 3 NE 10th Avenue & NE 80th Street (9/11/03) Seasonal Factor = 4.08% WB LEFT WB THRU WB RIGHT NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT 6 0 7 0 193 10 8 450 0 NE 10th Avenue & NE 79th Street (9/09/03) Seasonal Factor = 4.08% EB LEFT EB THRU EB RIGHT WB LEFT WB THRU WB RIGHT NB LEFT NB THRU NB RIGHT SB LEFT SB THRU SB RIGHT • 143 1170 14 9 485 26 25 14 8 420 13 22 0 0 0 0 8 0 0 18 0 6 48 1 0 19 1 1 1 0 17 1 1 6 0 7 0 201 10 8 468 0 149 1218 15 9 484 27 26 15 8 437 14 23 0 0 0 0 10 1 0 24 0 4 31 0 0 12 1 1 0 0 11 0 1 6 0 7 0 211 11 8 492 0 153 1249 15 9 496 28 27 15 8 448 14 24 16 5 0 0 0 41 17 0 0 40 0 0 0 0 0 0 1 0 1 1 14 22 5 7 0 211 52 25 492 0 193 1249 15 9 496 28 27 16 8 449 15 38 12 Oasis TAP 3N 5714 TABLE 2 (continued) TRAFFIC VOLUME AT STUDY LOCATIONS YEAR YEAR 2003 2003 2008 YEAR 2008 and and BACKGROUND 2008 WITH 2005 SEASONAL 2005 GROWTH WITHOUT SITE PM PEAK INCREASE SEASONAL INCREASE SITE SITE TOTAL INTERSECTION AND APPROACH VOLUME VOLUME VOLUME VOLUME2 SUBTOTAL VOLUME VOLUME N. Bayshore Drive & NE 81st Street (10/02/04) Seasonal Factor = 3.06% lEB LEFT 2 0 2 0 2 0 2 IEB THRU 14 0 14 0 14 0 14 WB THRU 0 0 0 0 0 0 0 LWB RIGHT 11 0 11 0 11 0 11 NB LEFT 0 0 0 0 0 0 0 NB THRU 1009 31 1040 27 1067 8 1075 NB RIGHT 0 0 0 0 0 0 0 N. Bayshore Drive & NE 80th Street (10102/04) Seasonal Factor = 3.06% EB LEFT 5 0 5 0 5 0 5 EB THRU 7 0 7 0 7 58 65 WB THRU 6 0 6 0 6 21 27 WB RIGHT 6 0 6 0 6 8 14 NB LEFT 2 0 2 0 2 0 2 NB THRU3 998 31 1029 26 1055 0 1055 NLB RIGHT 0 0 0 0 0 2 2 Site Driveway & NE 80th Street EB THRU 7 0 7 0 7 0 7 EB RIGHT 0 0 0 0 0 60 60 WB THRU 12 0 12 0 12 0 12 INB LEFT 0 0 0 0 0 31 31 Arterial Summary I NE 79th / 82nd Street `East- and Westbound Two-way Site Volume Summary = 55 INE 10th Avenue North- and Southbound Two -Way Site Volume Summary = 74 1 Seasonal factors vary depending on the date of data collection 2 A growth factor of 12.89% is used to increas traffic to year 2008 conditions along NE 79th Street & 1.0% to increase volume along NE 10th Avenue 3 Volume balancing was needed due to data collected on different dates 13 Oasis TAP „IN 5714 • TABLE 3 LEVEL OF SERVICE (LOS) AT STUDY LOCATIONS YEAR YEAR 2008 2005 2008 WITH PEAK WITHOUT SITE SEASON SITE TOTAL INTERSECTION AND APPROACH LOS LOS LOS NE 10th Avenue & NE 82nd Street IWB LEFT & THRU 'WB RIGHT NB LEFT & THRU SB THRU & RIGHT INTERSECTION LOS B B B 8 B 8 C C C D D D C C C NE 10th Avenue & NE 81st Street EB LEFT, THRU & RIGHT WB LEFT, THRU & RIGHT NB LEFT, THRU & RIGHT S8 LEFT, RIGHT & RIGHT 8 B 8 8 8 8 A A A A A A NE 10th Avenue & NE 8Oth Street WB LEFT, THRU & RIGHT NB LEFT, THRU & RIGHT SB LEFT, RIGHT & RIGHT B 8 C A A A A A A NE 10th Avenue & NE 79th Street EB LEFT EB THRU & RIGHT WB LEFT, THRU & RIGHT NB LEFT, THRU & RIGHT SB LEFT & THRU SB RIGHT INTERSECTION LOS N. Bayshore Drive & NE 81 st Street EB LEFT & THRU WB THRU & RIGHT NB LEFT & THRU 8 C D 8 C C C D D C 8 B F D1 D' C 8 B D C C C C C B 8 B A A A N. Bayshore Drive & NE 80th Street (10102/04) `:EB LEFT & THRU B WB THRU & RIGHT 8 NB LEFT & THRU A Site Driveway & NE 80th Street WB LEFT & THRU NB LEFT & RIGHT B C B C A A NIA N/A A N/A 0 A 1 LOS improved with modified signal timing 14 Oasis TAP JN 5714 • • • TABLE 4 Arterial 1 Corr€do[ Name NE 79th Street ONE-WAY VOLUME Three - Lanes Eastbound YEAR 2003 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS ROADWAY MODE ROADWAY ROADWAY ......-...._..---..-.....,.._�.-_._ TRIP PER. .__--R.._-.. PER. _._ TRIP 2003 ROADWAY CAPACITY ROADWAY VOLUME CORR VEHICULAR GPPV= VEHICULAR (TTPPV= TYPE CAPACITY' 1.6 VOLUME'. 1.4 (Notes) (44__. (5) Adopted LS 3,250 5,200 Allowable E+20 3,250 4,218 ROADWAY PER. TRIP ROADWAY EXCESS PERSON PER. TRIP TRIP (6) (7) 982 0.81 LOS NE a2nd Street ONE-WAY VOLUME Three - Lanes Westbound Adopted LS 3,250 5,200 1,725 2415 Allowable E+20 3,250 2,785 0.48 Three - Lanes Three- Lanes NE 79tt1762nd Street. NE 79t!82nd Streets LOS TABLE" FDOT LOS Table Volumes 0.13 8 B 410 0,13 _ 8 C 2,530 0.13 _.. B D 3,080 077... B E 3,250 0.78 C 0.94 C 0.95 0 _.... ps6_p 0.99 E 1,00 E IT MODE LOCAL BUS EXPRESS RAILTRAN TOTAL TOTAL TRANSIT PER. TRIP PER, TRIP PER. TRIP TRANSIT TRANSIT PERSON CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRW 05) LOAD = tg LOAD = Q LOAD = 0 LOAD = TR1P EXCESS DESIGN (8) DESIGN (a) DESIGN (10) DESIGN (11) _ VOLUME (122_ CAPACITY (13) 0 0 0 0 0 0 WT AVG AVG HEADWAY SEATS RIDERSHIP DESIGN BOTH PER PAX LOAD PAX CAPAorrit P PERCENT RIDERSHIP DIRECTIONS VEH PER HOUR FACTOR 150.00% 150.00% 150.00% 150.00% 0 0 0 0 0 0 WTAVG AVG HEADWAY SEATS RIDERSHIP DESIGN BOTH PER PAX LOAD P PAX P PERCENT DIRECT VEH PER HOUR FACTOR CAPACITY RI0ERSHIP 150.00% Volume is from the year 2002 FDOT LOS tables Existing volume adjusted to peak season RIDOR TOTALS CORRIDOR CORRIDOR CORRIDOR PERSON PERSON PERSON TRIP TRIP TRIP EXCESS CAPACITY VOLUME CAPACITY �.......(14) (15) (16) --- CORRIDOR ....PERSON mm.� VIC_._..._ (17) 5,200 4,218 0.81 AUTO PERSON TRIPS = 4,218 TRANSIT PERSON TRIPS = 0 TOTAL. PERSON TRIPS = 4,218 1000% 0.0% 100.0% 5,200 2415 2 785 AUTO PERSON TRIPS = 2,415 'wawa- PERSON TRIPS 0 TOTAL PERSON TRIPS = 2,415 0.46 100.0% 0.0% 100.0% Oasis Transport Analysis Professionals, Ina .JN 5714 • • TABLE 5 FUTURE YEAR (2008) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Arterial f Corridor me NE 79th Street ONE-WAY VOLUME Three - Lens Eastbound ROADWAY MODE ROADWAY ROADWAY PER. TRIP PER. TRIP ROADWAY ... 2007 ROADWAY CAPACITY ROADWAY VOLUME PER. TRIP ROADWAY CORR VEHICULAR ©PPV= VEHICULAR (1)PPV= EXCESS PERSON TYPE CAPACITY' 1.6 VOLUME" 1.4 PER. TRIP TRIP Notes) 1Z . _... (2) (31 (4) (5) (6) (7) LOS Adopted Allowable E+20 3250 LS _3250 5 3,224 4,514 _.. 686 0.87 MASS TRANSIT MODE PER. TRIP PER. TRIP CAPACITY CAPACITY LOAD = DESIGN DESIGN {81 LOCAL BUS EXPRESS ESS RAIL TRANL_TOTAL TOTAL TRANSIT_ PER. TRIP TRANSIT TRANSIT PERSON CAPACITY CAPACITY PERSON TRIP LOAD = (9 LOAD = ffg LOAD = TRIP EXCESS DESIGN DESIGN VOLUME CAPACITY {10t (11) _(12)__ (13) CORRIDOR TOTALS CORRIDOR CORRIDOR CORRt0OR PERSON CORRIDOR PERSON PERSON TRIP PERSON TRIP TRIP EXCESS TRIP CAPACITY VOLUME CAPACITY MC(14) � j6} (17) LOS 5,200 4,514 0.87 WT AVG AVG HEADWAY SEATS RIDERSHIP BOTH PER PAX DIRECTIONS VEH PER HOUR DESIGN LOAD PAX PERCENT FACTOR CAPACITY RIDER".+IiiP 150.00% 160.009E 150.009E 150.009E AUTO PERSON TRIPS = 4,514 TRANSIT PERSON TRIPS= 0 TOTAL PERSON TRIPS = 4,514 100.09E 0.095_ 100.0% NE 82nd Street ONE-WAY VOLUME Three - Lames Westbound Adopted Allowable E+20 -. 3,250 ,S 3,250 5,200 1,816 2,542 2,658 0.49 Three - Lanes NE 79th/82nd Street LOS TABLE" 0.13 0.13 0.13 0.77 0.76 0.95 0.98 0.99 1.00 E Three - Lanes NE 79th/82nd Streets FOOT LOS Table Volumes 410 C 2530 3080 3250 0 0 ,200 2 2,658 .49 WTAVG AVG HEADWAY SEATS RIDERSHIP BOTH PER PAX DIRECTIONS VEH PER HOUR DESIGN LOAD PAX FACTOR CAPACITY 150.009E PERCEN7 RiDERSFIIP AUTO PERSON TRIPS = 2,542 TRANSIT PERSON TRIPS= 0 TOTAL PERSON TRIPS = 2,542 100.0% 0.0% 100.0% FACTORS: 2003-2009 Ann. Gs 331%fyr (comp) = 1.0510 Note: Seasonal in reee is estimated at 8.339E PROJECT VOLUME ASS GNED 1 ' . T'. Pe NE 79th Street Inbound (ES) Outbound (Wk 15 NE82ndStreet. Outbound Transit Volume is from the year 2002 FOOT LOS tables LOS A & B not possrolo under assumptions - other v{a cutoffs use FDOT LOS table ratios Existing volume adjusted to peak season Transport Analysis Professionals, ins. JN 5720 Villa Patricia • • • TABLE 6 YEAR 2004 (EXISTING PEAK SEASON) CORRIDOR ANALYSIS Arterial 1 Corridor Name ROADWAY MODE (Nate 2003 CORR TYPE !1) ROADWAY PER. TRIP ROADWAY CAPACITY VEHICULAR OPPV= CAPACITY' 1.6 (3) NE 1018 Avenue Two-way Volume 2-lanes ROADWAY PER. TRIP ROADWAY ROADWAY VOLUME PER. TRIP ROADWAY VEHICULAR @PPV= EXCESS PERSON VOLUME'" 1.4 PER. TRIP TRIP j4 (51 Adopted LS 1,820 2.912 Allowable E+20 1 620 ,730 2,422 490 (7) 0.83 LOS MASS TRANSIT MODE LOCAL. BUS EXPRESS RAIL IRAN TOTAL TOTAL TRANSIT PER. TRIP PER. TRIP PER. TRIP TRANSIT TRANSIT PERSON CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIP LOAD = LOAD = _@ LOAD = • LOAD = TRIP EXCESS DESIGN DESIGN DESIGN DESIGN VOLUME CAPACITY 9) (10) (11) (12) t3) 0 0 0 WFAVG AVG HEADWAY SEATS RIDERSHIP DESIGN BOTH PER PAX LOAD OIRECTIONS VEH PER HOUR FACTOR 150.00% 150.00% 150.00% 150,00% PAX PERCENT CAPACITY RIDERSHIP 0 0 CORRIDOR TOTALS CORRIDOR CORRIDOR CORRIDOR PERSON CORRIDOR _PERSON PERSON _ TRIP PERSON TRIP TRIP EXCESS TRIP CAPACITY VOLUME CAPACITY WC �14) (15) (161 (17} 2,912 2,422 490 0.83 AUTO PERSON TRIPS = TRANSIT PERSON TRIPS OTAL PERSON TRIPS = 2,422 0 2,422 100 0% 0.0% 100.0% 0 NE 10th Avenue LOS TABLE" 0.25 0.25 0.25 0.81 0.82 0.95 0.96 O,97 0.99 �......� 1.00 B B B c C 0 E NE 1018 Avenue FOOT LOS Table Votumes B C E 460 1.570 1,870 1,930 HEADWAY BOTH DIRECTION: WT AVG AVG SEATS RIDERSHIP DESIGN PER PAX LOAD PAX PERCENT VEH PER HOUR FACTOR CAPACITY RIDERSHIP 150.00% AUTO PERSON IRS PS = TRANSIT PERSON TRIPS TOTAL PERSON TRIPS = 0 0 Volume is from Uaa year 2002 FOOT LOS tables Existing volume adjusted to peak season Transport Analysis Professionals, inc. JN 5714 Oasis r TABLE 7 FUTURE YEAR (2008) PEAK SEASON CORRIDOR ANALYSIS with GROWTH, COMMITTED DEVELOPMENT AND SITE TRAFFIC Medal I Corridor Name NE imA Avenue Two-way Volume ROADWAY MODE ROADWAY ROADWAY PER. TRIP PER. TRIP ROADWAY 2007 ROADWAY CAPACITY ROADWAY VOLUME PER. TRIP ROADWA CORR VEHICULAR ePPV= VEHICULAR CIPPV- EXCESS PERSON TYPE CAPACITY" 1.6 VOLUME" 1.4 PER. TRIP TRIP Notes 1 2 ..�...3 _..... 4 ._... 5 .... 6 LO MASS TRANSIT MODE LOCAL BUS EXPRESS RAIL TRAN TOTAL TOTAL TRANSIT PER. TRIP PER. TRIP PER. TRIP TRANSIT— TRANSIT PERSON CAPACITY CAPACITY CAPACITY CAPACITY PERSON TRIP (.Q LOAD = LOAD = LOAD LOAD TRIP EXCESS DESIGN DESIGN DESIGN DESIGN VOLUME CAPACITY (6) 9 00) (11) (12} (13) tied LS 1.920 2,912 1.897 Allowable Er20 1820 2,655 256 0.91 WT AVG HEADWAY SEATS BOTH PER HRECTIONS VEH NE 10111 Avenue LOS TABLE" 9.25 B m025 — B 0,25 B 0.81 0 9.95 l..a 02 096 0,97 D 0.99 E 1.00 E NE loth Avenue FDOT LOS Table Volumes 480 1570 1870 1930 0 0 0 0 n 0 WT AVG AVG HEADWAY SEATS RIDPASHI . k PERCENT BOTH PER PAX DIRECTIONS VEH PER HOUR !M Ri)ERSI-*P PERCENT RIDERSHIP CORRIDOR TOTALS CORRIDOR, CORRIDOR CORRIDOR PERSON CORRIDOR__.. PERSON PERSON TRIP _ PERSON 4. TRIP TRIP EXCESS TRIP CAPACITY VOLUME CAPACITY VIC (14) (15) 16 (17 L[)5 2.912 2,656. 256 0 91 AUTO PERSON TRIPS = 2.656 190.09E TRANsn PERSON IMPS = 0 0.0% TOTAL PERSON TRIPS = 2,656 100.0% AUTO PERSON TRIPS = 1RANS T PERSON TRIPS= TOTAL PERSON TRIPS = 1 0 0 FACTORS: f 2003-2008 Ann. Or a1%r 1p) = 1.0510 Volume is from the year 2002 FDOT LOS tables Note Seasonla increase Is estimated at 8.33% LOS A & 13 not possible under assumptions - other vic cutoffs use FDOT LOS table ratios PROJECT VOLUME ASSIGNED Transit _.. Existing volume adjusted to peak season Corridor I Dirgciion_pni Auto Tri93,Perspn T NE 1001 Avenue Inbound (NB)_ ._ 58 _.. 0 Outbound1Bj 21 0 Transport Analysis Professionals, Inc. JAI 5714 Oasis • • 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. 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. NE 10th Avenue and NE 79th Street will require a minor modification to the traffic signal timing. After build -out and occupancy of the proposed development, the developer should contact the Miami -Dade County Signals and Signs Division at 305-592-8925 and request that they evaluate and optimize the traffic signal timing at the subject location. The developer is strongly encouraged to be proactive with implementing a traffic controls measure plan, as discussed above. 19 • APPENDICES • • APPENDIX A TRAFFIC STUDY METHODOLOGY • • • • Oasis (Pelican Bay) We are proposing on a traffic study and request your input as to the methodology and scope. The location is north of NE 79th Street between Bayshore Drive and the Bay in the City of Miami. The developer is working with city staff to close and abandon. Bayshore Court between NE 79th Street and NE 80th Street. The developer is proposing the following land uses: • Condominiums - 468 -units • Retail - 5,000 sf • Private marina 20-wet slips The intersections we are proposing to study during the PM peak are as follows: • NE 10th Avenue & NE 82nd Street (signalized) • NE 10t'' Avenue & NE 81" Street (unsignalized) • NE 10th Avenue & NE 80th Street (unsignalized) • NE 10th Avenue & NE 79th Street (signalized) • N. Bayshore Drive & NE 81' Street (unsignalized) • N.Bayshore Drive & NE 80th Street (unsignalized) • Site driveway(s) connecting to any public road The two arterials are as follows: • NE 79th & NE 82n"t Streets • NE 10th Avenue Study Area: • North: NE 87th Street • South: Little River • East: The Bay • West: Biscayne Boulevard Other Considerations: • We plan to use the 7th edition of ITE's Trip Generation to estimate site traffic. • 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. • We will research committed development in the area that may have an influence on the project and submit a list to you and the city for review and acceptance. • We will research the TIP and LRTP for future roadway improvements. • We will provide TCM recommendations. • We will perform a queuing analysis, if the development is planning a gated entry. • APPENDIX B TRAFFIC VOLUME DATA • CLIENT : MILLER CONSULTING JOB NO.: 2003-79 OJECT: SR 934 PD&E DATA COLLECTION NTY : MIAMI-DADE CROSSROADS ENGINEERING DATA, INC 13501 SW 128TH STREET SUITE 101 MIAMI, FLORIDA 33186 Start Time Right NE 10TH AVENUE From North Thru Left Peds App. Total Right NE B2N0 STREET From East Thru Left 1 Peds App. Total Right NE 10TH AVENUE From South Thru Left Peds App. Total Right File Name : NE10&82 Site Code : 00000000 Start Date : 09/09/2003 Page No : 4 NE 82ND STREET From West Thtu Loft Peds App. Total Int. Total Peak Hour From 03:30 PM to 06:15 PM • Peak 1 of 1 intersection 04:45 PM Volume 27 406 0 0 433 Percent 6.2 93.8 0.0 0.0 05:30 Volume Peak Factor High Int, 05:30 PM Volume 10 110 Peak Factor • • 10 110 0 0 120 0 120 0.902 409 652 9 0 1070 38.2 60.9 0.8 0.0 111 156 1 0 268 05:00 PM 102 176 2 0 280 0.955 0 140 17 0 0.0 89.2 10.8 0.0 0 36 3 0 05:15 PM 0 39 4 157 39 43 0.913 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 7.6 I 5491 NE 10TH AVENUE Out In Total sa2J T North 3i9O3 4:45:00 PM ai9163 5:30:00 PM AUTO HEAVY VEHiCt.E5 sert Thu Ri.ht Peds iIIIIIIIIIIIIIi iiO1•6'i© I 4151 Out In Total NE10TH AVENUE 1 5721 0 1660 0 427 0.972 CLIENT : MILLER CONSULTING JOB NO.: 2003-79 ,JECT: SR 934 PD&E DATA NTY : MIAMI-DADE CROSSROADS ENGINEERING DATA, INC 13501 SW 128TH STREET SUITE 101 MIAMI, FLORIDA 33186 COLLECTION inted- AUTO - HEAVY VEHICLES File Name : NE10&82 Site Code : 00000000 Start Date : 09/09/2003 Page No : 1 NE 10TH AVENUE From North NE B2ND STREET From East NE 10TH AVENUE From South NE 82ND STREET From West ' Start Time Right Thru Left Pads Right Thu Left Pads Right Thu Lett Pads Right Thru Left Pads Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 05:30 AM 4 37 0 4 06:45 AM 5 57 0 0 34 127 3 0 30 130 1 0 0 4 2 0 0 10 6 0 0 0 0 0 0 0 0 0 211 239 Total 9 94 0 0 64 257 4 0 0 14 8 0 0 0 0 0 450 07:00 AM 07:15 AM 07:30 AM 07:45 AM Total 08:00 AM 08:15 AM 08:30 AM 08:45 AM Total 9 25 22 21 77 15 12 15 10 52 56 68 104 132 360 127 124 117 123 491 09:00 AM 6 100 09:15 AM 9 88 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 36 54 100 87 277 86 90 111 93 360 154 231 185 161 731 263 216 230 169 878 1 2 5 5 13 7 5 8 0 20 61 189 3 62 163 2 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 14 13 16 18 61 14 32 18 17 81 2 2 1 2 7 10 4 3 9 26 0 16 3 0 12 4 0 0 0 0 0 0 0 0 0 0 0 0 • • Total 15 188 0 0 I 123 11:00 AM 11:15 AM 11:30 AM 11:45 AM Total 12:00 PM 12:15 PM 12:30 PM 12;45 PM Total 03:30 PM 03:45 PM Total 04:00 PM 04:15 PM 04:30 PM 04:45 PM Total 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total 06:00 PM 05:15 PM Grand Total Apprch % Total % 6 14 10 10 40 7 9 5 3 24 7 9 16 8 11 5 4 28 5 8 10 5 28 3 9 301 10.0 2.6 59 59 49 53 220 69 61 65 $9 254 67 87 174 89 76 74 101 340 86 109 110 88 393 78 105 2697 90.0 23.1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 38 75 46 82 221 51 49 55 63 218 94 84 178 70 117 96 107 390 102 89 111 84 386 114 59 2410 30.9 20.7 352 5 0 0 28 87 170 155 120 532 149 122 141 145 557 196 17$ 372 145 207 170 160 682 176 160 156 151 643 140 1$4 5298 68.0 45.5 3 2 2 4 11 0 0 1 1 2 0 1 8 2 3 14 2 3 3 9 1 0 80 1.0 0.7 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 0 0 4 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 0 0 0 0 0.0 0.0 21 21 18 21 81 21 23 17 20 81 28 22 50 32 15 26 30 103 35 39 36 34 144 35 39 717 83.3 6.2 4 3 9 3 19 6 5 3 8 20 3 4 7 4 8 10 6 28 4 4 3 4 15 4 3 144 16.7 1.2 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 4 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 0 272 396 433 426 1527 523 483 502 421 1929 378 340 0 0 0 0 0 0 0 0 a a 0 0 0 718 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 a 0 0 0 0 0 0 0 0 0 0.0 0.0 0 0 0 0 a 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 a 0 0 0 0 0 0 0 0 0 0.0 0.0 218 344 289 273 1124 303 269 287 297 1156 415 383 798 349 442 383 411 1585 410 412 427 371 1620 375 369 11651 CLIENT : MILLER CONSULTING JOB NO.: 2003-79 411ENTY : MIAMI-DADEJECT: SR 934 PD&E DATA COLLECTION : MIAMI-DADE CROSSROADS ENGINEERING DATA, INC 13501 SW 128TH STREET SUITE 101 MIAMI, FLORIDA 33186 File Name : NE10&81 Site Code : 09110350 Start Date : 09/11/2003 Page No : 4 Start Time Right NE 10TH AVENUE From North Thru Left Peds AP, Total Right NE 815T STREET From East Thru Left 1 Peds APP. Total Right NE 10TH AVENUE From South Thru Left Peds APP Total Right NE 81ST STREET From West Thru Left Peds App. Total int. Total Peak Hour From 03:30 PM to 06:15 PM - Peak 1 of 1 Intersection 05:00 PM Volume 3 421 8 5 437 Percent 0.7 96.3 1.6 1.1 05:15 Volume Peak Factor High Int. 05:15 PM Volume 1 127 2 1 131 Peak Factor 0.834 • • 1 127 2 1 131 1 2 1 5 9 11.1 22.2 11.1 55.6 1 0 0 0 1 05:00 PM 0 2 0 5 7 0.321 7 171 15 0 3.6 86.6 7.8 0.0 2 43 5 0 0S:45 PM 2 46 193 60 5 0 53 0.910 30 3 9 1 43 682 69.8 7.0 20.9 2.3 9 1 2 0 12 194 0.879 05:45 PM 8 2 3 -u "di = u7 Lu z0 NE 10TH AVENUE 6181 Nor 9111/03 5:00:00 PM 9/11/03 5:45:00 PM AUTO HEAVY VEHICLES I 452) 1 6451 NE 10TH AVENUE .411619 13 0.827 CLIENT : MILLER CONSULTING JOB NO.: 2003-79 SOJECT: SR 934 PD&E DATA COLLECTION LINTY : MIAMI-DADE CROSSROADS ENGINEERING DATA, INC 13501 SW 128TH STREET SUITE 101 MIAMI, FLORIDA 33186 File Name : NE10&81 Site Code : 09110350 Start Date : 09/11/2003 Page No : 2 NE 10TH AVENUE From North NE 81ST STREET NE 10TH AVENUE From East From South NE 81ST STREET From West Start Time Right Thru Left Peds Total Right Thru Left Pads TotalRight Thru ( i aft Peds Total Right Thru Left Pads Topal Total Peak Hour From 06:30 AM to 09:15 AM - Peak 1 of 1 Intersection 07:45 AM 2 570 4 0 576 0.3 99.0 0.7 0.0 Volume Percent 07:45 Volume Peak Factor High Int. 07:45 AM Votume 0 158 Peak Factor • • 0 156 2 0 160 2 0 160 0.900 2 2 4 2 10 20.0 20.0 40.0 20.0 0 1 1 2 4 7:45 AM 0 1 2 4 0.625 3 63 33 3 122 23 2 6 2 33 2.5 68.0 27.0 2.5 69.7 6.1 18.2 6.1 0 20 9 0 29 08:15 AM 1 29 5 3 38 0.803 3 1 1 1 6 8:00 AM 9 0 2 0 11 0.750 NE 10THAVENUE Out In Tota! I 6671 1• North f11N3 7:45:00 AM 9111/03 8:30:00 AM AUTO HEAVY VEHICLES 1 5w1 7191 Out in Total NE 10TH AVENUE 741 199 0.931 CROSSROADS ENGINEERING DATA, INC 13501 SW 128TH STREET CLIENT : MILLER CONSULTING SUITE 101 JOB NO.: 2003-79 MIAMI, FLORIDA 33186 ALOJECT: SR 934 PD&E DATA COLLECTION 1JNTY : MIAMI-DADE File Name : NE10&81 Site Code : 09110350 Start Date : 09/11/2003 Page No : 3 Start Time Right NE 10TH AVENUE From North Thru Left Peds App. Total Right NE 815T STREET From East Thru Left Peds APP. Total Right NE 10TH AVENUE From South Thru Left Pads App' Right Total NE 815T STREET From West Thru Left Peds App. Total Int. Total Peak Hour From 11:00 AM to 12:45 PM • Peak 1 of 1 Intersection 12:00 PM Volume 1 255 3 1 280 Percent 0.4 98.1 1,2 0.4 12:30 1 70 1 0 72 Volume Peak Factor High int. 12:00 PM Volume 0 72 1 0 73 Peek Factor • 0.890 1 0 4 0 5 20.0 0.0 80.0 0.0 1 0 3 0 4 12:30 PM 1 0 3 0 4 0.313 North 4 101 22 0 127 3.1 79.5 17.3 0.0 1 21 5 0 27 12:45 PM 1 29 3/1110312:0ce0 PM 311110312AS:W PM AUTO HEAVY VEHICLES Left Thru Ri.ht Peds111111111111111111111111 IIIIIEHMICRI1 I 2s6j Out In Total NE 10THAVENUE I 4231 8 0 38 0.838 37 4 4 0 45 437 82.2 8.9 8.9 0.0 10 2 0 0 12 115 12:45 PM 11 1 1 0 13 0.865 0.950 CLIENT : MILLER CONSULTING JOB NO.: 2003-79 aJECT: SR 934 PD&E DATA COLLECTION NTY : MIAMI-DADE CROSSROADS ENGINEERING DATA, INC 13501 SW 128TH STREET SUITE 101 MIAMI, FLORIDA 33186 File Name : NE10&80 Site Code : 09110300 Start Date : 09/11/2003 Page No : 4 Start Time Right NE 10TH AVENUE From North Thru Left Peds App. Total Right NE 80TH STREET From East Thru Left Pe App. Total Right NE 10TH AVENUE From South Thru Left Peds App. Total Right NE 8OTH STREET From West Thru Left Pads App. Total I nt. Total Peak Hour From 03:30 PM to 08:15 PM - Peak 1 of 1 Intersection 04:30 PM Volume 0 450 8 1 459 Percent 0.0 98.0 1.7 0.2 05:15 0 132 2 0 134 Volume Peak Faotor High Int. 05:15 PM Volume 0 132 2 0 134 Peak Factor 0.856 • • 7 0 6 2 15 46.7 0.0 40.0 13.3 6 0 3 1 10 05:15 PM 6 0 3 1 10 0.375 10 193 0 4 207 4.8 93.2 0.0 1.9 3 52 0 2 57 04:30 PM 5 55 0 60 0.863 0 0 0 4 4 0.0 0.0 0.0 100. 0 0 0 0 0 0 04:45 PM 0 0 0 4 4 0.250 7 NE 10TH AVENUE Out In Total 653) 1 11l03 4:30:00 PM 1103 5:15:00 PM AUTO HEAVY VEHICLES eft Thru Rieht Pads immemannnow immuum 4561 Oul In Total NE 10TH AVENUE ^t 685 201 0.852 CLIENT : MILLER CONSULTING JOB NO.: 2003-79 'EJECT: SR 934 PD&E DATA NTY : MIAMI-DADE CROSSROADS ENGINEERING DATA, INC 13501 SW 128TH STREET SUITE 101 MIAMI, FLORIDA 33186 COLLECTION inted- AUTO - HEAVY VEHICLES File Name : NE10&80 Site Code : 09110300 Start Date : 09/11/2003 Page No : 1 NE 10TH AVENUE From North NE 80TH STREET From East NE 10TH AVENUE From South NE 80TH STREET From West Start Time Right Thru Left Pads Right Thru ` Left Pads Right Thru Left Peds Right Thru Left Pads Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 [ 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 _ 06:30 AM 0 35 1 0 06:45 AM 0 59 0 0 1 0 0 2 0 0 1 1 0 14 0 0 0 13 0 5 0 0 0 0 0 0 0 0 53 79 Total 0 94 1 0 1 0 1 3 0 27 0 5 0 0 0 0 132 07:00 AM 07:15 AM 07:30 AM 07:45 AM Total 08:00 AM 08:15 AM 08:30 AM 08:45 AM Total 0 0 0 0 0 0 0 0 5a 69 110 154 391 159 159 139 103 560 09:00 AM 0 108 09:15 AM 0 89 2 0 1 1 4 3 1 0 3 7 0 0 0 0 0 0 0 0 0 0 0 1 4 6 2 1 1 0 4 3 0 0 1 0 2 0 0 0 0 0 0 0 0 0 0 1 2 2 6 1 2 2 1 6 0 0 0 0 0 0 0 0 0 0 1 3 1 1 6 3 2 2 3 10 11 11 19 24 65 19 34 29 29 111 0 0 0 0 0 0 0 0 0 0 O 3 0 3 29 0 O 0 2 1 21 0 2 1 0 2 5 0 3 1 2 6 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 • • Total 0 197 4 0 2 11:00 AM 11:15 AM 11:30 AM 11:45 AM Total 0 0 0 0 0 12:00 PM 0 12:15 PM 0 12:30 PM 0 12:45 PM 0 Total 0 03:30 PM 03:45 PM Total 04:00 PM 04:15 PM 04:30 PM 04:45 PM Total 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total 06:00 PM 06:15 PM Grand Total Apprch % Total % 0 D 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0 0.0 68 65 56 56 245 74 72 80 66 292 95 Be 181 101 107 93 115 418 110 132 91 119 452 96 102 3026 98.0 70.5 1 1 1 3 6 2 1 3 5 11 1 2 3 1 1 1 3 6 2 2 1 1 6 5 0 53 1.7 1.2 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 7 0 0 0 0 0 0 0 7 0.2 0.2 2 3 3 2 10 0 1 D 2 3 3 0 3 0 0 0 0 6 1 3 10 O 3 2 4 a 0 0 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 4 0 5 0 49 0 45.8 0.0 1.1 0.0 3 3 3 5 14 1 1 0 1 3 3 2 $ 0 2 1 0 3 2 3 0 0 5 3 0 49 45.8 1.1 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 1 1 0 0 2 0 0 9 8.4 0.2 3 4 3 4 14 5 3 2 1 11 1 4 5 1 3 5 0 9 2 3 1 2 8 5 4 76 7.0 1.8 50 0 2 0 31 21 33 41 126 28 30 24 37 119 32 24 56 39 29 55 49 172 37 52 47 46 182 39 35 982 90.4 22.9 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 2 1 2 0 1 4 1 0 28 2.6 0.7 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 1 0 2 3 0 0 0 0 0 1 D 0 0 75 88 134 189 486 187 203 175 141 706 149 116 0 0 1 1 265 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 0 0.0 0.0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 4 0 0 0 0 0 10 100.0 0.2 109 97 99 111 416 110 108 110 112 440 137 119 256 148 143 157 172 620 155 201 141 173 670 153 146 4290 CLIENT : MILLER CONSULTING JOB NO.: 2003-79 4DOJECT: SR 934 PD&E DATA COLLECTION UNTY : MIAMI-DADE CROSSROADS ENGINEERING DATA, INC 13501 SW 128TH STREET SUITE 101 MIAMI, FLORIDA 33186 File Name : NE10&80 Site Code : 09110300 Start Date : 09/11/2003 Page No : 2 NE 10TH AVENUE From North NE BOTH STREET Frorn East NE 14TH AVENUE From South NE BOTH STREET From West Start Time Right Thru Left Peds App' Total Right Thru Left Peds A2 Total Right Thru Left Peds App' Total Right Thru Left Pods App. Total Int. Total Peak Hour From 06:30 AM to 09:15 AM - Peak 1 of 1 Intersection 07:45 AM Volume 1 511 5 0 617 Percent 0.2 99.0 0.8 0.0 06:15 1 159 1 0 161 Volume Peak Factor High Int, 08:00 AM Volume 0 159 3 0 162 Peak Factor 0.952 • • 8 0 6 0 14 57.1 0.0 42.9 0.0 1 0 2 0 3 07:45 AM 4 0 0 5 0.700 8 106 0 6 120 6.7 88.3 0.0 5.0 2 34 0 3 39 08:15 AM 2 34 0 3 39 0.769 0 0 0 3 3 0.0 0.0 0,0 100. 0 0 0 0 0 0 07:45 AM 0 0 0 2 2 0.375 v NE 10TH AVENUE Totat I 7311 111111111111111111111 Right Trim Loft Pods 1 North 3t1 V03 7:45.00 AM V11/03 830:00 AM AUTO HEAVY VEHICLES 6171 7371 Out H Total NE 10TH AVENUE 754 203 0.929 CLIENT : MILLER CONSULTING JOB NO.: 2003-79 eJECT: SR 934 PD&E DATA COLLECTION NTY : MIAMI-DADE CROSSROADS ENGINEERING DATA, INC 13501 SW 128TH STREET SUITE 101 MIAMI, FLORIDA 33186 File Name : NE10&80 Site Code : 09110300 Start Date : 09/11/2003 Page No : 3 Start Time Right NE 10TH AVENUE From North Thru Left i Peds APP. Right Total NE 80TH STREET From East Thru Left Peds App. Total Right NE LOTH AVENUE From South Thru Left P App. Total Right NE 80TH STREET From West Thru Left Peds APP. Totat Int. Total Peak Hour From 11:00 AM to 12:45 PM • Peak 1 of 1 Intersection 12:00 PM Volume 0 292 11 Cl 303 Percent 0.0 96.4 3.6 0.0 12:45 0 66 5 0 71 Volume Peak Factor High int. 12:30 PM Volume 0 80 3 0 83 Peak Factor 0.913 • 3 0 3 0 6 50.0 0.0 50.0 0.0 2 0 1 0 3 12:45 PM 2 0 1 0 3 0.500 11 119 0 1 131 8.4 90.8 0.0 0.8 1 37 0 0 38 12:45 PM 1 37 0 0 38 0.862 0 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 0 'Fs NE 10TH AVENUE Out k1 Total 4251 122. Right Thru Left Peda L North 2/1110312:00:00 PM 2/11/0312:45:00 PM AUTO HEAVY VEHICLES 29'bl ht Peds 4261 Out to Total NE 10TH AVENUE 440 112 0.982 • • • CROSSROADS ENGINEERING 13501 SW 128TH STREET SUITE 101 MIAMI, FLORIDA 33185 305-233-3997 File Nam : NE10&79 Site Code : 09090314 Start Date : 09/09/2003 Page No : 4 NE 10TH AVENUE From North NE 79TH STREET From East NE 10TH AVENUE From South NE 79TH STREET From West Start Time Right Thru Left Pads App. Total Right Thru Left Pads App. Total Right Thru Left Pads App. Total Right Thru Left Pads App. Int Total Total Peak Hour From 03:30 PM to 05:15 PM -Peak 1 ci 1 Intersection 05:00 PM Vatumo 22 13 420 0 455 Percent 4.8 2.9 92.3 0.0 05:15 5 1 125 0 134 Volume Peak Factor High Int. 05:15 PM Volume 8 1 125 0 134 Peak Factor 0.849 28 485 9 1 501 5.2 92.8 1.8 0.2 7 126 1 0 134 05:00 PM 3 129 3 0 135 0.928 8 14 25 0 47 17.0 29.8 53.2 0.0 1 2 10 0 13 05:00 PM 2 4 8 0 14 0.839 14 11p 143 1 1328 1.1 88.1 10.8 0.1 3 300 32 0 335 05:30 PM 3 303 36 1 343 NE 10TH AVENUE Oar In Total 1831 1' North 636 9i9143 5:00.00 PM 35:45.00PM AUTO HEAVY VEHICLES eda 831 Out !n Total NE 14TH AVENUE 0.968 2331 616 0.946 0 CLIENT : MILLER CONSULTING JOB NO,: 2003-79 PROJECT: SR 934 PD&E DATA COLLECTION COUNTY : MIPMi-DADE • • CROSSROADS ENGINEERING 13501 SW 128TH STREET SUITE 101 MIAMI, FLORIDA 33186 305-233-3997 Grow Printed- AUTO - HEAVY VEHICLES Fie Name : NE10&79 Site Code : 09090314 Start Date : 09/09/2003 Pace No : 1 NE 10TH AVENUE From North NE 79TH STREET From East NE 10TH AVENUE From South NE 79TH STREET From West Start Time ROI Thru LeftFads Rg1t Thru Lett Fads Right Thru Left Peds Right Thru Left Pads IntTotal Factor 1.0 1.0 1.01 1,0 1.0 1.0 1.0 1.0 1.0 _ 1A 1.© 1.0 10 1A 1.0 1.0 _ 06:30 AM 2 0 30 0 06:45 AM 10 0 65 0 1 87 0 2 2 93 0 0 3 1 1 1 2 11 2 0 1 157 1 0 0 174 8 1 287 366 Total 12 0 95 0 3 180 0 2 5 12 3 1 1 331 7 1 653 07:00 AM 07:15 AM 07:30 AM 07:45 AM Total 08:00 AM 08:15 AM 0B:30 AM 08:45 AM Total 09:00 AM 09:15 AM "'BREAK """ 5 4 7 12 28 B 20 18 12 58 0 0 2 1 3 3 2 3 4 12 60 64 91 149 364 130 133 132 126 521 19 0 110 22 2 76 Total 41 2 •" BREAK ** 11:00 AM 11:15 AM 11:30 AM 11:45 AM Total 12:00 PM 12:15 PM 12:30 PM 12:45 PM Total .•' 6 BEAK "1' 03:30 PM 03:45 PM Totes 04:00 PM 04:15 PM 04:30 PM 04:45 PM Total 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total 06:00 PM 06:15 PM Grand Total Apprch % Tatat 14 6 8 3 8 25 12 6 5 5 29 8 2 10 16 5 8 10 39 7 8 2 5 22 9 6 279 9.0 1.8 1 1 3 1 6 3 3 1 2 9 1 1 2 2 5 3 2 12 4 1 5 3 13 4 3 66 2.1 0.4 1 0 2 0 3 0 0 0 0 0 0 0 3 5 3 1 12 4 11 5 6 26 108 108 128 135 477 141 155 143 134 583 0 0 3 0 3 2 1 1 1 5 0 0 0 0 0 0 0 0 0 0 2 129 0 0 3 109 0 0 4 5 2 3 14 8 7 2 5 20 8 4 8 3 23 4 3 7 4 18 0 4 1 1 186 0 I 5 238 0 0 1 1 58 55 59 58 230 57 66 62 55 240 64 79 163 79 75 77 103 334 92 125 111 92 420 90 94 2737 88.7 17.9 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 3 0.1 0.0 7 7 5 8 27 5 6 7 8 26 8 5 13 6 5 4 4 19 3 7 7 9 25 5 4 166 4,4 1.1 43 128 87 91 349 101 86 96 102 385 102 102 204 101 114 114 104 433 129 126 112 98 465 94 120 3525 94.2 23.1 0 1 0 3 4 1 0 1 1 3 5 1 6 1 0 3 3 7 3 1 4 1 9 0 1 38 1.0 0.2 2 0 0 3 0 1 0 1 2 2 0 2 0 0 2 0 2 0 0 0 0 0 12 0.3 0.1 1 1 3 0 5 1 0 1 0 2 0 3 3 2 1 1 1 5 2 1 3 2 8 0 0 63 18.2 0.4 2 2 0 1 5 3 0 5 7 16 0 0 0 0 0 0 0 0 0 0 0 0 5 6 5 2 18 2 0 5 4 12 200 208 218 183 807 202 209 216 190 817 8 12 7 7 34 10 12 6 7 35 0 0 0 1 0 0 2 3 1 241 17 0 1 201 11 0 5 0 01 2 8 10 9 5 32 5 4 4 7 20 7 3 10 4 3 11 4 22 4 2 3 5 14 7 7 170 49.0 1.1 2 6 5 2 15 5 7 3 3 16 2 3 5 2 8 4 4 15 8 10 4 3 25 2 6 111 32.0 0.7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0.9 0.0 3 4 4 3 14 4 4 2 2 12 4 5 9 3 5 3 4 15 4 3 3 4 14 5 6 108 1.3 0.7 404 417 474 49e 1793 516 563 545 502 2126 523 427 442 28 0 1 950 197 181 228 214 820 232 241 215 196 884 232 228 460 260 237 243 268 1008 269 300 303 298 1170 297 284 7320 90.5 48.0 25 20 17 18 80 22 20 20 21 83 19 27 46 27 19 27 41 114 34 32 36 41 143 41 31 642 7.9 4.2 0 0 0 0 0 0 0 0 2 2 0 4 0 3 8 0 0 0 0 2 19 0.2 0.1 353 424 423 411 1611 448 444 418 405 1715 475 459 934 507 476 500 551 2034 559 616 594 562 2331 554 564 15265 CROSSROADS ENGINEERING 13501 SW 128TH STREET SUITE 101 MfAMN, FLORIDA 33186 File Name : NE10&79 305-233-3997 Site Code : 09090314 Start Date : 09/09/2003 Page NO : 2 NE 10TH AVENUE From North NE 79TH STREET From East NE 10TH AVENUE From South NE 79TH STREET Rom West Start Time Right Thru Left Pads App. Total Feak hour From 08:30 AM to 09;15 AM Peak 1 of 1 Intersection 08:15 AM Volume 89 9 501 0 579 Percent 11.9 1.6 88.5 0.0 06:15 20 2 133 0 155 Votume Peak Factor High Int. 08:15 AM Volume 20 2 133 0 155 Peak Factor • • 0.934 Right Thru Left Pods App. Total 24 571 3 0 598 4.0 95.5 0.5 0.0 11 165 1 0 177 08:15 AM 11 105 1 0 177 0.845 Right Thru Left Peels App, Total 14 18 13 0 45 31.1 40.0 28.9 0.0 7 3 0 0 10 08:45 AM 5 4 7 0 18 0.703 Right Thru 11 858 1.2 54,0 0 209 Left Pads App Total Int Total 42 2 811 2133 4.6 0.2 12 0 221 563 09:00 AM 1 241 17 0 259 r- M NE 10714 AVENUE f 641 I North 6631 919103 915:00 AM 9h3PJ3 9:00:00 AM AUTO HEAVY VEMtCLES r Thru Right Pets ®iM03© I La 231 sal Out In Total NE 10Tii AVENUE 0.879 0.947 CROSSROADS ENGINEERING 13501 SW 128TH STREET SUITE 101 MIAMI, FLORIDA 33186 305-233-3997 Fie Name : NE10&79 Site Code : 09090314 Start Date : 09/09/2003 Page No : 3 NE 10TH AVENUE From North r4E 79TH STREET From East NE 10TH AVENUE From South NE 79TH STREET From West Stagnate Right Thru Left Pads App. Tot Right Thru Lea Pads App. Total Right Thru Left Pads App. Total Right Thru Left Pede App. Tots: Int Total Peak Hour from 11:00 AM to 12:45 PM • Peak 1 of 1 intersection 11:30 AM Volume 29 10 240 0 279 Percent 10.4 3.6 86.0 0.0 12:00 12 3 57 0 72 Volume Peak Factor High Int. 12:15 PM Volume 6 3 56 0 75 Peak Factor • • 0.930 24 365 4 1 394 5.1 92.5 1.0 0.3 5 101 1 0 107 12:00 PM 5 101 1 0 107 0.921 4 23 19 0 46 8.7 50,0 41.3 0.0 1 5 5 0 11 11:30 AM 3 9 5 0 17 0.676 15 915 1.5 90.9 4 232 77 0 1007 7.6 0.0 22 0 256 12:15 PM 4 241 20 0 265 NE 107H AVENUE Out in Taal 124] Right Thru Left 1 North 3r941311-30:00 AM X9/0312:15:00 PM AUTO HEAW VEHICLES r• Left Thru RI!ht Ped imminummum usimmouni MED Out In Total NE 10TH AVENUE 291 5 0.950 1726 448 0.963 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name :3747NBSD 81PM Site Code : 37473076 Start Date : 10/02/2003 Page No : 2 NE 8lst Street Westbound N Bayshore Drive Northbound NE 81st Street Eastbound Right I App. Torat Tut. Total Start Time Loft j Thru Right i App. Total Left j Thru Right J App. Total Left Peak Hour From WOO to 17.45 • Peak 1 of I Intersection 16:30 Volume 0 Percent 0.0 Volume 0 Volume 0 Peak Factor High Int. 17:15 Volume 0 0 6 6 Peak Factor • 0 11 0.0 100.0 0 11 11 0 6 6 11 0.458 0 1167 0.0 100.0 0 1167 0 307 17:15 0 0 1167 0,0 0 1167 0 307 307 0 307 0.950 2 14 0 16 12.5 87.5 0.0 2 14 0 16 0 4 0 4 16:30 1 3 0 4 1.000 tO N Bayshore Drive Out in Total 1180i I 0l 1180-1 North 0/212003 4:30:00 PM 0/212003 5:16:00 PM Ali Vehicles Left Thru Right 0 1167- 0 01 11671 T 1167) Out In Total N Bayshore Dive 4- 2 r rt j� ,Lfl4n I- 1194 1194 317 0,942 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 3383-4498 (305) 385 0777 Office (305) 385 9997 • • File Name : 3747N85D@r 81PM Site Code : 37473076 Start Date : 10/02/2003 Page No : 3 Counter: 3076 Counted By: DAB Weather: Clear t911t><r: • • Start Time Factor 16:00 16:15 16:30 16:45 Total TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 NE 81st Street Westbound Lett € Th% Right 1.0 i:0 L0 0 0 4 0 0 3 0 0 0 0 0 4 0 0 11 17:00 0 0 17:15 0 0 17:30 0 0 17:45 0 I Total 0 1 Groups Printed- All Vehicles N Bayshore Drive Northbound App, Total Left 4 3 0 4 11 1 1 6 6 3 3 6 7 16 17 Grand Total 0 1 27 Apprch % 0.0 3.6 96.4 Total % 0.0 0.0 1.2 28 1.3 1.0 That 1 Right 1.0 1 1.0 File Name : 3747NBSD c@SIPM Site Code : 37473076 Start Date : I0/02/2003 Page No : I NE 81 st Street Eastbound App. Total r Left ; That 1 1,0 j 1.6 0 247 0 247 ! 0 302 0 302 0 283 0 283 0 306 0 306 0 1138 0 1138 Right 1,0 App. Total I Int, Total 1 1 5 0 6! 257 2 5 0 7 312 1 3 0 4 j 287 0 4 0 4 314 4 17 0 21 1170 0 271 0 271 ' 1 3 0 4! 276 0 307 0 307 0 4 0 4; 317 0 236 0 236 0 5 0 51 244 0 224 0 224 0 2 0 2 233 0 1038 0 1038 1 14 0 15 1070 0 2176 0 2176 0.0 100.0 0.0 0.0 97.1 0.0 97.1 5 31 13.9 86.1 0.0 0.2 1.4 0.0 _ A ro — 11.1 Z 1 j. EY � N Bayshore Drive Out in Total 2208', 0 1 22081 North r0/2/2003 4:00:00 PM j 0l2,2003 5:45:00 PM All Vehicles eft Thru Ri.ht of L 21761 2176 Out In Total N Bevshore Drive 4-2 r ! -- 0 36 l 2240 1.6 TRANSPORT ANALYSIS PROFESSIONALS, Inc, 8701 SW I37th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 • Start Time NE 80th Street Westbound Left 1 Thru 1 Right Peak Hour From 16:00 to I7A5 - Peak t of 1 Intersection 16:15 Volume 0 6 Percent 0.0 50.0 Volume 0 6 Volume 0 2 Peak Factor High hit. 17:00 Volume 0 1 Peak Factor • • App. Total N Bayshore Drive Northbound Left That j Right j App. Total 6 12 1 2 50.0 I 0.2 6 12', 2 0 2f 1 f 16:45 5 61 0.500 Left 1 File Name : 3747NBSDC80PM Site Code : 37473077 Start Date ; 10/02/2003 Page No : 2 NE 80th Street Eastbound Thru 1 Right App. Toadi ant. Total I 1129 0 1131 5 7 0 12 1155 99.8 0.0 41.7 58.3 0.0 1129 0 1131 5 7 0 12 1155 299 0 300 3 0 0 3 305 1 0.947 1 16:30 299 0 300 0 4 0 4I 0.750 0.943 N Bayshore Dnve Out In Total 11401 ( 0 11401 North f10/212003 4:15:00 PM 110/2/2003 5:00:00 PM AR Vehicles I 0= t 1131'. L1'i311 Out In Total N 8ayshore Prive rn , TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 • • • File Name : 3747NBSD@8OPM Site Code : 37473077 Start Date : 10/02/2003 Page No : 3 Counter: 3077 Counted By: PCC Weather: Clear TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 NE 80th Street Westbound Groups Printed- All Vehicles N Bayshore Drive Northbound File Name : 3747NBSD@80PM Site Code : 37473077 Start Date : 10/02/2003 Page No : 1 NE 80th Street Eastbound Start Time eft That Right App. Total Factor 1,0 I 1.0 j 1.6 16:00 0 1 1 2 16:15 0 1 1 2 16:30 0 2 0 2 16:45 0 2 0 2 Total 0 6 2 8 17:00 17:15 17:30 17:45 Total Grand Total Apprch % Total % • • 1 5 6 1 2 3 1 3 4 1 1 2 4 11 15 1 eR i Thru I Right iA i 1.0 I 1.0 1 0 248 0 0 299 0 0 269 0 I 299 0 1 1115 0 App.. Total Left That - Right App. Total Int. Total 1.0 1 1,0 1.0 I 248 i I 2 0 3 j 253 299 1 1 0 2 1 303 269 0 4 0 4 1 275 300 I 3 0 0 3 305 1116 5 7 0 121 1136 1 262 0 263 1 0 279 1 280 0 0 230 0 230 0 1 216 0 217 2 2 987 1 990 3 2 0 3 [ 272 4 0 4 f 287 0 0 0i 234 2 0 4 223 8 0 11 I 1016 0 10 13 23 3 2102 1 2106 8 15 0.0 43.5 56.5 0.1 99.8 0.0 34.8 65.2 0.0 0.5 0.6 1.1 0.1 97.7 0.0 97.9 0.4 0.7 0 23 ' 2152 0.0 0.0 1.1 w z la • 0 w N Bayshore Drive Out In Total 121231 1 01 l 2323l —� 0 N4rtt7 t„ rz n —tT 7 fl0o [10?2l2003 4:00:00 PM 10/2/2003 5:45:00 PM All Vehicles r-°-a, r ,+. w 0 ne 15. ti 4 Left Thru Right aI 2102[ 11 7 of I 2106J i 21061 Out In Total N Bayshore Drive 1, TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 5714NBayshore@79PM Site Code : 57143076 Start Date : 03/09/2005 Page No : 2 Start Time To NE 82nd Street Southbound Left Thru Peak Hour From 16:00 to 17_ Intersection 16:45 Volume 0 0 0 0 Right Pods App' Left _] Total 45•Peak 1of1 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 PM Volume 0 0 0 0 0 Peak Factor • NE 79th Street Westbound Thru Right Peels App. Total 0 359 871 3 1233 0.0 29.1 70.6 0.2 0 359 871 3 1233 0 94 258 0 352 17:00 0 94 258 0 352 0.876 N Bayshore Drive Northbound Left Thru Right Pcdt App. Total 0 0 6 0 6 0.0 0.0 10 0.0 0 0 0 6 0 6 0 0 3 0 3 17:00 0 0 3 0 3 0.500 Left 0 NE 79th Street Eastbound Thru 132 4 Right Pens App, Total 5 0 1329 0.0 99,6 0.4 0.0 0 132 4 0 326 5 0 1329 1 0 327 17:15 0 343 1 0 344 0.966 s To NE 82nd Street Out in Total North 3/9/2005 4:45:00 PM Cif912005 5:30:00 PM !AI! Vehicles I Left Thru Right Pees I aL al 5 01 ! J 1 5`1 { 61 I 111 Out In Total N Bayshore Drive 0- v Zit 0 z m V w se 2568 2568 682 0.941 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name : 5714NBayshore@79PM Site Code : 57143076 Start Date : 03/09/2005 Page No : 3 • TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33 3 83-4498 (305) 385 0777 Office (305) 385 9997 File Name : 5774NBayshore@79PM Site Code : 57143076 Start Date : 03/09/2005 Page No : 2 • Counter: 3076 Counted By: DAB Weather: Rain Oth,NB Right Turn Only TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 roues Printed- All Vehicles File Name : 5714NBayshore@79PM Site Code : 57143076 Start Date : 03/09/2005 Page No : 1 To NE 82nd Street Southbound NE 79th Street Westbound N Bayshore Drive Northbound NE 79th Street Eastbound Start Time Left 1 Thru• Right Pods Tots1 ta. Left Thru Right Peds App. Total Left Thru Right ' f Pads APB. Total Left Thru Right Pedi App. Total Int. I { Total i Factor 1.0 1.0 1.0 I.0 i.0 i 1,0 1.0 ' L.6 1.0 1.0 I 1.0 1 1,0 1.0 1.0 1.0 1.0 16:00 0 0 0 0 0 0 108 171 5 284 0 0 3 0 3 0 312 0 0 312 599 16:15 0 0 0 0 0 0 86 237 0 323 0 0 0 0 0 0 321 3 0 324 647 16:30 0 0 0 0 0 0 82 221 0 303 0 0 1 0 1 0 278 2 0 280 584 16:45 0 0 0 0 0 0 88 190 3 281 0 0 2 0 2 0 312 3 0 315 598 Total 0 0 0 0 0 0 364 819 8 1191 0 0 6 0 6 0 122 8 0 1231 2428 17:00 0 0 0 0 0 0 94 258 0 352 0 0 3 0 3 0 326 1 0 327 682 17:15 0 0 0 0 0 0 79 210 0 289 0 0 1 0 1 0 343 1 0 344 634 17:30 0 0 0 0 0 0 98 213 0 311 0 0 0 0 0 0 343 0 0 343 654 17:45 0 0 0 0 0 0 81 191 . 0 272 0 0 2 0 2 0 322 0 0 322E 596 Total 0 0 0 0 0 0 352 872 0 1224 0 0 6 0 6 0 134 2 0 1336 2566 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 • 0 716 169 1 1 0.0 29.6 70.0 0.3 0.0 14.3 33.9 0.2 8 2415 48.4 0 0 12 0 12 0.0 0,0 10 o 0.0 0.0 0.0 0.2 0.0 0.2 0 255 10 0 2567 0.0 99.6 0.4 0.0 0.0 51.2 0.2 0.0 51.4 1 To NE 82nd Street Noah l9/2005 4:00:00 P 19/2005 5:45:00 PM 'All Vehicles 4-1 r4 Left Thru fti.ht Pads 22 Out In Total N Bayshore ©rive 4994 TRANSPORT ANALYSIS PROFESSION AI .S, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 File Name :3747BSC@79PM Site Code : 37473077 Start Date : 10/01/2003 Page No : 2 NE Bayshore Court Southbound Start Time Left Thru J Right App. Total Peak Hour From 16:00 to 17:45 - Peak 1 of 1 Intersection 16:15 Volume 0 0 5 5 Percent 0.0 0.0 100.0 Volume 0 0 5 5 Volume 0 0 0 0 Peak Factor High Int. 16:30 Volume 0 0 4 4 Peak Factor 0.313 • NE 79th Street NE Bayshore Court NE 79th Street Westbound Northbound Eastbound Leff f Thru { Right ! App. Total Leto 1 Thru 1 Right App. Total I Left 'i Thru night j App. Total 0 1558 5 1563 0 0 5 5 0.0 99.7 0.3 0,0 0.0 100.0 0 I558 5 1563 0 0 5 5 0 388 1 389 0 0 2 2 16:30 16:30 0 428 2 430 0 0 0.909 2 2 0.625 Ent. Total 20 1572 13 1605 3178 1.2 97.9 0.8 20 1572 13 1605 3178 7 422 4 433 824 0.964 16:45 7 422 4 433 0,927 n L— it, 2 g cc NE 8ayshore Courf Out In Total 30i 5I of 01 Right Thru Lett Ni f —J• 251 North 1011/2003 4115:00 PM 10/112003 5:00:00 PM All Vehicles J Left T Ri 0 13 5 18, Out In Total NE Eayshore urt TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 • • File Name : 3747BSC c{ 74PM Site Code : 37473077 Start Date :10/01/2003 Page Na : 3 Counter: 3077 / 3076 Counted By: PCC / DAB Weather: Clear : No Thru Movement Permitted illi Start Time Factor 16:00 16:15 16:30 16:45 Total 17:00 17:15 17:30 17:45 Total Grand Total Apprch % Total % • NE Bayshore Court Southbound Lee Thru R4aht App Total 1.07 1.0 1.0 TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th AVENUE, SUITE 210 MIAMI, FLORIDA 33183-4498 (305) 385 0777 Office (305) 385 9997 0 0 1 0 0 1 0 0 4 0 0 0 0 0 6 0 0 0 0 0 2 0 0 3 0 0 1 0 0 6 0 0 12 0.0 0.0 100.0 0.0 0.0 0.2 0.2 4 0 6 0 2 3 6 Left Thru 1.0 3,0 0 0 0 0 0 0 0 0 0 0 351 335 428 388 1502 407 346 382 332 1467 Groups Printed- All Vehicles NE 79th Street NE Bayshore Court Westbound Northbound Left Thru Right App, Total 1.0 i 1.0 Right 1 App. Total 1.0 J 1.0 0 351 1 336 2 430 1 389 4 1506 1 408 1 347 3 385 0 332 5 1472 12 0 2969 9 2978 0.0 99.7 0.3 0.0 47.8 0.1 47.9 0 0 1 0 0 1 0 0 2 0 0 2 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 8 0.0 0.0 100.0 0.0 0.0 0.1 2 2 0. 6 OE 0l 1' 1 2 File Name : 3747BSC@79PM Site Code : 37473077 Start Date : 10/01/2003 Page No : 1 NE 79th Street Eastbound Left Thru Right € App, Total Int, Total 1.0 F I 0 [ 1.0 3 375 6 386 3 373 7 422 19 1556 4 5 8 2 19 38 1.2 0.6 391 359 430 415 1595 3151 98.0 50.7 cat---� NE Bayshore Court Out in Total 12J 60 I 471 121 01 of Right Thru Left North 0/1/2003 4:00:00 PM 0/1/2003 5:45:00 PM Atl Vehicles 1t r► Left Thru Right J o 0 8J I 811 I 341 Out In Total NE Bayshore Court I 261 4 C4.0 [ m C 2 380 3 395 1 377 4 433 10 1585 5 400 1 365 2 440 8 425 16 1630 26 3215 0.8 0.4 51.7 733 733 813 824 3103 808 714 829 759 3110 6213 10/03/03 11:41:59 0 ************ TRANSPORT ANALYSIS PROFESSIONALS, Inc. Page: 7 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305 385 0777 Dual Channel 15 Minute Final Report (page 2 of 2) Site ID : 3747-32 Info 1 : NE 79 ST W/O Info 2 : NE BAYSHORE CT ************** Start Date : Sep 29, 2003 Mon End Date : Oct 3, 2003 Fri Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-EB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 93 81 66 60 299 76 81 61 48 265 564 1 49 47 34 38 168 44 37 32 30 143 311 2 33 20 26 23 102 26 22 25 19 92 194 3 20 23 16 18 77 17 17 20 18 72 149 4 22 27 21 28 99 14 22 26 23 85 184 5 30 38 49 73 190 31 42 65 78 216 406 6 98 118 174 210 600 118 183 226 213 740 1340 7 221 241 313 332 1107 261 351 403 385 1399 2506 8 330 334 298 298 1260 381 402 484 392 1659 2919 9 294 282 290 271 1138 340 300 315 297 1253 2391 10 255 244 245 225 969 289 269 293 264 1115 2084 .1 235 250 251 247 983 269 264 275 277 1084 2067 M 12 248 266 262 264 1041 281 285 291 287 1143 2184 1 274 287 235 337 1133 297 279 228 346 1151 2284 2 269 277 287 286 1402 306 315 263 354 1547 2949 3 292 299 300 301 1191 340 355 367 334 1396 itif, 2587 4 323 312 331 343 1308 338 359 375 372 1444 f2752 5 347 342 397 395 1480 356 354 332 306 1348 c) 2828 6 403 419 394 365 1581 312 292 261 249 1114 2695 7 359 313 347 324 1343 265 247 229 225 967 2310 8 274 278 255 226 1032 222 202 171 164 759 1791 9 230 218 198 208 854 165 145 134 135 579 1433 10 193 188 170 174 725 132 116 124 108 481 1206 11 136 128 112 102 478 124 116 126 89 455 933 TOTALS 50% 19983 50% 19761 39744 AVERAGE 55.0 period 220.2 54.4 period 217.8 438.0 Peak AM Hour is *** 7:45am to 8:45am *** Volume Lane 1 : 1294 Lane 2 : 1652 Combined: 2946 Directional Split : 44% 56% Peak Hour Factor 0.969 0.853 0.942 Peak / Day Total 0.065 0.084 0.074 Peak PM Hour is *** 5:30p to 6:30pm *** Wolume Lane 1 : 1614 Lane 2 : 1242 Combined: 2856 irectional Split : 57% 43% Peak Hour Factor 0.963 0.935 0.979 Peak / Day Total 0.081 0.063 0.072 10/03/03 11:41:59 • Site ID : 3747-32 Info 1 : NE 79 ST W/O Info 2 : NE BAYSHORE CT TRANSPORT ANALYSIS PROFESSIONALS, Inc. Page: 1 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305 385 0777 *** Dual Channel 15 Minute * * * Date : Sep 29, 2003 Mon Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-EB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 1 2 3 4 5 6 7 8 9 10 12 1 2 252 268 288 808 285 210 345 840 1648 3 307 280 320 253 1160 331 349 331 301 1312 2472 4 323 273 297 302 1195 311 360 353 298 1322 2517 5 323 312 364 368 1367 330 343 314 254 1241 2608 6 402 391 386 340 1519 257 266 256 221 1000 2519 7 360 271 303 283 1217 228 216 207 197 848 2065 8 260 224 232 178 894 181 148 139 152 620 1514 9 200 179 180 169 728 139 141 101 113 494 1222 10 164 157 141 132 594 115 97 109 111 432 1026 11 130 103 114 82 429 117 96 124 82 419 848 TOTALS 54% 9911 46% 8528 18439 AVERAGE 254.1 period 1016.5 218.7 period 874.7 1891.2 Peak PM Hour is *** 5:30pm to 6:30pm *** Volume Lane 1 : 1525 Lane 2 : 1091 Combined: 2616 Directional Split : 58% 42% Peak Hour Factor 0.948 0.869 0.965 Peak / Day Total 0.154 0.128 0.142 • 10/03/03 11:41:59 Site ID : 3747-32 Info 1 : NE 79 ST W/O Info 2 : NE BAYSHORE CT TRANSPORT ANALYSIS PROFESSIONALS, Inc. Page: 2 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305 385 0777 *** Dual Channel 15 Minute *** Date : Sep 30, 2003 Tue Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-EB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total. Total AM 12 57 64 59 48 228 49 54 51 43 197 425 1 45 36 27 30 138 30 41 22 29 122 260 2 26 17 18 8 69 15 14 22 17 68 137 3 19 19 10 11 59 14 13 19 16 62 121 4 21 30 21 24 96 15 20 25 23 83 179 5 22 29 39 67 157 34 40 51 79 204 361 6 105 124 177 225 631 112 178 222 211 723 1354 7 207 216 312 328 1063 269 349 399 383 1400 2463 8 326 344 268 304 1242 380 431 435 394 1640 2882 9 288 280 295 281 1144 337 309 319 281 1246 2390 10 250 241 229 221 941 290 269 292 269 1120 2061 ilk233 244 252 259 988 282 269 273 283 1107 2095 12 246 243 260 242 991 279 258 286 275 1098 2089 1 271 298 187 377 1133 275 286 196 381 1138 2271 2 255 274 282 229 1040 297 357 312 313 1279 2319 3 273 321 261 326 1181 305 318 418 338 1379 2560 4 307 308 324 335 1274 345 334 359 381 1419 2693 5 359 368 430 421 1578 350 351 329 331 1361 2939 6 400 414 370 365 1549 324 297 253 243 1117 2666 7 364 312 306 318 1300 265 245 184 215 909 2209 8 256 301 264 229 1050 196 186 152 154 688 1738 9 239 227 209 216 891 162 142 140 120 564 1455 10 194 189 180 160 723 127 108 119 98 452 1175 11 135 125 110 113 483 100 118 93 68 379 862 TOTALS 50% 19949 50% 19755 39704 AVERAGE 207.8 period 831.2 205.8 period 823.1 1654.3 Peak AM Hour is *** 7:30am to 8:30am *** Volume Lane 1 : 1310 Lane 2 : 1593 Combined: 2903 Directional Split : 45% 55% Peak Hour Factor 0.952 0.924 0.936 Peak / Day Total 0.066 0.081 0.073 Peak PM Hour is *** 5:15pm to 6:15pm *** .clume Lane 1 : 1619 Lane 2 : 1335 Combined: 2954 41/plume Split : 55% 45% Peak Hour Factor 0.941 0.951 0.973 Peak / Day Total 0.081 0.068 0.074 10/03/03 11:41:59 Site ID : 3747-32 Info 1 NE 79 ST W/O Info 2 : NE BAYSHORE CT TRANSPORT ANALYSIS PROFESSIONALS, Inc. Page: 3 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305 385 0777 *** Dual Channel 15 Minute *** Date : Oct 1, 2003 Wed Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-EB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 104 72 50 56 282 89 85 63 47 284 566 1 54 43 37 40 174 59 32 31 30 152 326 2 32 19 21 19 91 24 15 22 22 83 174 3 20 22 10 13 65 21 16 24 15 76 141 4 24 22 17 24 87 16 20 27 25 88 175 5 33 31 44 83 191 28 37 58 79 202 393 6 100 107 169 212 588 118 183 222 217 740 1328 7 221 258 317 333 1129 269 355 413 381 1418 2547 8 332 352 305 292 1281 376 430 464 393 1663 2944 9 287 309 275 257 1128 335 319 312 329 1295 2423 10 257 240 264 224 985 295 298 294 273 1160 2145 S1 251 251 259 247 1008 260 252 270 273 1055 2063 M 12 255 272 278 277 1082 303 292 276 273 1144 2226 1 296 286 288 334 1204 324 277 307 315 1223 2427 2 252 328 290 319 1189 310 319 232 417 1278 2467 3 269 317 316 321 1223 375 369 336 325 1405 2628 4 340 332 370 392 1434 357 329 414 387 1487 2921 5 369 338 395 405 1507 394 342 369 328 1433 2940 6 412 430 400 372 1614 340 313 268 251 1172 2786 7 349 326 364 354 1393 273 265 278 257 1073 2466 8 302 280 262 256 1100 249 264 218 182 913 2013 9 268 238 203 198 907 172 157 148 156 633 1540 10 198 191 207 167 .763 117 130 124 116 487 1250 11 139 144 113 86 482 132 140 128 93 493 975 TOTALS 50% 20907 50% 20957 41864 AVERAGE 217.8 period 871.1 218.3 period 873.2 1744.3 Peak AM Hour is *** 7:45am to 8:45am *** Volume Lane 1 : 1322 Lane 2 : 1651 Combined: 2973 Directional Split : 44% 56% Peak Hour Factor 0.939 0.890 0.950 Peak / Day Total 0.063 0.079 0.071. Peak PM Hour is *** 4:30pm to 5:30pm *** Splume Lane 1 : 1469 Lane 2 : 1537 Combined: 3006 irectional Split : 49% 51% Peak Hour Factor 0.937 0.928 0.959 Peak / Day Total 0.070 0.073 0.072 10/03/03 11:41:59 Site ID : 3747-32 Info 1 : NE 79 ST W/O Info 2 : NE BAYSHORR CT TRANSPORT ANALYSIS PROFESSIONALS, Inc. Page: 4 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305 385 0777 *** Dual Channel 15 Minute * * * Date : Oct 2, 2003 Thu Factor : 1.00 Lane 1-Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1WEB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 106 72 64 61 303 78 87 58 47 270 573 1 43 45 30 39 157 32 33 29 35 129 286 2 26 22 29 30 107 33 25 26 14 98 205 3 16 22 18 24 80 15 16 16 20 67 147 4 22 27 21 33 103 12 21 32 27 92 195 5 34 44 57 65 200 38 45 78 73 234 434 6 96 126 161 219 602 118 188 219 216 741 1343 7 225 250 299 314 1088 260 361 401 397 1419 2507 8 321 306 306 294 1227 379 435 459 383 1656 2883 9 307 258 301 275 1141 349 272 315 281 1217 2358 10 257 252 243 229 981 283 239 292 250 1064 2045 222 256 241 234 953 266 270 281 274 1091 2044 12 244 284 248 274 1050 262 304 310 312 1188 2238 1 255 277 229 301 1062 293 274 182 343 1092 2154 2 300 254 306 309 1169 311 298 296 339 1244 2413 3 318 276 301 303 1198 349 385 382 371 1487 2685 4 320 333 332 344 1329 339 411 373 423 1546 2875 5 335 349 400 385 1469 348 381 316 311 1356 2825 6 396 441 420 384 1641 327 291 268 281 1167 2808 7 364 344 416 339 1463 293 263 248 232 1036 2499 8 278 305 261 240 1084 263 209 175 168 815 1899 9 212 227 200 250 889 187 140 145 152 624 1513 10 215 216 153 236 820 170 129 144 108 551 1371 11 141 140 110 127 518 146 111 157 114 528 1046 TOTALS 50% 20634 50% 20712 41346 AVERAGE 214.9 period 859.8 215.8 period 863.0 1722.8 Peak AM Hour is *** 7:45am to 8:45am *** Volume Lane 1 : 1247 Lane 2 : 1670 Combined: 2917 Directional Split : 43% 57% Peak Hour Factor 0.971 0.910 0.953 Peak / Day Total 0.060 0.081 0.071 Peak PM Hour is *** 4:15pm to 5:15pm *** 4olune Lane 1 : 1344 Lane 2 : 1555 Combined: 2899 irectional Split : 46% 54% eak Hour Factor 0.977 0.919 0'.945 Peak / Day Total 0.065 0.075 0.070 10/03/03 11:41:59 • Site ID : 3747-32 Info 1 : NE 79 ST W/O Info 2 : NE BAYSHORE CT TRANSPORT ANALYSIS PROFESSIONALS, Inc. Page: 5 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305 385 0777 *** Dual Channel 15 Minute *** Date : Oct 3, 2003 Fri Factor : 1.00 Lane 1--Normal, Axle, /2 Lane 2-Normal, Axle, /2 Hour 1-EB Hour 2-WB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 104 117 89 73 383 87 98 70 55 310 693 1 54 64 40 43 201 55 42 44 27 168 369 2 49 23 35 33 140 32 33 30 23 118 258 3 26 27 25 24 102 16 24 22 22 84 186 4 22 30 25 32 109 14 25 21 18 78 187 5 31 49 56 77 213 25 46 72 82 225 438 6 90 114 188 185 577 124 183 239 208 754 1331 7 231 240 324 353 1148 245 339 398 377 1359 2507 8 340 334 313 303 1290 388 313 577 398 1676 2966 9 10 41k, 12 1 2 3 4 5 6 7 8 9 10 11 TOTALS 47% 4163 53% 4772 8935 AVERAGE 115.6 period 462.6 132.6 period 530.2 992.8 Peak AM Hour is *** 7:45am to 8:45am *** Volume Lane 1 : 1340 Lane 2 : 1655 Combined: 2995 Directional Split : 45% 55% Peak Hour Factor 0.949 0.717 0.841 Peak / Day Total 0.322 0.347 0.335 • 10/03/03 11:41:59 ill ************ Dual TRANSPORT ANALYSIS PROFESSIONALS, Inc. 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305 385 0777 Channel 15 Minute Final Report (page Site ID : 3747-32 Info 1 : NE 79 ST W/O Info 2 : NE BAYSHORE CT 1 of 2) Page: 6 ************** Start Date : Sep 29, 2003 Mon End Date : Oct 3, 2003 Fri Adj. Factor: 1.00 ALL DAYS COMBINED Hour Starts 1-EB 0 15 30 Hour 45 Total 2-WE 0 15 30 Hour 45 Total Combined Total AM 12 1 2 3 4 5 6 7 8 9 10 M 12 1 2 3 4 5 6 7 8 9 10 11 371 196 133 81 89 120 391 884 1319 882 764 706 745 822 807 1167 1290 1386 1610 1437 1096 919 771 545 325 188 81 90 109 153 471 964 1336 847 733 751 799 861 1108 1194 1246 1367 1676 1253 1110 871 753 512 262 134 103 63 84 196 695 1252 1192 871 736 752 786 704 1146 1198 1323 1589 1576 1389 1019 792 681 447 238 152 90 72 113 292 841 1328 1193 813 674 740 793 1012 1145 1203 1373 1579 1461 1294 903 833 695 408 1196 670 407 306 395 761 2398 4428 5040 3413 2907 2949 3123 3399 4206 4762 5232 5921 6323 5373 4128 3415 2900 1912 303 176 104 66 57 125 472 1043 1523 1021 868 808 844 892 918 1360 1352 1422 1248 1059 889 660 529 495 324 148 87 69 86 168 732 1404 1609 900 806 791. 854 837 1259 1421 1434 1417 1167 989 807 580 464 465 242 126 100 81 105 259 902 1611 1935 946 878 824 872 685 1050 1467 1499 1328 1045 917 684 534 496 502 192 121 76 73 93 313 852 1538 1568 891 792 830 860 1039 1414 1335 1489 1224 996 901 656 541 433 357 1061 571 367 289 341 865 2958 5596 6635 3758 3344 3253 3430 3453 4641 5583 5774 5391 4456 3866 3036 2315 1922 1819 2257 1241 774 595 736 1626 5356 10024 11675 7171 6251 6202 6553 6852 8847 10345 11006 11312 10779 9239 7164 5730 4822 3731 TOTALS 50% AVERAGE 787.1 period 75564 3148.5 Peak AM Hour is *** 7:45am to 8:45am Volume Lane 1 : 5175 Lane 2 Directional Split : 44% Peak Hour Factor 0.968 Peak / Day Total 0.068 Peak PM Hour is *** 5:30pm to •olume Lane 1 . 6454 irectional Split : 57% Peak Hour Factor 0.963 Peak / Day Total 0.085 * * * 6:30pm *** Lane 2 50% 74724 778.4 period 3113.5 . 6605 Combined: 11780 56% 0.853 0.942 0.088 0.078 4967 Combined: 11421 43% 0.935 0.979 0.466 0.076 150288 6262.0 CLIENT MILLER CONSULTING CROSSROADS ENGINEERING DATA, INC JOB NO 2003-79 13501 SW 128TH ST, 5TE 101 MIAMI, FL Site Code : 670224711100 PROJECT: SR 934 PD0E STUDY TEL: 305-233-3997 FAX : 305-233-7720 Start Date: 09/11/2003 COUNTY : MIAMI-DADE Pile I.D. : 970204-2 Street name :NE 82ND STREET EAST 0P Cross street:BISCAYNE BLVD. WESTBOUND Pace 4 in <------Quarter Hour > Hour 1st 2nd 3rd 4th Total :00 09/14 115 100 121 100 436 01:00 68 64 69 58 259 02:00 41 36 46 38 161 03:00 26 25 25 34 110 04:00 31 21 22 24 98 05:00 28 34 39 26 127 06:00 30 47 44 61 182 07:00 54 63 74 79 270 08:00 91 84 96 92 365 09:00 66 143 134 151 494 10:00 146 136 164 178 624 11:00 169 151 201 179 700 12:00 151 174 182 189 696 01:00 149 180 170 136 635 02:00 161 170 166 158 657 03:00 161 171 178 187 697 04:00 194 182 206 189 771 05:00- 186 168 87 176 11.7.. 06:00 152 197 203 227 779 07:00 181 179 185 164 710 08:00 156 218 162 126 662 09:00 124 155 111 112 502 10:00 109 96 99 97 401 11:00 81 76 90 66 313 Total 11366 AM Peak The AM peak hour began 11:30. The peak volume was 705, The largest Interval began 11:30, and contained 201 vehicles. The peak hour factor was .88 411 Peak The PM peak hour began 06:15. peak peak volume was 808. The largest interval began 06:45, and contained 227 vehicles. The peak hour factor was .89 Each k Equals 25 Vehicles ********#* *****w*}}******r*a}******* CLIENT : MILLER CONSULTING CROSSROADS ENGINEERING DATA, INC JOB NO : 2003-79 13501 SW 128TH ST, STE 101 MIAMX, FL Site Code ; 870224711100 PROJECT: SR 934 PD&E STUDY TEL: 305-232-3997 FAX : 305-233-7720 Start Date: 09/11/2003 COUNTY : MIAMI-DADE File I,➢. : 870204-2 Street name :NE 82N0 STREET EAST OF Cross street:BISCAYNE BLVD. WESTBOUND Pace 1 5 0:0in < Quarter Hour > Hour e 1st 2nd 3rd 4th Total Each * Eouais 25 Vehicles 0 09/15 57 47 34 40 178 x*».*** 01:00 23 24 21 23 91 **** 02:00 16 16 20 10 62 •* 03:00 8 8 16 15 47 ** 04:00 13 16 14 23 66 *** 05:00 32 34 66 68 200 *******. 06:00 97 135 184 169 585 *********************** 07:00 212 239 319 300 1070*******.*x***..**.*.*...x.x*.**...*.'***f. 0E:00 286 2E1 294 281 1142*w.*x**a...***..*******.********************.: 09:00 273 229 240 190 932**********x*xx..*.**.......**.*-_***. 10:00 200 161 198 187 746 ******.**x,.**.x*.....*.***.*** 1100 174 188 215 180 757 ......a......x.xx.*x....*x**** 12:00 170 208 213 166 757 ****.*.*x.w..*x..*****x*.***** 01:00 188 164 203 202 757 ..*.*.*.**********x*.**x.*x*** 02:00 230 219 225 238 912**x.*****.************************** 03:00 270 252 239 190 951**x.********************************** 04:00 237 152 232 295 916*x**x**xxxx*..x******..*x**.*.*.**..* 05:0 224 ._. .... .... ... 05'00 2192 197 177 790*+***•xxx***.***:*xx*******..... 06:00 184 164 181 137 612 »**.x+xx*.x**.**.***.*****. 07:00 138 200 147 173 658 ************************** 08:00 152 128 101 122 503 *****************.** 09:00 93 130 129 87 439 ****************** 10:00 94 107 80 82 363 *************** 11:00 58 70 70 57 255 ........** Total 13849 AM Peak *Peak • The AM peak hour began 07:30. The peak volume was 11E6. The largest interval began 07:30, and contained 319 vehicles, The peak hour factor was ,93 The PM peak hour began 02:45, The peak volume was 999. The largest interval began 03:00, and contained 270 vehicles. The peak hour factor was .93 SI M 12 1 2 3 4 6 7 8 9 10 11 10/03/03 11:20:25 ******** ***** RANSPORT ANALYSIS PROFESSIONALS, Inc. Page: 7 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305 385 0777 Dual Channel 15 Minute Final Report (page 2 of 2) Site ID : 3747 30 Info 1 : NE 10 AVE N/O Info 2 : 82 ST ************** Start Date : Sep 29, 2003 Mon End. Date : Oct 3, 2003 Fri Adj. Factor: 1.00 ALL DAYS AVERAGED Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 18 22 16 11 66 18 16 10 11 54 120 1 10 6 8 10 32 9 6 8 5 27 59 2 6 5 4 3 17 2 4 4 2 12 29 3 1 3 3 2 9 3 3 5 4 15 24 4 1 3 4 3 11 5 4 4 7 20 31 5 4 5 8 12 29 6 6 13 15 40 69 6 11 26 47 45 129 14 29 41 55 139 268 7 53 80 117 109 359 68 92 115 149 424 783 8 103 119 128 119 469 148 136 129 120 533 1002 9 69 78 67 69 283 122 101 83 90 396 679 10 60 66 63 63 252 75 72 67 68 283 535 57 73 61 76 266 70 73 78 76 296 562 69 77 75 76 296 80 87 72 85 325 94 82 72 103 409 103 99 116 100 417 129 123 141 127 520 138 122 130 117 507 120 115 98 106 439 93 72 83 69 316 70 62 47 44 223 47 36 41 35 158 36 29 28 25 118 25 29 30 22 106 63 73 69 79 284 580 83 84 80 80 327 652 90 80 85 92 405 814 101 101 108 99 410 pl. 827 101 99 99 101 399 919 fv. 94 96 113 111 414 921 110 104 89 89 391 830 96 82 84 75 337 653 79 75 59 61 273 496 63 57 54 50 224 382 44 46 41 36 166 284 31 25 23 22 101 207 TOTALS 49% 5618 51% 5803 11421 AVERAGE 15.5 period 62.1 16.0 period 64.1 126.2 Peak AM Hour is *** 7:45am to 8:45am *** Volume Lane 1 : 459 Lane 2 : 562 Combined: 1021 Directional Split : 45% 55% Peak Hour Factor 0.896 0.943 0.989 Peak / Day Total : 0.082 0.097 0.089 Peak PM Hour is *** 4:15pm to 5:15pm *** IllVolume Lane 1 : 529 Lane 2 : 393 Combined: 921 irectional Split : 57% 43% Peak Hour Factor 0.938 0.973 0.963 Peak / Day Total : 0.094 0.068 0.081 10/03/03 11:20:25 • Site ID : 3747 30 Info 1 : NE 10 AVE N/O Info 2 : 82 ST TRANSPORT ANALYSIS PROFESSIONALS, Inc. Page: 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305 385 0777 *** Dual Channel 15 Minute * * * Date : Sep 29, 2003 Mon Factor : 1.00 Lane 1-Directional, Axle, /2 Lane 2-Directional, Axle, /2 Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total. Total AM 12 1 2 3 4 5 6 7 8 9 10 Ilk 12 1 2 51 118 169 82 80 162 331 3 113 99 116 94 422 93 106 112 87 398 820 4 113 140 135 108 496 92 86 92 99 369 865 5 142 122 124 118 506 78 78 95 96 347 853 6 109 133 88 97 427 110 89 75 65 339 766 7 85 67 71 61 284 78 63 60 64 265 549 8 61 55 42 42 200 54 48 49 50 201 401 9 42 42 30 33 147 42 51 51 34 178 325 10 29 24 25 32 110 31 37 24 31 123 233 11 32 29 33 24 118 25 25 21 17 88 206 TOTALS 54% 2879 46% 2470 5349 AVERAGE 75.8 period 303.1 65.0 period 260.0 563.1 Peak PM Hour is *** 4:15pm to 5:15pm *** Volume Lane 1 : 525 Lane 2 : 355 Combined: 880 Directional Split : 60% 40% Peak Hour Factor 0.924 0.896 0.969 Peak / Day Total 0.182 0.144 0.165 • 10/03/03 11:20:25 • Site ID : 3747 30 Info 1 : NE 10 AVE N/O Info 2 : 82 ST TRANSPORT ANALYSIS PROFESSIONALS, Inc. Page: 2 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305 385 0777 *** Dual Channel 15 Minute *** Date : Sep 30, 2003 Tue Factor : 1.00 Lane 1-Directional, Axle, /2 Lane 2-Directional, Axle, /2 Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 10 15 17 8 50 9 16 11 6 42 92 1 3 9 11 9 32 5 1 5 5 16 48 2 9 4 2 1 16 1 1 6 0 8 24 3 2 4 5 1 12 4 2 4 3 13 25 4 3 2 5 3 13 4 4 2 8 18 31 5 2 8 8 9 27 5 2 13 12 32 59 6 12 21 31 42 106 17 24 45 58 144 250 7 44 65 117 117 343 67 92 109 142 410 753 8 99 123 114 149 485 149 126 118 136 529 1014 9 77 87 80 83 327 118 93 77 86 374 701 10 68 74 71 62 275 55 57 59 59 230 505 Ilk69 79 72 79 299 70 65 68 76 279 578 12 75 87 78 83 323 54 65 64 76 259 582 1 83 90 80 79 332 79 89 81 88 337 669 2 93 91 79 91 354 79 68 76 74 297 651 3 101 79 131 113 424 90 101 97 105 393 817 4 193 131 127 153 604 76 90 82 88 336 940 5 149 144 160 133 586 96 86 95 93 370 956 6 154 128 116 151 549 101 95 86 66 348 897 7 117 87 111 83 398 95 83 63 67 308 706 8 86 67 50 52 255 69 73 60 60 262 517 9 49 41 36 36 162 66 58 52 46 222 384 10 36 29 24 22 111 35 51 41 34 161 272 11 21 35 27 18 101 23 26 21 21 91 192 TOTALS 53% 6184 47% 5479 11663 AVERAGE 64.4 period 257.7 57.1 period 228.3 486.0 Peak AM Hour is *** 8:00am to 9:00am *** Volume Lane 1 : 485 Lane 2 : 529 Combined: 1014 Directional Split : 48% 52% Peak Hour Factor 0.814 0.888 0.889 Peak / Day Total 0.078 0.097 0.087 Peak PM Hour is *** 4:45pm to 5:45pm *** 4plume Lane 1 : 606 Lane 2 : 365 Combined: 971 'rectional Split : 62% 38% eak Hour Factor 0.947 0.951 0.952 Peak / Day Total 0.098 0.067 0.083 10/03/03 11:20:25 • Site ID : 3747 30 Info 1 : NE 10 AVE N/O Info 2 : 82 ST TRANSPORT ANALYSIS PROFESSIONALS, Inc. Page: 3 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305 385 0777 *** Dual Channel 15 Minute *** Late : Oct 1, 2003 Wed Factor : 1.00 Lane 1-Directional, Axle, /2 Lane 2-Directional, Axle, /2 Hour 1-NB Hour 2-SH Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 14 23 13 9 59 20 12 2 12 46 105 1 14 3 6 14 37 9 6 7 3 25 62 2 6 2 4 2 14 2 1 3 4 10 24 3 1 5 3 1 10 4 4 4 2 14 24 4 2 5 4 4 15 2 5 3 3 13 28 5 3 6 10 11 30 4 4 14 12 34 64 6 8 27 33 47 115 13 26 40 57 136 251 7 66 80 131 107 384 75 96 114 154 439 823 8 96 141 102 93 432 156 125 144 125 550 982 9 69 65 65 64 263 121 95 78 77 371 634 10 60 66 57 63 246 100 75 68 76 319 565 .1 39 72 57 78 246 68 82 89 74 313 559 M 12 71 70 75 80 296 69 67 67 82 285 581 1 86 87 84 95 352 89 79 74 83 325 677 2 99 82 77 102 360 102 97 92 128 419 779 3 92 93 93 91 369 105 110 107 106 428 797 4 96 107 117 129 449 143 104 115 106 468 917 5 142 126 139 112 519 103 96 131 132 462 981 6 119 111 94 92 416 108 119 102 117 446 862 7 68 68 81 78 295 97 80 97 90 364 659 8 65 61 59 45 230 102 89 70 64 325 555 9 55 34 47 45 181 69 61 50 50 230 411 10 44 33 27 21 125 51 49 40 34 174 299 11 23 26 30 24 103 40 20 26 27 113 216 TOTALS 47% 5546 53% 6309 11855 AVERAGE 57.8 period 231.1 65.7 period 262.9 494.0 Peak AM Hour is *** 7:45am to 8:45am *** Volume Lane 1 : 446 Lane 2 : 579 Combined: 1025 Directional Split : 44% 56% Peak Hour Factor 0.791 0.928 0.963 Peak / Day Total 0.080 0.092 0.086 Peak PM Hour is *** 5:00pm to 6:00pm *** Solume Lane 1 : 519 Lane 2 : 462 Combined: 981 irectional Split : 53% 47% Peak Hour Factor 0.914 0.875 0.908 Peak / Day Total 0.094 0.073 0.083 10/03/03 11:20:25 • Site ID : 3747 30 Info 1 : NE 10 AVE N/O Info 2 : 82 ST TRANSPORT ANALYSIS PROFESSIONALS, Inc. Page: 4 8701 SW 137th Avenue, Suite 210 Miami.. Florida 33183 305 385 0777 *** Dual Channel 15 Minute *** Date : Oct 2, 2003 Thu Factor 1.00 Lane 1-Directional, Axle, /2 Lane 2-Directional, Axle, /2 Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total. Total AM 12 27 23 13 11 74 21 17 14 14 66 140 1 9 3 9 12 33 8 6 7 4 25 58 2 3 4 4 4 15 2 6 2 2 12 27 3 1 1 3 0 5 1 1 7 4 13 18 4 0 2 4 1 7 9 3 6 9 27 34 5 3 3 9 13 28 8 9 14 12 43 71 6 5 27 24 27 83 13 32 43 64 152 235 7 43 62 119 77 301 71 85 122 161 439 740 8 73 91 117 104 385 156 158 143 112 569 954 9 62 81 56 61 260 128 114 94 107 443 703 10 53 57 61 65 236 71 85 74 69 299 535 ilk62 69 53 70 254 73 71 76 77 297 551 12 60 74 72 64 270 66 88 77 78 309 579 1 71 85 52 82 290 80 84 84 70 318 608 2 90 74 81 99 344 90 75 88 84 337 681 3 104 124 124 102 454 117 87 117 98 419 873 4 114 115 183 119 531 92 117 105 109 423 954 5 118 97 97 105 417 97 124 132 123 476 893 6 97 89 94 82 362 121 112 91 106 430 792 7 100 66 69 53 288 115 103 116 78 412 700 8 69 63 37 36 205 89 91 55 69 304 509 9 41 28 49 24 142 75 59 62 69 265 407 10 35 31 34 25 125 57 45 57 46 205 330 11 22 26 31 21 100 34 30 25 23 112 212 TOTALS 45% 5209 55% 6395 11604 AVERAGE 54.3 period 217.0 66.6 period 266.5 483.5 Peak AM Hour is *** 7:45am to 8:45am *** Volume Lane 1 : 358 Lane 2 : 618 Combined: 976 Directional Split : 37% 63% Peak Hour Factor 0.765 0.960 0.938 Peak / Day Total 0.069 0.097 0.084 Peak PM Hour is *** 4:15pm to 5:15pm *** dplume Lane 1 : 535 Lane 2 : 428 Combined: 963 irectional Split : 56% 44% Peak Hour Factor 0.731 0.915 0.836 Peak / Day Total 0.103 0.067 0.083 10/03/03 11:20:25 Site ID : 3747 30 Info 1 : NE 10 AVE N/Q Info 2 : 82 ST TRANSPORT ANALYSIS PROFESSIONALS, Inc. Page: 5 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305 385 0777 *** Dual Channel 15 Minute *** Date : Oct 3, 2003 Fri Factor : 1.00 Lane 1-Directional, Axle, /2 Lane 2-Directional, Axle, /2 Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 19 25 21 15 80 20 17 13 13 63 143 1 12 7 4 4 27 13 10 12 8 43 70 2 6 8 4 4 22 4 8 4 2 18 40 3 1 2 2 4 9 2 4 6 7 19 28 4 0 2 4 2 8 5 3 5 8 21 29 5 7 4 6 15 32 7 10 12 22 51 83 6 19 30 99 63 211 12 34 36 42 124 335 7 60 113 100 133 406 59 95 113 140 407 813 8 144 121 179 131 575 132 136 111 105 484 1059 9 10 .1 M 12 1 2 3 4 5 6 7 8 9 10 11 TOTALS 53% 1370 47% 1230 2600 AVERAGE 38.1 period 152.2 34.2 period 136.7 288.9 Peak AM Hour is *** 7:45am to 8:45am *** Volume Lane 1 : 577 Lane 2 : 519 Combined: 1096 Directional Split : 53% 47% Peak Hour Factor 0.806 0.927 0.945 Peak / Day Total 0.421 0.422 0.422 • 10/03/03 11:20:25 III************ TRANSPORT ANALYSIS PROFESSIONALS, Inc. Page: 6 8701 SW 137th Avenue, Suite 210 Miami. Florida 33183 305 385 0777 Dual Channel 15 Minute Final Report (page 1 of 2) Site ID : 3747 30 Info 1 : NE 10 AVE N/O Info 2 : 82 ST ************** Start Date : Sep 29, 2003 Mon End Date : Oct 3, 2003 Fri Adj. Factor: 1,00 ALL DAYS COMBINED Hour 1-NB Hour 2-SB Hour Combined Starts 0 15 30 45 Total 0 15 30 45 Total Total AM 12 70 86 64 43 263 70 62 40 45 217 480 1 38 22 30 39 129 35 23 31 20 109 238 2 24 18 14 11 67 9 16 15 8 48 115 3 5 12 13 6 36 11 11 21 16 59 95 4 5 11 17 10 43 20 15 16 28 79 122 5 15 21 33 48 117 24 25 53 58 160 277 6 44 105 187 179 515 55 116 164 221 556 1071 7 213 320 467 434 1434 272 368 458 597 1695 3129 8 412 476 512 477 1877 593 545 516 478 2132 4009 9 208 233 201 208 850 367 302 249 270 1188 2038 10 181 197 189 190 757 226 217 201 204 848 1605 411K170 220 182 227 799 211 218 233 227 889 1688 12 206 231 225 227 889 189 220 208 236 853 1742 1 240 262 216 256 974 248 252 239 241 980 1954 2 282 247 288 410 1227 271 240 338 366 1215 2442 3 410 395 464 400 1669 405 404 433 396 1638 3307 4 516 493 562 509 2080 403 397 394 402 1596 3676 5 551 489 520 468 2028 374 384 453 444 1655 3683 6 479 461 392 422 1754 440 415 354 354 1563 3317 7 370 288 332 275 1265 385 329 336 299 1349 2614 8 281 246 188 175 890 314 301 234 243 1092 1982 9 187 145 162 138 632 252 229 215 199 895 1527 10 144 117 110 100 471 174 182 162 145 663 1134 11 98 116 121 87 422 122 101 93 88 404 826 TOTALS 49% 21188 51% 21883 43071 AVERAGE 220.7 period 882.8 227.9 period 911.8 1794.6 Peak AM Hour is *** 7:45am to 8:45am *** Volume Lane 1 : 1834 Lane 2 : 2251 Combined: 4085 Directional Split : 45% 55% Peak Hour Factor .• 0.896 0.943 0.991 Peak / Day Total 0.087 0.103 0.095 Peak PM Hour is *** 5:00pm to 6:00pm *** 4liolume Lane 1 : 2028 Lane 2 : 1655 Combined: 3683 irectional Split : 55% 45% Peak Hour Factor 0.920 0.913 0.946 Peak / Day Total 0.096 0.076 0.086 • APPENDIX C CAPACITY ANALYSES TRAFFIC SIGNAL TIMING DATA • • • • • SHORT REPORT General Information Site Information Analyst RPE/TAP Agency or Co. Date Performed 8/15/2005 Time Period PM Peak Intersection NE 10 Ave & NE 82 St 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 0 2 1 0 1 0 0 1 0 Lane Group LT R LT TR Volume (vph) 9 679 426 18 146 423 28 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.95 0.95 0.95 0.91 O.91 0.90 0.90 0.90 0.90 Actuated (PIA) PP P A A _ A A Startup lost time 2.0 2.0 2.0 2.0 _ 2.0 Ext. eft. green 2.0 2.0 2.0 .,, 2.0 2.0 Arrival type 4 3 3 3 r 3 v 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 81 0 0 0 0 0 5 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONNONNONNON Parkinglhr Bus Stops/hr 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 Phasing WB Ony - 02 03 04 NS Perm 06 07 08 Timing G= 66.0 G= G= G= G= 36.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length G = 110.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 0 724 363 180 496 Lane group cap. 2169 969 477 618 v/c ratio 0.33 0.37 0.38 0.80 Green ratio 0.00 0.60 0.60 0.33 0.33 Unit delay d1 11.0 11.4 * 28.4 33.8 Delay factor k 0.50 0.50 0.11 0.35 Increm. delay d2 - 0.4 �1.000 1.1 0.5 7.6 PF factor 1.000 1.000 1.000 Control delay 11.4 12.5 �28.9 _ 41.3 Lane group LOS 8 8 C D Apprch. delay 11.8 28.9 41.3 Approach LOS B C D Intersec. delay 21.8 Intersection LOS C Copyright 0 2005 University of Florida, Ali Rights Reserved HCS+TM Version 5.1 Generated: 8/18/2005 12:39 PM SHORT REPORT General Information Site Information Analyst RPEJTAP Agency or Co. Date Performed 8/15/2005 Time Period PM Peak Intersection NE 10 Ave & NE 82 St 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 2 1 7 0 1 0 0 1 0 Lane Group LT r R LT TR Volume (vph) 9 714 448 19 153 445 29 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.95 0.95 0.95 0.91 0.91 0.90 0.90 0.90 0.90 Actuated (P/A) PP P AA A A Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 r 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/BikelRTOR Volume 0 0 0 0 0 81 0 0 0 0 0 5 Lane Width 12.0 _ 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONNONNONNON Parkinglhr Bus stops/hr 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 _ 3.0 Phasing WB Only 02 03 04 NS Perm 06 07 08 Timing G= 66.0 G= G= G= G= 36.0 G= G= G= Y= 4 Y= Y= Y= Y= 4 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 110.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 0 761 386 189 521 Lane group cap. ^2169 969 455 618 v/c ratio 0.35 0.40 0.42 0.84 Green ratio 0.00 �11.1 0.60 0.60 0.33 0.33 Unit delay d1 11.6 28.8 34.4 Delay factor k 0.50 0.50 0.11 0.38 increm. delay d2 0.4 1.2 0.6 10.3 PF factor 1.000 1.000 1.000 1.000 Control delay 11.6 12.8 29.4 44.7 Lane group LOS B B C Apprch. delay 12.0 29.4 44.7 Approach LOS B C D tntersec. delay 22.9 Intersection LOS C Copyright 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 8/18/2005 12:40 PM SHORT REPORT General information !Site information Analyst RPEJTAP Agency or Co. Date Performed 8/15/2005 Time Period PM Peak intersection NE 10 Ave & NE 82 St Area Type All other areas Jurisdiction Analysis Year 2008 With Site Volume and Timing input EB WB NB SB LT TH RT LT TH RT LT TH a RT LT TH RT Num. of Lanes 0 0 0 0 2 1 0 1 0 0 1 , 0 Lane Group LT R LT TR Volume (vph) _ 9 717 453 19 153 v 462 29 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.95 0.95 0.95 0.91 0.91 0.90 0.90 0.90 0.90 Actuated (P/A) P P P A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 Ext. eff, green _ 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 Ped/BikefRTOR Volume 0 0 0 0 0 81 0 0 0 0 0 5 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONNONNONNON Parking/hr Bus stops/hr 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 Phasing ' WB Only 02 03 04 NS Perm 06 07 08 Timing G= 66.0 G= G= G= G= 36.0 �Y= G= G= G= Y= 4 Y= Y= Y= Y= 4 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 110.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB _ NB SB Adj. flow rate 0 764 392 189 540 Lane group cap. 2169 969 442 618 vic ratio 0.35 0.40 0.43 0.87 Green ratio 0.00 0.60 0.60 0.33 0.33 Unif. delay d1 11.2 11.6 28.9 34.9 Delay factor k 0.50 0.50 0.11 0.40 Increm. delay d2 0.5 1.3 0.7 �1.000 13.1 PF factor 1.000 1, 000 1.000 Control delay _ _ 11.6 12.9 29.6 48.0 Lane group LOS . B B C D Apprch. delay 12.0 29.6 48.0 Approach LOS B C D lntersec. delay 24.1 Intersection LOS C opyright C 2005 University of Florida, All Rights Reserved MCS+TM Version 5.1 Generated: 8/ 18/2005 12:41 PM • TWO-WAY STOP CONTROL SUMMARY General Information Site Information Anajrst RPE/TAP Intersection ENE 10 Ave & NE 81 St Jurisdiction Agency/Co. Analysis Year 2005 Peak Season Date Performed 8/15/2005 Analysis Time Period PM Peak Project Description EastlWest Street: NE 81st Street North/South Street: Intersection Orientation: North -South Study Period (hrs): 0,25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 , 2 3 4 5 6 L T R L T R olume 16 178 W 7 • 8 438 3 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.83 0.83 0.83 Hourly Flow Rate, HFR 17 195 7 9 527 3 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 Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume 9 3 31 1 2 1 Peak -Hour Factor, PHF 0.83 0.83 0.83 0.32 0.32 0.32 Hourly Flow Rate, HFR 10 3 37 3 6 3 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N -_.-- N Storage 0 0 , RT Channelized 0 0 Lanes 0 1 0 0 1 0 onfiguration LTR LTR Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 17 9 12 50 C (m) (vph) 1048 1382 475 563 fc 0.02 0.01 0.03 0.09 95% queue length 0.05 0.02 0.08 0.29 , Control Delay 8.5 7.6 12.8 12.0 LOS A A B B A pproach Delay -- - -- 12.8 12,0 pproach LOS -- -- 8 B illCopyright 0 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 8/16/2005 12:05 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPETTAP Intersection NE 10 Ave & NE 81 St Agency/Co. Jurisdiction Date Performed 8115/2005 Analysis Year 2008 Without Site Analysis Time Period PM Peak Project Description East/West Street: NE 81st Street NNorth/South Street: Intersection Orientation: North -South IStudy Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 — 5 6 L T R L T R plume 17 187 7 8 460 3 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.83 0.83 0.83 Hourly Flow Rate, HFR 18 205 7 9 _ 554 3 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 Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume 9 3 33 1 2 1 Peak -Hour Factor, PHF 0.83 0.83 0.83 0.32 0.32 0,32 Hourly Flow Rate, HER 10 3 39 3 6 3 Percent Heavy Vehicles 0 , 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 • onfiguration LTR LTR Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement - 1 4 7 I 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 18 9 12 52 C (m) (vph) 1024 1370 457 547 /c 0.02 0.01 0.03 0.10 95% queue length 0.05 0.02 0.08 0.31 Control Delay 8.6 7.6 13.1 12.3 LOS A A B B pproach Delay -- - 13.1 12.3 • pproach LOS -- -- B 8 • Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 8/16/2005 12:07 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst 1RPE/TAP Intersection NE 10 Ave & NE 81 St Agency/Co. Jurisdiction Date Performed 8/15/2005 Analysis Year 2008 With Site Analysis Time Period PM Peak Project Description East/West Street: NE 81st Street North/South Street: Intersection Orientation: North -South ,Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 17 187 . 7 8 477 3 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.83 0.83 0.83 Hourly Flow Rate, HFR 18 205 7 9 574 3 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 Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume 9 3 33 1 2 1 Peak -Hour Factor, PHF 0.83 0.83 0.83 0.32 0.32 0.32 Hourly Flow Rate, HFR 10 3 39 3 6 3 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR _ Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (vph) 18 9 12 52 C (m) (vph) 1006 1370 449 536 lc 0.02 0.01 0.03 0.10 95% queue length 0.05 0.02 0.08 0.32 Control Delay 8.6 7.6 13.2 12.4 LOS A A B B • pproach Delay _- -- 13,2 12.4 • pproach LOS -- -- B , B /II Copyright C 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated; 8/16/2005 12:08 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPEITAP intersection NE 10th Ave & NE 80th St Agency/Co, • Jurisdiction Date Performed 8/16/2005 Analysis Year 2005 Peak Season Analysis Tirne Period PM Peak Project Description Oasis East/West Street: NE 80 Street North/South Street: NE 10th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 0 201 10 8 468 0 Peak -Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 0 233 11 9 544 0 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 M 0 Minor Street Eastbound - Westbound Movement 7 8 9 10 11 12 L T R L T R olume 6 0 7 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.38 0.38 0.38 Hourly Flow Rate, HFR 0 0 0 15 0 18 Percent Heavy Vehicles 0 0 0 0 2 0 Percent Grade (%) 0 0 Flared Approach N N . Storage 0 0 RT Channelized y 0 0 Lanes 0 0 0 0 1 0 onfiguration _ LTR Delay, Queue Length, and Level of Service • pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR _. v (vph) 0 9 33 C (m) (vph) 1035 1334 598 !c 0.00 0.01 0.06 95% queue length 0.00 0.02 v 0.17 Control Delay 8.5 7.7 11.4 LOS A A 8 • pproach Delay -- -- 11.4 • pproach LOS -- _ -- B alCopyright © 2005 University of Florida, At! Rights Reserved HCS+TM Version 5.1 Generated: 8/1612005 2:02 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPE/TAP Intersection NE 10th Ave & NE 80th St Agency/Co. Jurisdiction Date Performed 8/16/2005 Analysis Year 2008 Without Site Analysis Time Period PM Peak Project Description Oasis East/West Street: NE 80 Street North/South Street: NE 10th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement _ 1 2 3 4 5 6 _ L T R L T R olume 0 211 11 8 492 0 Peak -Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 0 245 12 9 572 0 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 _ Eastbound Westbound Movement 7 8 9 10 11 12 L T R L - T R olume 6 0 7 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.38 0.38 0.38 Hourly Flow Rate, HFR 0 0 0 15 0 18 Percent Heavy Vehicles 0 0 0 0 2 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 1 0 Configuration LTR Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR (vph) 0 9 33 C (m) (vph) 1011 1320 579 - Ic 0.00 0.01 0.06 95% queue length 0.00 0.02 0.18 .., Control Delay 8.6 7.7 11.6 LOS A A B _ • pproach Delay -- -- 11.6 pproach LOS -- -- B fbCopyright C 2005 University of Florida, All Rights Reserved HCS+TM Version 5,1 Generated: 8116/2005 12:11 PM TWO-WAY STOP CONTROL SUMMARY General Information Site information Analyst RPEITAP intersection NE 10th Ave & NE 80th St Agency/Co. Jurisdiction Date Performed 8/16/2005 Analysis Year 2008 With Site Analysis Time Period PM Peak Project Description Oasis East/West Street: NE 80 Street North/South Street: NE 10th Avenue Intersection Orientation: North -South Study Period (hrs): 0.25 ehicie Volumes and Adjustments Major Street I Northbound Southbound Movement 1 2 ! 3 4 5 6 L T R L T R olume 0 211 52 25 492 0 Peak -Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 0 245 60 29 572 0 Percent Heavy Vehicles 0 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes v 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R oume 22 5 7 Peak -Hour Factor, PHF 1.00 1.00 1.00 0.38 0.38 0.38 , Hourly Flow Rate, HFR 0 0 0 57 13 18 Percent Heavy Vehicles 0 _ 0 0 0 2 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 - 0 RT Channelized _ 0 _ 0 Lanes 0 0 0 0 1 0 Configuration _ _ _ LTR Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR _ LTR (vph) 0 29 88 C (m) (vph) 1011 1267 441 Ic 0.00 0.02 - 0.20 95% queue length 0.00 0.07 0.74 Control Delay 8.6 7.9 _ 15.2 . LOS A A C pproach Delay __ - 15.2 ' pproach LOS -- _ -- C iiiCopyright CD 2005 University of Florida, All Rights Reserved HCS+TM Version 5,1 Generated: 8/16/2005 12:12 PM SHORT REPORT General Information Site Information Analyst RPE/TAP Agency or Co. Date Performed 8/16/2005 Time Period PM Peak Intersection NE 10th Ave & NE 79th St Area Type Al! 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 4 0 0 1 0 0 1 0 0 1 1 Lane Group DefL TR LTR _LTR LT R Volume (vph) , 149 1218 15 9 484 27 26 15 8 437 14 23 % Heavy veh 0 2 0 0 2 0 0 2 0 0 2 0 PHF 0.97 0.97 0.97 0.93 0.93 0.93 0.84 0.84 0.84 0.85 0.85 0.85 Actuated (PIA) PPPPP PA A A A A A 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 PedfBikefRTOR Volume 0 0 3 0 0 5 0 0 2 » 0 0 4 Cane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 _N Parkingfhr , _ Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EB Only EW Perm 03 04 NS Perm 06 07 08 Timing G= 7.0 G= 56.0 G= G= G= 36.0 G= G= G= Y= 3 Y= 4 Y= Y= Y= 4 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 110.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 154 1268 554 56 530 22 V Lane group cap. 460 3041 917 316 434 529 v/c ratio 0.33 0.42 0.60 0.18 _ 1.22 0.04 Green ratio 0.60 0.60 0.51 0.33 0.33 0.33 Unif. delay d1 11.8 11.7 19.1 26.4 37.0 25.2 Delay factor k 0.50 0.50 0.50 0.11 0.50 0.11 lncrem. delay d2 2.0 0.4 r 2.9 0.3 118.7 0.0 PF factor 1.000 '1.000 1.000 1.000 1.000 1.000 Control delay 13.7 12.2 22.1 26.7 155.7 25.3 Lane group LOS B B C C F C Apprch. delay 12.3 22.1 26.7 150.5 Approach LOS 8 C C F Intersec. delay 44.3 Intersection LOS D Copyright 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 8/16/2005 12:19 PM SHORT REPORT General Information Site Information Analyst RPE/T'AP Agency or Co. Date Performed 8/16/2005 Time Period PM Peak Intersection NE 10th Ave & NE 79th St Area Type Ail other areas Jurisdiction Analysis Year 2008 Without Site & New Timing Volume and Timing Input EB WB NIB SB LT TH RT LT TH I RT LT TH RT LT TH RT Num. of Lanes 0 4 0 0 1 0 0 1 0 0 1 1 Lane Group DefL TR LTR LTR LT R Volume (vph) 153 1249 15 9 496 28 27 15 8 448 14 24 % Heavy vela 0 2 0 0 2 0 0 2 0 0 2 0 PHF 0.97 0.97 0.97 0.93 0.93 0.93 W 0.84 0.84 0.84 0.85 0.85 0.85 Actuated (P/A) P PPPP P A A A A A A 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 3 0 0 5 0 0 T12.0 2 0 0 4 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONNONNONNON 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 ' EB Only EW Perm 03 04 NS Perm 06 07 8 Timing G= 7,0 G= 43.0 G= G= G= 49.0 G= G= G= Y= 3 Y= 4 Y= Y= Y= 4 _ Y= Y= Y= Duration of Analysis (hrs) = 0.25 _Cycle Length C = 110.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 158 1300 568 57 543 24 Lane group cap. 312 2442 702 v 568 584 719 vic ratio 0.51 0.53 0.81 v0.45 0.10 0.93 0.03 Green ratio �0.48 0.48 0.39 0.45 0.45 Unit delay d1 19,7 19.9 29.8 17.7 28.9 17.2 Delay factor k 0.50 �0.50 0.50 0.11 0.45 0.11 Increm. delay d2 5.8 0.8 9.8 0.1 21.6 0.0 PF factor 1.000 _ 1.000 1.000 1.000 _1.000 1.000 Control delay 25.5 _ 20.7 _39.6 _ 17.8 v 50.5 17.2 Lane group LOS C C D B - D B Apprch. delay 21.2 39.6 17,8 49.1 Approach LOS C D B D lntersec. delay 31.0 Intersection LOS C Copyright 0 2005 University of Florida, All Rights Reserved HCS+TM Version 5.1 Generated: 8/16/2005 12:22 PM SHORT REPORT General Information Site Information Analyst RPEJTAP Agency or Co. Date Performed 8/16/2005 Time Period PM Peak Intersection NE 10th Ave & NE 79th St Area Type All other areas Jurisdiction Analysis Year 2008 With Site & New Timing Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 0 4 0 0 , 1 0 0 1 0 0 1 1 Lane Group Def. TR , LTR LTR LT R Volume (vph) 193 1249 15 9 496 28 27 16 8 449 15 38 % Heavy veh 0 2 0 0 2 0 0 2 0 0 2 0 PHF 0.97 0.97 0.97 0.93 0.93 0.93 0.84 0.84 0.84 0.85 0.85 0.85 Actuated (PIA) P P PPP P A A A A A A Startup lost time 2.0 2.0 2.0 W 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 3 0 0 5 0 0 2 0 0 4 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking NONNONNONNO N 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 EB Only EW Perrn 03 04 NS Perm 06 07 08 Timing G= 7.0 G= 43.0 G= G= G= 49.0 G= G= G= Y= 3 'Y= 4 Y= Y= Y= 4 Y= Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 110.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate `199 1300 568 58 546 40 Lane group cap. 312 2442 702 569 584 719 v/c ratio 0.64 0.53 0.81 0.10 0.93 0.06 Green ratio 0.48 0.48 0.39 0.45 0.45 0.45 .Unif. delay d, 25.6 19.9 29.8 17.7 29.0 17.3 Delay factor k 0.50 0.50 0.11 0.45 0.11 _0.50 Increm. delay d2 9.6 0.8 9.8 0.1 22.5 0.0 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 35.2 20.7 39.6 . 17.8 51.5 17.4 Lane group LOS D C D 8 D B Apprch. delay 22.6 39.6 _ 17.8 49.2 Approach LOS C D B D Intersec. delay 31.8 Intersection LOS C Copyright b 2005 University of Florida, All Rights Reserved HCS+TM Version 5,1 Generated: 8f16/2005 12:24 PM . 'C opyrigh opyright C 2005 University of Florida, All Rights Reserved TWO-WAY STOP CONTROL SUMMARY General Information Site information N. Bayshore Dr & NE 81 Analyst RPEITAP Intersection S Street A encylCo. g Jurisdiction Date Performed 8/16/2005 Analysis Year 2005 Peak Season Analysis Time Period 1PM Peak Project Description Oasis East/West Street: NE 81st Street North/South Street: North Bayshore Drive Intersection Orientation: North -South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound _ Movement 1 2 3 4 5 6 L T R L T - R plume 0 1040 0 .� Peak -Hour Factor, PHF 0.95 0.95 0.95 1.00 r 1.00 1.00 Hourly Flow Rate, HFR 0 1094 0 0 0 0 _ Percent Heavy Vehicles 0 -- 1 -- 0 -- Median Type Undivided RT Channelized 0 T 0 Lanes 0 2 0 0 0 0 Configuration LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R plume 2 14 0 11 Peak -Hour Factor, PHF 0.50 0.50 1.00 1.00 0.46 0.46 Hourly Flow Rate, HFR W 4 28 0 0 0 23 Percent Heavy Vehicles 0 1 0 0 1 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized r _ 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Delay, Queue Length, and Level of Service • pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT TR LT (vph) 0 23 _ 32 C (m) (vph) _ 1636 649 354 lc _ 0.00 0.04 0.09 • 5% queue length 0.00 0.11 0.30 Control Delay 7.2 10.8 16.2 - LOS A _ B C • pproach Delay -- -- 10.8 16.2 • pproach LOS -- -- 8 C HCS+TM Version 5.1 Generated: EV1812005 2:25 PM • 0 Copyright © 2005 University of Florida, All Rights Reserved TWO-WAY STOP CONTROL. SUMMARY eneral Information Site Information Intersection N. Bayshore Dr & NE 81 Sheet Analyst RPE/TAP Agency/Co. Jurisdiction Date Performed 8/16/2005 Analysis Year 2008 Without Site Analysis Time Period PM Peak Project Description Oasis East/West Street: NE 81st Street 'NorihfSouth Street: North Bayshore Drive intersection Orientation: North -South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 0 1067 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 1123 0 0 0 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 0 0 Configuration LT TR _ Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume 2 14 0 11 Peak -Hour Factor, PHF 0.50 _ 0.50 1.00 1.00 0.46 0.46 Hourly Flow Rate, HFR 4 28 0 0 0 23 Percent Heavy Vehicles 0 1 0 0 1 0 Percent Grade (%) 0 0 Flared Approach _ N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 onflguration LT l TR Delay, Queue Length and Level of Service i pproach : Northbound Southbound Westbound Eastbound Movement 1 4 7 T 8 9 10 11 12 Lane Configuration LT TR LT v (vph) 0 23 32 C (m) (vph) 1636 640 _ 345 fc 0.00 0.04 0.09 95% queue length 0.00 0.11 0.30 Control Delay _ 7.2 - 10.8 16.5 LOS A B C pproach Delay -- -- 10.8 16.5 pproach LOS -- — 8 C HCS+TM Version 5.1 Generated: 8/18/2005 2:29 PM • Copyright © 2005 University of Florida, All Rights Reserved TWO-WAY STOP CONTROL SUMMARY General Information Site Information N. Bayshore Dr & NE 81 Analyst RPEfTAP Intersection S Street Agency/Co. Jurisdiction bate Performed 8/16/2005 Analysis Year 2008 With Site Analysis Time Period PM Peak Project Description Oasis EastlWest Street: NE 81st Street North/South Street: North Bayshore Drive Intersection Orientation: North -South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 0 1075 0 Peak -Hour Factor, PHF 0.95 0.95 0,95 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 1131 0 0 0 0 Percent Heavy Vehicles 0 -- — 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 0 0 Configuration LT TR Upstream Signal _ 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R plume 2 14 0 11 Peak -Hour Factor, PHF 0.50 0.50 1.00 1.00 0.46 0.46 Hourly Flow Rate, HFR 4 28 0 0 0 23 Percent Heavy Vehicles 0 1 0 0 1 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channellzed 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Delay, Queue Length, and Level of Service •pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT TR LT (vph) 0 23 32 • (m) (vph) 1636 637 342 /c 0.00 0.04 0.09 95% queue length 0.00 0.11 0.31 Control Delay 7.2 10.9 16.6 LOS A — B _ C . pproach Delay -- -- 10.9 16.6 * pproach LOS -- -- B C HCS+TM Version 5.1 Generated: 8/18/2005 2:30 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPE,TAP Intersection N Bayshore Dr & 80 Street Agency/Co, Jurisdiction Date Performed 8/16/2005 Analysis Year 2008 Without Site ,Analysis Time Period PM Peak Project Description Oasis East/West Street: NE 80th Street North/South Street: N Bayshore Drive intersection Orientation: North -South jStudy Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 W 3 4 5 6 L T R L T R plume 2 1055 0 Peak -Hour Factor, PHF 0.94 0.94 0.94 1.00 1.00 1,00 Hourly Flow Rate, HFR 2 1122 0 0 0 0 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided RT Channelized _ 0 0 Lanes 0 2 0 0 0 0 Configuration LT TR n Upstream Signal _ 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olunie 5 7 6 6 Peak -Hour Factor, PHF _ 0.75 0.75 1.00 _ 1.00 0.50 0.50 Hourly Flow Rate, HFR 6 9 0 0 12 12 Percent Heavy Vehicles 0 1 0 0 1 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Delay, Queue Length, and Level of Service pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 1 10 11 12 Lane Configuration LT TR LT (vph) 2 24 15 (m) (vph) 1636 435 380 is 0.00 0.06 0.04 95% queue length 0.00 0.17 0.12 Control Delay _ 7.2 13.8 14.9 LOS A _ B B • pproach Delay -- -- 13.8 14,9 • pproach LOS . -» -- B B 0 Copyright C12005 University of Fiorlda, AU Rights Reserved HCS+Ten Version 5.1 Generated: 8/18/2005 2:34 PM • iCopyright C 2905 University of Florida, All Rights Reserved TWO-WAY STOP CONTROL SUMMARY General Information Site Information Intersection N Bayshore Dr & NE 80 Street Analyst RPE/TAP Agency/Co. ,furisdiction Date Performed 8/16/2005 Analysis Year 2005 Peak Season Analysis Time Period PM Peak Project Description Oasis East/West Street: NE 80th Street North/South Street: N Bayshore Drive Intersection Orientation: North -South Study Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street Northbound _Southbound Movement 1 2 3 4 5 6 L T R L - T R olume - 2 1029 0 - Peak -Hour Factor, PHF 0.94 0.94 0.94 1.00 1.00 1.00 _ Hourly Flow Rate, HFR 2 1094 0 0 0 - 0 Percent Heavy Vehicles 0 -- -- 0 -- Median Type - Undivided RT Channelized 0 0 Lanes 0 2 0 0 0 0 Configuration LT _ TR _ �. Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 w 12 T R L T R olume 5 7 6 8 Peak -Hour Factor, PHF 0.75 0.75 1.00 1.00 0.50 0.50 Hourly Flow Rate, HFR 6 9 0 0 12 12 Percent Heavy Vehicles 0 1 _ 0 0 1 _ 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Delay, Queue Length, and Level of Service • pproach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT TR LT v (vph) 2 24 15 (m) (vph) 1636 445 389 w c 0.00 0,05 0.04 95°fo queue length 0.00 - 0.17 , 0.12 Control Delay 7.2 13.6 14.6 LOS A B B _ • pproach Delay -- -- 13.6 , 14.6 • pproach LOS -- — 8 B HCS+TM Version 5.1 Generated: 8/18/2005 2:35 PM • Copyright © 2005 University of Florida, Afl Rights Reserved TWO-WAY STOP CONTROL SUMMARY General Information Site Information Intersection N Bayshore Dr & NE 80 Street Analyst RPE/TAP Agency/Co. Jurisdiction Date Performed 8/16/2005 Analysis Year 2008 With Site lAnalysis Time Period PM Peak Project Description Oasis East/West Street: NE 80th Street North/South Street: N Bayshore Drive Intersection Orientation: North -South jStudy Period (hrs): 0.25 ehicle Volumes and Adjustments Major Street i Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 2 - 1055 2 v Peak -Hour Factor, PHF 0.94 0.94 0.94 1.00 1.00 1.00 Hourly Flow Rate, HFR 2 1122 2 0 0 _ 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 0 0 Configuration LT TR Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R olume 5 65 27 14 Peak -Hour Factor, PHF 0.75 0.75 1.00 1.00 0.50 0.50 Hourly Flow Rate, HFR 6 86 0 _ 0 54 28 Percent Heavy Vehicles 0 1 0 0 1 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 , RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT TR LT v (vph) 2 82 92 C (m) (vph) 1636 394 333 vfc 0.00 0.21 0.28 95% queue length 0.00 0.77 1,10 Control Delay 7.2 16.5 19.9 LOS A C C Approach Delay -- — — 16.5 19.9 A Approach LOS -- -- C C HCS+TM Version 5,1 Generated: 8f15i2005 2:36 PM 2117 NE 10 AVE & 79 ST TIMING FOR DAY # 3 (SECTION 36) PAGE 4 TIME PT OFF EWW F Y NSW F G Y EL Y 5 Y M CYC MIN: 30 13 13 1105 22 13 30 13 4 7 13 1 4 7 3 24 13 30 13 4 7 13 1 4 7 3 22 13 30 13 4 7 13 1 4 7 3 500 10 6 30 13 4 7 13 4 4 7 3 600 2 6 35 13 4 7 13 4 4 7 3 700 6 82 43 13 4 7 13 16 4 7 3 900 1 66 31 13 4 7 13 8 4 7 3 1200 4 83 35 13 4 7 13 8 4 7 3 1330 1 66 31 13 4 7 13 8 4 7 3 1545 5 46 43 13 4 7 13 16 4 7 3 1900 3 58 31 13 4 7 13 8 4 7 3 2000 1 66 31 13 4 7 13 8 4 7 3 90AVERAGE 2200 10 6 30 13 4 7 13 4 4 7 3 7 85NITE ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT) 35164 • 6 82LATE NIG 6 82RECALL T 6 82LATE NIG 90PRE AM P 110AM PEAK 90AVERAGE 7 94MID-DAY 90AVERAGE 110PM PEAK 3516 NE 10 AVE & 82 ST TIMING FOR DAY # 3 (SECTION 36) PAGE 4 TIME PT OFF WG G Y NSP Y S Y M CYC MIN: 20 10 0 22 23 52 1 4 14 4 75LATE NIG 315 24 23 55 1 4 11 4 75RECALL T 345 22 23 52 1 4 14 4 75LATE NIG 500 10 49 52 1 4 14 4 75NITE 600 2 69 57 1 4 24 4 90PRE AM P 700 6 54 65 1 4 36 4 110AM PEAK 900 1 36 57 1 4 24 4 90AVERAGE 1200 4 53 53 1 4 23 4 85M1D-DAY 1 36 57 1 4 24 4 90AVERAGE 415 54 65 1 4 36 4 110PM PEAK 3 28 57 1 4 24 4 90POST PM 2000 1 36 57 1 4 24 4 90AVERAGE 2200 10 49 52 1 4 14 4 75NITE ENTER NEXT PAGE # (1 DIGIT), DAY # (2 DIGIT,99=HELP) OR ASSET # (4 DIGIT) • APPENDIX D ITE TRIP GENERATION • • • • • Summary of Trip Generation Calculation For 5 T.G.L.A. of Specialty Retail Center August 15, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 44.32 15.52 1.00 222 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.00 0.00 1.00 0 4-6 PM Peak Hour Enter 1.19 0.00 1.00 6 4-6 PM Peak Hour Exit 1.52 0.00 1.00 8 4-6 PM Peak Hour Total 2.71 1.83 1.00 14 AM Pk Er, Generator, Enter 3.28 0.00 1.00 16 AM Pk Hr, Generator, Exit 3.56 0.00 1.00 18 AM Pk Hr, Generator, Total 6.84 3.55 1.00 34 PM Pk Hr, Generator, Enter 2.81 0.00 1.00 14 PM Pk Hr, Generator, Exit 2.21 0.00 1.00 11 PM Pk Hr, Generator, Total 5.02 2.31 1.00 25 Saturday 2-Way Volume 42.04 13.97 1.00 210 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.00 0.00 1.00 0 Sunday 2-Way Volume 20.43 10.27 1.00 102 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • Summary of Trip Generation Calculation For 468 Dwelling Units of Residential Condominium / Townhouse August 16, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 7-9 Air! Peak Hour Enter 7-9 AM Peak Hour Exit 7-9 AM Peak Hour Total 4-6 PM Peak Hour Enter 4-6 PM Peak Hour Exit 4-6 PM Peak Hour Total AM Pk Hr, Generator, Enter AM Pk Hr, Generator, Exit AM Pk Hr, Generator, Total PM Pk Hr, Generator, Enter PM Pk Hr, Generator, Exit PM Pk Hr, Generator, Total Saturday 2-Way Volume Saturday Peak Hour Enter Saturday Peak Hour Exit Saturday Peak Hour Total Sunday 2-Way Volume Sunday Peak Hour Enter Sunday Peak Hour Exit Sunday Peak Hour Total 5.09 0.00 0.06 0.00 0.31 0.00 0.38 0.00 0.31 0.00 0.15 0.00 0.46 0,00 0.07 0,00 0.32 0.00 0.39 0.00 0.27 0.00 0.15 0.00 0,42 0.00 4.53 0.00 0.21 0.00 0.18 0.00 0.38 0.00 3.89 0.00 0.17 0.00 0.17 0.00 0.34 0.00 1,00 2383 1.00 30 1.00 147 1.00 177 1.00 143 1.00 70 1.00 213 1.00 33 1.00 150 1.00 183 1.00 126 1.00 71 1.00 197 1.00 2122 1.00 96 1.00 82 1.00 178 1.00 1822 1.00 77 1.00 80 1.00 158 Note: A zero indicates no data available. The above rates were calculated from these 24-Hr. 2-Way Volume: 7-9 AM Peak Hr. Total: 4-6 PM Peak Hr. Total: AM Gen Pk Hr. Total: PM Gen Pk Hr. Total: Sat. 2-Way Volume: Sat. Pk Hr. Total: Sun. 2-Way Volume: Sun. Pk Hr. Total: LN(T) = .85LN(X) + LN(T) = . 8LN (X) + R^2 = 0.76 , 0.17 LN(T) _ .82LN(X) + R^2 = 0.8 , 0.67 LN(T) = .82LN(X) + RA2 = 0.8 , 0.18 T = .34(X) + 38.31 R^2 = 0.83 , 0.64 Enter, 0.36 Exit T = 3.62(X) + 427.93, RA2 = 0.84 .29(X) + 42.63 = 0.84 , 0.54 Enter, 0.46 Exit 3.13(X) + 357.26, RA2 = 0.88 .23(X) + 50.01 = 0.78 , 0.49 Enter, 0.51 Exit equations: T= RA T= T= R^2 2.55, R^2 = 0.83 .26 Enter, 0.83 Exit .32 Enter, 0.33 Exit .17 Enter, 0.82 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • • Summary of Trip Generation Calculation For 425 Dwelling Units of Residential Condominium August 15, 2005 / Townhouse Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 7-9 AM Peak Hour Enter 7-9 AM Peak Hour Exit 7-9 AM Peak Hour Total 4-6 PM Peak Hour Enter 4-6 PM Peak Hour Exit 4-6 PM Peak Hour Total AM Pk Hr, AM Pk Hr, AM Pk Hr, PM Pk Hr, PM Pk Er, Generator, Enter Generator, Exit Generator, Total Generator, Enter Generator, Exit PM Pk Hr, Generator, Total Saturday 2-Way Volume Saturday Peak Hour Enter Saturday Peak Hour Exit Saturday Peak Hour Total Sunday 2-Way Volume Sunday Peak Hour Enter Sunday Peak Hour Exit Sunday Peak Hour Total 5.17 0.00 0.07 0.00 0.32 0.00 0.39 0.00 0.31 0.00 0.15 0.00 0.46 0.00 0.07 0.00 0.33 0.00 0.40 0.00 0.28 0.00 0.15 0.00 0.43 0.00 4.63 0.00 0.21 0.00 0.18 0.00 0.39 0.00 3.97 0.00 0.17 0.00 0.18 0.00 0.35 0.00 1.00 2196 1.00 28 1.00 136 1.00 164 1.00 132 1.00 65 1,00 197 1.00 31 1.00 139 1.00 169 1.00 117 1.00 66 1.00 183 1.00 1966 1.00 90 1.00 76 1.00 166 1.00 1688 1.000 72 1.00 75 1.00 148 Note: A zero indicates no data available. The above rates were calculated from these 24-Hr. 7-9 AM 4-6 PM AM Gen PM Gen Pk Hr. Total: Sat. 2-Way Volume: Sat. Pk Hr. Total: Sun. 2-Way Volume: Sun. Pk Hr. Total: 2-Way Volume: LN(T) = .85LN(X) + Peak Hr. Total: LN(T) = .8L,N(X) + RA2 = 0.76 , 0.17 Peak Hr. Total: LN(T) = .82LN(X) + RA2 = 0.8 , 0.67 Pk Hr. Total: LN(T) = .82LN(X) + RA2 = 0.8 , 0.18 T = .34(X) + 38.31 RA2 = 0.83 , 0.64 Enter, 0.36 Exit T = 3.62(X) + 427,93, RA2 = 0.84 T = .29(X) + 42.63 RA2 = 0.84 , 0.54 Enter, 0.46 Exit T = 3.13(X) + 357.26, RA2 = 0.88 T = .23(X) + 50.01 RA2 = 0.78 , 0.49 Enter, 0.51 Exit equations: 2.55, RA2 = 0.83 .26 Enter, 0.83 Exit .32 Enter, 0.33 Exit .17 Enter, 0.82 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • • Summary of Trip Generation Calculation For 60 Dwelling Units of Apartments May 31, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 8.52 0.00 1.00 511 7-9 AM Peak Hour Enter 0.11 0.00 1.00 7 7-9 AM Peak Hour Exit 0.44 0.00 1.00 27 7-9 AM Peak Hour Total 0.55 0.00 1.00 33 4-6 PM Peak Hour Enter 0.55 0.00 1.00 33 4-6 PM Peak Hour Exit 0.30 0.00 1.00 18 4-6 PM Peak Hour Total 0.84 0.00 1.00 51 AM Pk Hr, Generator, Enter 0.17 0.00 1.00 10 AM Pk Hr, Generator, Exit 0.43 0.00 1.00 26 AM Pk Hr, Generator, Total 0.60 0.00 1.00 36 PM Pk Er, Generator, Enter 0.54 0.00 1.00 33 PM Pk Hr, Generator, Exit 0.35 0.00 1.00 21 PM Pk Hr, Generator, Total 0.89 0.00 1.00 54 Saturday 2-Way Volume 3.58 0.00 1.00 215 Saturday Peak Hour Enter 0.00 0.00 1.00 0 Saturday Peak Hour Exit 0.00 0.00 1.00 0 Saturday Peak Hour Total 0.73 0.00 1.00 44 Sunday 2-Way Volume 4.73 0.00 1.00 284 Sunday Peak Hour Enter 0.00 0.00 1.00 0 Sunday Peak Hour Exit 0.00 0.00 1.00 0 Sunday Peak Hour Total 0.00 0.00 1.00 0 Note: A zero indicates no data available. The above rates were calculated from these equations: 24-Hr. 2-Way Volume: T = 6.01(X) + 150.35, R"2 = 0.88 7-9 AM Peak Hr. Total: T = .49(X) + 3.73 R^2 = 0.83 , 0.2 Enter, 0.8 Exit 4-6 PM Peak Hr. Total: T = .55(X) + 17.65 R^2 = 0.77 , 0.65 Enter, 0.35 Exit AM Gen Pk Hr. Total: T = .53(X) + 4.21 RA2 = 0.82 , 0.29 Enter, 0.71 Exit PM Gen Pk Hr. Total: T = .6(X) + 17.52 R^2 = 0.8 , 0.61 Enter, 0.39 Exit Sat. 2-Way Volume: T = 7.85(X) +-256.19, R^2 = 0.85 Sat. Pk Hr. Total: T = .41(X) + 19.23 R^2 = 0.56 , 0 Enter, 0 Exit Sun. 2-Way Volume: T = 6.42(X) +-101.12, RA2 = 0.82 Sun. Pk Hr. Total: 0 R"2 = 0 , 0 Enter, 0 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS Summary of Trip Generation Calculation For 11 Th.Gr.Sq.Ft. of Quality Restaurant 4111 May 31, 2005 • Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 89.95 36.81 1.00 989 7-9 AM Peak Hour Enter 0.00 0.00 1.00 0 7-9 AM Peak Hour Exit 0.00 0.00 1.00 0 7-9 AM Peak Hour Total 0.81 0.93 1.00 9 4-6 PM Peak Hour Enter 5.02 0.00 1.00 55 4-6 PM Peak Hour Exit 2.47 0.00 1.00 27 4-6 PM Peak Hour Total 7.49 4.89 1.00 82 AM Pk Hr, Generator, Enter 4.57 0.00 1.00 50 AM Pk Hr, Generator, Exit 1.00 0.00 1.00 11 AM Pk Hr, Generator, Total 5.57 3.79 1.00 61 PM Pk Hr, Generator, Enter 5.59 0.00 1.00 61 PM Pk Hr, Generator, Exit 3.43 0.00 1.00 38 PM Pk Hr, Generator, Total 9.02 4.55 1.00 99 Saturday 2-Way Volume 94.36 34.42 1.00 1038 Saturday Peak Hour Enter 6.38 0.00 1.00 70 Saturday Peak Hour Exit 4.44 0.00 1.00 49 Saturday Peak Hour Total 10.82 4.38 1.00 119 Sunday 2-Way Volume 72.16 32.35 1.00 794 Sunday Peak Hour Enter 5.28 0.00 1.00 58 Sunday Peak Hour Exit 3.10 0.00 1.00 34 Sunday Peak Hour Total 8.38 3.88 1.00 92 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION Hv MICROTRANS Summary of Pass -By Trips .For 11 Th.Gr.Sq.Ft. of Quality Restaurant May 31, 2005 Driveway Pass -By Volume Added to Volume Trips Adjacent Streets Average Weekday 7-9 AM Peak Hour Enter 0 0 0 7-9 AM Peak Hour Exit 0 0 0 7-9 AM Peak Hour Total 9 0 9 4-6 PM Peak Hour Enter 55 24 31 4-6 PM Peak Hour Exit 27 12 15 4-6 PM Peak Hour Total 82 36 46 Saturday Saturday Peak Hour Enter 70 0 70 Saturday Peak Hour Exit 49 0 49 Saturday Peak Hour Total 119 0 119 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation Handbook, March, 2001 TRIP GENERATION BY MICROTRANS • Summary of Trip Generation Calculation For 2 Th.Gr.Sq.Ft. of General Office Building 40 May 31, 2005 • • Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 11.01 6.13 1.00 22 7-9 AM Peak Hour Enter 1.36 0.00 1.00 3 7-9 AM Peak Hour Exit 0,19 0.00 1.00 0 7-9 AM Peak Hour Total 1,55 1.39 1.00 3 4-6 PM Peak Hour Enter 0.25 0.00 1.00 1 4-6 PM Peak Hour Exit 1.24 0.00 1.00 2 4-6 PM Peak Hour Total 1.49 1.37 1.00 3 AM Pk Hr, Generator, Enter 1.36 0.00 1.00 3 AM Pk Er, Generator, Exit 0.19 0.00 1.00 0 AM Pk Hr, Generator, Total 1.55 1.39 1.00 3 PM Pk Hr, Generator, Enter 0.25 0.00 1.00 1 PM Pk Hr, Generator, Exit 1.24 0.00 1.00 2 PM Pk Hr, Generator, Total 1.49 1.37 1.00 3 Saturday 2-Way Volume 2.37 2.08 1,00 5 Saturday Peak Hour Enter 0.22 0.00 1.00 0 Saturday Peak Hour Exit 0.19 0.00 1.00 0 Saturday Peak Hour Total 0.41 0.68 1.00 1 Sunday 2-Way Volume 0.98 1.29 1.00 2 Sunday Peak Hour Enter 0.08 0.00 1.00 0 Sunday Peak Hour Exit 0.06 0.00 1.00 0 Sunday Peak Hour Total 0.14 0.38 1.00 0 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS • APPENDIX E FDOT SEASONAL FACTORS • • Print Date: May/17/2005 FloridaDepariment of Transportation Transportation Statistics Office 2004 Peak Season Factor Category Report MIAMI-DADE NORTH MOCF = 0.97 Sly' PSCF C ©ry: 8700 • • Week Dates 1 01/01/2004 - 01/03/2004 1.00 2 01/04/2004 - 01/10/2004 1.00 3 01/11/2004 - 01/17/2004 0.99 4 01/18/2004 - 01/24/2004 0.99 5 01/25/2004 - 01/31/2004 0.99 * 6 02/01/2004 - 02/07/2004 0,98 * 7 02/08/2004 - 02/14/2004 0.98 * 8 02/15/2004 - 02/21/2004 0.97 * 9 02/22/2004 - 02/28/2004 0.97 * 10 02/29/2004 - 03/06/2004 0.97 * 11 03/07/2004 - 03113/2004 0.97 * 12 03/14/2004 - 03/20/2004 0.96 * 13 03/21/2004 - 03/27/2004 0.97 * 14 03/28/2004 - 04/03/2004 0.97 * 15 04/04/2004 - 04/10/2004 0.98 * 16 04/11/2004 - 04/17/2004 0.98 * 17 04/18/2004 - 04/24/2004 0.98 * 18 04/25/2004 - 05/01/2004 0.98 19 05/02/2004 - 05/08/2004 0.99 20 05/09/2004 - 05/15/2004 0.99 21 05/16/2004 - 05/22/2004 0.99 22 05/23/2004 - 05/29/2004 0.99 23 05/30/2004 - 06/05/2004 0.99 24 06/06/2004 - 06/12/2004 1.00 25 06/13/2004 - 06/19/2004 1.00 26 06/20/2004 - 06/26/2004 1,01 27 06/27/2004 - 07/03/2004 1.02 28 07/04/2004 - 07/10/2004 1.03 29 07/11/2004 - 07/17/2004 1.04 30 07/18/2004 - 07/24/2004 1.04 31 07/25/2004 - 07/31/2004 1.03 32 08/01/2004 - 08/07/2004 1.03 33 08/08/2004 - 08/14/2004 1,02 34 08/15/2004 - 08/21/2004 1.02 35 08/22/2004 - 08/28/2004 1.03 36 08/29/2004 - 09/04/2004 1.04 37 09/05/2004 - 09/11/2004 1,05 38 09/12/2004 - 09/18/2004 1.06 39 09/19/2004 - 09/25/2004 1.05 40 09/26/2004 - 10/02/2004 1.03 41 10/03/2004 - 10/09/2004 1.01 42 10/10/2004 - 10/16/2004 1.00 43 10/17/2004 - 10/23/2004 1.00 44 10/24/2004 - 10/30/2004 1.00 45 10/31/2004 - 11/06/2004 1.01 46 11/07/2004 - 11/13/2004 1.01 47 11/14/2004 - 11/20/2004 1.01 48 11/21/2004 - 11/27/2004 1.01 49 11/28/2004 - 12/04/2004 1.01 50 12/05/2004 -12/11/2004 1.00 51 12/12/2004 - 12/18/2004 1.00 52 12/19/2004 - 12/25/2004 1.00 53 12/26/2004 - 12/31/2004 0.99 1.03 1.03 1,02 1.02 1.02 1.01 1.01 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.01 1.01 1.01 1.01 1.02 1.42 1.02 1.02 1.02 1.03 1.03 1,04 1.05 1.06 1.07 1,07 1.06 1.06 1.05 1.05 1.06 1.07 1.08 1.09 1.08 1,06 1,04 1.03 1.03 1.03 1.04 1.04 1.04 1.04 1.04 1.03 1.03 1,03 1,02 Note: "*" indicates peak season week Page • APPENDIX F FDOT LOS TABLES MUATS INFORMATION • • TABLE 4 - 4 GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Lanes Divided 2 Undivided 4 Divided 6 Divided A 180 1,940 2,900 Level of Servioe 8 C D 620 1,210 1,720 3,140 4,540 5,870 4,700 6,800 8,810 E 2,370 6,670 10,010 STATE TWO-WAY ARTERIALS Class 1 (>0.00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A B C D 2 Undivided ** 400 1,310 1,560 4 Divided 460 2,780 3,300 3,390 6 Divided 700 4,240 4,950 5,080. 8 Divided 890 5,510 6,280 6,440 E 1,610 *** *** *** Class II (2.00 to 4,50 signalized intersections per mile) Level of Service Lanes Divided A i3 C D E 2 Undivided ** 180 1,070 1,460 1,550 4 Divided ** 390 2,470 3,110 3,270 6/ 6 Divided ** 620 3,830 4,680 4,920 8 Divided ** 800 5,060 6,060 6,360 Class 11I (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 «* ** ** ** H ** ** ** ** Level of Service C D 500 1,200 1,180 2,750 1,850 4,240 2,450 5,580 E 1,47€0 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 ** ** «* B * * ** * * ** 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 FREEWAYS Interchange spacing? 2 mi. apart Level of Service Lanes C D 4 5,350 6,510 6 8,270 10,050 8 10 12 A 2,310 3,580 4,840 6,110 7,360 B 3,840 5,930 8,020 10,110 12,200 Interchange spacing < 2 tni. apart Lanes 4 6 8 10 12 A 2,050 3,240 4,420 5,600 6,780 11,180 13,600 14,110 17,160 17,020 20,710 Level of Service 13 C D 3,350 4,840 6,250 5,250 7,600 9,840 7,160 10,360 13,420 9,070 13,130 16,980 10,980 15,890 20,560 7,240 11,180 15,130 19,050 23,000 7,110 11,180 15,240 19,310 23,360 Lanes Divided 2 Undivided 4 Divided 6 Divided Lanes Divided 2 Undivided 4 Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service B C I? ** 870 1,390 2,030 2,950 3,170 4,450 A ** ** ** ** ** E 1,480 3,120 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 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility,) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service volumes.) Paved Shoulder Bicycle Lane Coverage 0-49% 50-84% 85.100% A ** ** 300 Level of Service B C D 310 1,310 240 390 >390 680 >680 *** E >1,310 *** PEDESTRIAN MODE (Note: revel 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 B C D E 0-49% ** ** ** 600 1,480 50-84% ** ** ** 940 1,800 85.10014 ** 210 1,080 >1,080 *** BUS MODE (Scheduled Fixed Route) (Buses per hour) (Note: auaes per hour shown are only for the peak hear in the single direction of higher traffic flow,) Sidewalk Coverage 0-84% 85-100% A «* >6 B >5 >4 Level of Service C >4 _>3 >3 >2 E >2 Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 http://wwwi 1.myflorida,com/piatuting/systems/sn llos/default.htm 02/22/02 Lanes 2 2 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volume by the indicated percent) Median Left Turns Lanes Adjustment Factors Divided Yes Undivided No Undivided Yes Undivided No +5% -20% -5% -25% ONE-WAY FACILITIES Decrease corresponding two -directional volumes in this table by 40% to obtain the equivalent one directional volume for one-way facilities. .This table does not conatimte s standard and should be used only for general planning applications, The computer models front which this table is derived should be used for more specific planning sppllaattees. The table end deriving computer models should not be used for corridor or intersection design, where morn refined technique, exist. Values shown are hourly two-way volumes for levels of service and are for the auamobilatttuckmade' unless specifically stated. Level of service letter grade thresholds are probably not comparable across modes and, therefore, cross modal comparisons should be made with caution. Furthermore, combining levels of -service of different modes into one overall roadway level of service io net recomrriondesi. To convert to annual average daily traffic volumes, these volumes must be divided by an appropriate K factor. The Sable's input value default and level of service edreria appear on the following page. Calculations are based en planning appiicadnns of the Highway Capacity Manual, Bicycle LOS Model, Pedestrian LOS Model and Transit Capacity and Quality of Service Manual, raspecnvsly for the automobilelttuek, bicycle, pedestrian and bus modes, "'Cannot be achieved using table input value default. "'Not applicable for that level of service letter grade. Forautomnbiteltnuk made, volumes greater then level of service 0 became F because intersection sapactties have been reached For bicycle and pedestrian modes, the level of setviea letter grade (including F) is not achievable, because there is no maximum vehicle volume tbresbold using table input value defaults. • • TABLE 4 - 4 ,Continued) GENERALIZED PEAK HOUR TWO-WAY VOLUMES FOR FLORIDA'S Urbanized Areas INPUT VALUE ASSUMPTIONS 1 rltroT£RROPTED FLOW ACLU ES Freeways Higherays ROADWAY CIIARACAThRISTICS 19wa6cr lams 4 -12 4 -12 2 4- 6 of1hmugh hosted fn99 65 55 so speed Fite flaw speed (mph) 70 60 55 53 Basic tcamlt wi 1 5 D segment humehange spacing mite 2.5 l per .,,. Malian (n,y) y Ixit ttatt lances y y (a.y) "fCylain (rlj 1 1 1 I Y ma 2O![C BD passing 01.91 A Passityllanes 1111AFFHC CHARACTERISTICS PEarating analysis hour factor (K) 0.097 0.093 0.095 0095 Directional distribution factor (D) 0.55 0.55 055 055 PcaklaarrBeim (PHF) p.95 0.95 0-925 0.925 Base 1700 2100 capaciy(PWhwl) Mary 6.0 4.0 2.0 2.0 wrhicicpercent Local ad'monad factor 0.90 1.00 t.0 l.0 r€Yri KAtk1PI&V ar.isrr rnt.xz.41Ar. , Bm Seats Arterials Nee -St fe Aaatlwly' t Other Siglaliud , Bicycle Class 1l Ftdtu0iarf Class 11 4 Classl Ciao Il £Toss IH Class IV Major CLylCaaaty ROADWAY CHARACT STiCS 2 4-6 8 2 4-6 8 2 4-6 8 2 4-6 8 2 4-4 2-4 4 40 Tuntherofthrough laoc$ 45 50 50 45 45 45 35 35 35 30 30 30 45 45 40 50 50 45 45 Posted speed {mph) 5 50 55 55 30 50 50 40 40 40 35 35 35 Frees flaw 9pecd (mph) a r r n r r n r r n r r P r r Y 9 Mediae typefnnrr} Ft Sean Fares (a.Y) Y Y A t 1 A l E Pawed slanddcrihkycle lane (n,Y) Masi dA here width Como Pawn "condition (u.f d} .. tr.50%.Y t a,Y Sidewatk(n,y) SidewalHroadway seeration (arl.w) ._ 4 A Sidewalk/roadway protective baerirr (add r o C to bus slap(a.y) stae TRAFFIC CHARACTERISTICS 0.095 0.1395 0.095 0.095 - 0.095 0,095 Plagoing analysis bow factor (K) 0.095 0.095 0,095 0.095 0.095 0.095 0.095 0.095 0.093 0.095 0495 0.55 0.55 0.55 055 0.55 055 0.55 Dirretional dislrib.i3Wl* factor (D) 0.55 0.55 035 0.55 0.55 055 0.55 055 0.55 0925 0S5 0.925 0.925 0.925 ) 0.923 0.925 0925 0.925 0.925 Peak hour factor (PHF) l 0.925 0.925 1900 0..925 1900 0.925 1900 0,925 1900 0.925 1900 0925 1900 0.933 1900 15 1900 15 1900 53 1900 1.5 1900 1.5 1900 15 I.W0 15 1900 1.0 1900 2.0 1900 2.0 Base saturation flaw ram ipcphp0 1900 2.0 2.0 10 2.0 2.0 2.0 1.5 0-90 0.98 0.98 095 0.98 12 r 0.98 E2 Heavy vehicle percent 1.0 0.95 0.98 0.98 0.95 0.95 0.95 0,92 0.92 0.92 Local adjustment Maar 1.0 12 12 12 12 12 12 12 12 12 12 12 14 14 16 I S %tuns from exctuaive turn lanes 12 ...... r fits Epsa afserorm CONTROLC11ARACIERISTICs 8.0 8.0 8.4 3.0 3.0 3.0 3.R t Signalized'atutisectmns l nate I.5 1.0 1-0 3.0 3.0 3.0 5.0 5.0 5.0 1 4 4 4 4 3 4 4 Arrival type 11-6) 3 3 3 4 4 4 4 4 4 s 5 s a s s 4 s Signal type (a.s.l) a a 170 a 124 s 120 I 120 s l20 s F20 s 120 s 120 120 120 120 120 120 120 120 0.44 120 0.44 Cycle ten hf 120 094 0.49 0.44 0.44 0.44 0.44 0-44 0.44 0.44 0.44 0.44 0.44 0.41 0.41 031 Effective mean ratiofllWC) a A.tL' V L' LA {Jl' VAL/AA '' s�..a.., - »,�...-..,...-..-. -- .--. ._ 6icysk $ ... , Pedeseriaa Sus Highways State Two -Way Arterials N 'State Roadways Level of Service Freeways Cizs.E Ill (:lass IV Two -Lane Multilane Class 1 ATS Class 11 ATS Class 311 ATS Class N ATS Major City/County ATS Other Signal tZ;na Conant Delay Scare Score Busse par hr. Density Density Yee We Drns"try, �Il <18 >42 >24 mph > 35 mph > 30 mph > 24 mph > 25 mph >l9a ph > 35 mph >26mph < 10 sec <20sec <33 sec < I3 52.5 533 <15 <2.5 <3.5 >6 >4 F3_ A <R3Z 0 <tl <18 <0.29 <0.47 xll <<18 91 >0.917 >0.833 <Oa9 <0.47 B C <0.53 <0.74 <26 <0.68 <26 ' >0.750 <0.68 <26 >21mph >28 >l8 mph>l7 > >13 >22 mph mph 555sec <45 <4.5 >2 D <0.90 <35088 <35 >O.fi61 <Q8$ <31 >2lmph >22m pit >14.ltgah >g l <8pscc <SS <5.5 >1 E <1.OR 00 <45 <E.00 <45 >0583 q.04 <41 nth >13 nl0 mph >7ruph <13 m >8tlstt >55 >5.5 <l F > 1.00 > 45 > 1.00 > 45 , 0.583 >1.00 > 4l < 16 mph < 13 mph .10 mph <7 mph ph 02/22A2 v/c - Demand to Capacity Ratio % FFS = Percent Free Flow Speed ATS = Average Travei Speed 92 Miami -Dade Interim 2005 Cost Feasible Plan • • • DIRECTIONAL DISTRIBUTION SUMMARY ORIGIN j CARDINAL DIRECTIONS i TOTAL 1 ZONE NNE ENE ESE SSE SSW WSW WNW NNW 376 TRIPS 704 83 154 184 1208 746 451 616 4146 PERCENT 16.98 2.00 3.71 4.44 29.14 17.99 10.88 14.86 377 TRIPS 571 73 160 182 1259 942 528 503 4218 PERCENT 13.54 1.73 3.79 4.31 29.85 22.33 12.52 11.93 378 TRIPS 436 117 128 106 803 741 456 412 3199 PERCENT 13.63 3.66 4.00 3.31 25.10 23.16 14.25 12.88 379 TRIPS 590 153 117 199 1522 1187 624 596 4988 PERCENT 11.83 3,07 2.35 3.99 30.51 23.80 12.51 11.95 380 TRIPS 346 78 136 100 966 538 502 432 3098 PERCENT 11.17 2.52 4.39 3.23 31.18 17.37 16.20 13.94 381 TRIPS 208 54 96 40 510 451 289 279 1927 PERCENT 10.79 2.80 4.98 2.08 26.47 23.40 15.00 14.48 382 TRIPS 928 331 360 315 1666 1405 926 1075 7006 PERCENT 13.25 4.72 5.14 4.50 23.78 20.05 13.22 15.34 383 TRIPS 1885 710 586 1600 3042 2798 1833 2282 14736 PERCENT 12.79 4,82 3.98 10.86 20.64 18.99 12.44 15.49 384 TRIPS 398 192 155 605 643 560 384 607 3544 PERCENT 11.23 5.42 4.37 17.07 18.14 15.80 10.84 17.13 385 TRIPS 62 17 20 41 52 49 42 53 336 PERCENT 18.45 5.06 5.95 12.20 15.48 14.58 12.50 15.77 386 TRIPS 336 51 199 644 536 453 275 437 2931 PERCENT 11.46 1.74 6.79 21.97 18.29 15.46 9.38 14,91 387 TRIPS 1251 665 384 1192 966 883 518 884 6743 PERCENT 18.55 9.86 5.69 17.68 14.33 13.10 7.68 13.11 388 TRIPS 339 107 114 262 362 291 246 306 2027 PERCENT 16.72 5.28 5.62 12.93 17.86 14.36 12.14 15,10 389 TRIPS 305 71 143 308 365 335 244 272 2043 PERCENT 14.93 3.48 7.00 15.08 17.87 16.40 11.94 13.31 390 TRIPS 292 94 105 312 341 284 174 201 1803 PERCENT 16.20 5.21 5.82 17.30 18.91 15.75 9.65 11.15. - 26 - 1/18/05