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Home My WebLink AboutTraffic Study - dated March 2016 - Eastside RidgeTraffic Impact Analysis for Submittal to the City of Miami Eastside Ridge SAP City of Miami, Florida Prepared for: Amsterdam Hospitality, LLC New York, New York Prepared by: Kimley-Horn and Associates, Inc. KimIe »>»Horn g261G Klrnley-Horn and: A€ Miate5, In. March 2016 - 043752000 gkr-7/0 * / No. 78828 131 *ce Adrian K. L abkowski, P.E., RIDE Florida Registration Number 78828 Kirnley-Elden and Associates, Inc. .600 North Pine Island Road, Suite 450 Plantation, Florida 33324 CA # 0OD0064& KrneyS*Horn Traffic Impact Anarysls EXECUTIVE SUMMARY Amsterdam Hospitality, LLC is proposing a mixed -use development for the approximate 22.4-acre site generally bounded by NE 54t"Street to the north, NE 5OthTerrace to the south, NE 2na Avenue to the west, and the Florida East Coast (FEC) Railway to the east. The parcel proposed for redevelopment are currently occupied by 512 apartment units, commonly known as Design Place, The proposed redevelopment consists of 3,300 high-rise residential condominiurrm/townhouse units, 300,000 square feet of general office, 500,000 square feet of shopping center, and 240 hotel rooms. A traffic impact analysis was conducted for the project consistent with the City of Miami requirements. Trip generation calculations for the proposed redevelopment were performed using the Institute of Transportation Engineers' (ITE's) Trip Generation Manual, 9th Edition. The project is expected to generate 994 net new vehicle trips (1,392 person -trips) during the A.M. peak hour and 1,246 net new vehicle trips (1,689 person -trips) during the P.M. peak hour. Transportation corridor segment capacity analyses and intersection capacity analyses were performed for existing conditions and for future conditiors with and without project traffic. Results of the analyses demonstrate that the transportation corridors and intersections in the vicinity of the project site operate at adopted levels of service (LOS E or better) during both the A.M. and P.M. peak hours, with the exception of the two-way stop controlled intersection at NE 54`h Street and NE 3r° Avenue during the A.M. and P.M. peak hours. The intersection of NE 54th Street and NE 31° Avenue is expected to operate at LOS F during the A,M. and P.M. peak hours. However, a preliminary signal warrant analysis determined that a traffic signal is warranted at this intersection, Under signalized operation the intersection of NE 54t" Street and NE 3'd Avenue is expected to operate at LOS C during the A.M. and P.M. peak hours. The project proposes to signalize the intersection of NE 54th Street and NE 3r'd Avenue and construct a westbound left -turn lane and an eastbound right -turn lane in order to accommodate traffic to and from the Green Acres redevelopment. Contingent on the results of an 8-hour signal warrant analysis that will be prepared for the subject intersection. The construction of the K:SFfUPTOW43.75401:1,0 -Design Pia-:e,Repor[ Green Aries warm dc.o: "age i March 2016 Kimle0Horrl Traffic Impact Analysis eastbound right -turn lane will effect approximately eight on -street parking spaces along NE 54th Street while the construction of the westbound left -torn lane will effect aoproximately 15 on -street parking spares along NE 54th Street, based on proposed FDOT improvement plans for NE 54th, Street/SR S44. Please note that the existing two (2) offset signalized intersections at NE 51st Street and NE 2na Avenue which provide access to Design Place and the Miami Jewish Health Systems site will be realigned into one {1) signalized intersection and will provide access to both developments as part of this project. This improvement will not impact on -street parking spaces along NE 2' d Avenue. The project is contemplating a series of improvements including bicycle lanes, short-term and long-term bicycle parking, and a Tri-Rail Coastal Link train station, These improvements will encourage people to travel to and from the project to use public transportation as well as promote bicycling and walking. KAFTL_TPTO‘OA375Z0010 • Dsfgn PlacelyReport' Green Acres docx Page- I March zO1S Kirnley 0.Horn Traffic Impact AndIySIS TABLE OF CONTENTS INTRODUCTION 1 DATA COLLECTION 3 CAPACITY ANALYSIS METHODOLOGY 6 Level of Service Standard 6 Transportation Corridor Level of Service Methodology 6 Intersection Level of Service Methodology 6 EXISTING CONDITIONS CAPACITY ANALYSIS . 8 Transportation Corridors 8 FUTURE BACKGROUND TRAFFIC CONDITIONS 18 Background Area Growth 18 Committed Developments 18 PROJECT TRAFFIC 21 Existing and Proposed Land Uses 21 Project Access 21 Trip Generation 22 Exist€ng Land Uses 22 Proposed Land Uses 22 Trip Distribution and Assignment 28 FUTURE TOTAL TRAFFIC ,..,_,_ 35 FUTURE CONDITIONS CAPACITY ANALYSIS 38 Future Background Traffic Conditions 38 Future Total Traffic Conditions 41 TRANSPORTATION DEMAND MANAGEMENT STRATEGIES ............................................ 46 Bicycle Facility Considerations ......................, 46 CONCLUSION 47 K'FTL T''TC,k)f337:2(IOp 0[signPlacelReport\GrenAcrpsMiarffiTah.dacx Page ii March 2D16 KGmley )) Hoar Traffic Ireipact Analysis LIST OF FIGURES Figure 1; Project Location Map 2 Figure 2: Existing Peak Hour Traffic Volumes 5 Figure 3: Future Background Peak Hour Traffic Volumes 20 Figure 4A; Vehicle Ingress Routes 23 Figure 48: Vehicle Egress Routes 24 Figure 4C7Truck Loading Ingress Routes 25 Figure 4D: Truck Loading Egress Routes.— ,,,,,, ,,,,,,,,,,,,, , ....... ...... ... - . 26 Figure 5: Peak Hour Project Trip Distribution 30 Figure 6: A.M. Peak Hour Pass -by Distribution 31 Figure 7: A.M. Peak Hour Project Trip Assignment 32 Figure 8: P.M. Peak Hour Pass -by Distribution„ 33 Figure 9: P.M. Peak Hour Project Trip Assignment ,...., 34 Figure 10: Future Total A.M. Peak HourTraffic 36 Figure 11: Future Total P.M, Peak HourTraffic 37 LIST OF TABLES Table 1: Data Collection Summary.,. ........., 4 Table 2: Existing, Future Background, and Future Total Transportation Corridor Level of Service Thresholds 7 Table 3: Existing A.M. and P.M. Peak Hour Roadway Volumes ... 8 Table 4: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions on NE 54t" Street .. 10 Table 5: Existing A.M. and P.A. Peak Hour Miami -Dade Transit Conditions on N Miami Avenue 11 Table 6: Existing A.M, and P.M. Peak Hour Miiarni-Dade Transit Conditions on NE 2"i Avenue and El, scayne goulevard.................. ................................ .......... ........,.,.....,.,.,,.....,...... ..... 12 Table 7: Existing A.M. Peak HourTransportation Corridor Segment Conditions 14 Table 8: Existing P.M. Peak Hour Transportation Corridor Segment Conditions 15 Table 9: Existing Peak Hour Intersection Conditions 17 Table 10: Proposed Trip Generation ...., 28 Table 11: Cardinal Trip Distribution ..,.., 29 Table 12; Future Background A.M. Peak Hour Transportation Corridor segment Conditions 39 Table 13; Future Background P.M. Peak Hour Transportation Corridor Segment Conditions ,.., 39 Table 14: Future Background Intersection Conditions 40 Table 15: Future Total A.M. Peak Hour Transportation Corridor Segment Conditions 43 Table 16: Future Total P.M. Peak Hour Transportation Corridor Segment Conditions 44 Table 17: Future Total Intersection Conditions ,, 45 FTL_ TTD'\.0437Si000 - Design Pia ce,Rcpart%Green Acres Miami TIA,oncy. Page- Ir March 200E Kirrmley}>Horrt Traffic Impact Analysis Appendix A: Appendix B: Appendix C: Appendix D; Appendix E: Appendix F: Appendix G: Appendix H: Appendix I: Appendix J: Appendix K: Appendix L: Appendix IVM: LIST OF APPENDICES Conceptual Site Plan Methodology Correspondence Traffic Count Data Miami -Dade Transit Data Existing Conditions Analysis Growth Trend Analyses Vested Development Trip Information Trip Generation Cardinal Trip Distribution Volume Development Worksheets Future Background Conditions Analysis Improvement Project Details Future Total Conditions Analysis K FTL_TPT0\043752000- Peslgn Place%Repprt\Green Acres Miami 11A.decx 'age - v March tag& Kimsey >»Horn Trri� Impart Analysrs INTRODUCTION Amsterdam Hospitality, LLC is proposing a mixed -case redevelopment for the approximate 22.4- acre site generally bounded by NE 54th Street to the north, NE 50th Terrace to the south, NE 2r1 Avenue to the west, and the Florida East Coast (FEC) Railway to the east. The parcel proposed for redevelopment are currently occupied by a residential community containing 512 apartment units, commonly known as [Design Place. The proposed redevelopment consists of 3,300 high-rise residential condominium/townhouse units, 300,000 square feet of general office, 500,000 square feet of shopping center, and 240 hotel rooms. The project is also contemplating a train station within the development to aceornmodate Florida Department of Transportation's (FIDOT's) future Tri-Rail Coastal Link. The station will be incorporated into the site and will include a passenger drop-off/pick-up area, parking, and retail amenities. Figure 1 provides a Vocation map of the site. A conceptual site plan for the proposed redevelopment is included in Appendix A. Kirnley-Horn and Associates, Inc. has completed this traffic impact analysis for submittal to the City of Miami. The purpose of the study is to assess the project's impact on the surrounding transportation network and determine if adequate capacity is available to support future demand. This report is being submitted in accordance with the requirements of the Special Area Plan (SAP) application. The study's methodology is consistent with the requirements outlined by the City of Miami for traffic impact analyses. This report summarizes the data collection, project trip generation and distribution, and capacity analyses. All methodology correspondence is included in Appendix B. xAFTL TRT€ VI3752fOo • chniEn PEare'tiReperI\Greco Acres MISM TIA.doct Page -1 March 2016 +s 1�'-1°. f te.. Kimley*Horn *i 2016 Figure 1 Location Map Green Acres SAP City of Miami, Florida Kimley Horn Traffic Impact Analysis DATA COLLECTION Traffic data were collected in the project study area. The study area roadway corridors include: • NE SO Street between N Miami Avenue and NE 2nd Avenue • NE 54th Street between NE 2nd Avenue and Federal Highway • North Miami Avenue between NW/NE 54th Street and NW/NE 46th Street • NE 2nd Avenue between NE 62n" Street and NE 54th Street • NE 2nd Avenue between NE S4thStreet and NE 46th Street • Biscayne Boulevard between NNE 54th Street and NE 45th Street The following intersections were examined:: • NW 62"d Street and 1-95 scuthbound off -ramp • NW 62"d Street and NW 5th Court • NW 62"d Street and NW 2nd Avenue • NE 62" Street and NE 2nd Avenue • NE 62" Street and Biscayne Boulevard • NE 615t Street and Biscayne Boulevard • NE 59th Street and NE 2"d Avenue • NW 54th Street and NW 6th Court • NW 54th Street and NW 6th Avenue • NW 54111 Street and NW 2nd Avenue • NW/NE 54th Street and North Miami Avenue • NE 54th Street and NE 2nd Avenue • NE 54th Street and NE 3rd Avenue • NE 54th Street and Federal Highway • NE 54th Street and Biscayne Boulevard • NE 51'Street and NE 2nd Avenue (north/south) • NE 50th Terrace and Biscayne Boulevard K:wFTL_TPT4k0433521:000- Dmig1a PlarLARepalrt\Green Acres MiamiTIA.ducx Page - 3 March 2016 Kimley Mom NW/NE 466 Street and North Miami Avenue • NE 39th Street and NE 2'td Avenue Traffic Impact Analysis Twenty -Four hour continuous counts were collected at each study roadway segment. A.M. peak period (7:00 A.M. to 9:00 A.M.) and P.M. peak period (4:00 PM to 6:00 P,M.) turning movement counts were collected at study area intersections. The data collection date and corresponding FOOT peak season conversion factors are shown in Table 1. Turning movement counts, 24-hour voiunne counts, and peak season conversion factors are provided in Appendix C. Table 1: Data Collection Summary intersection Date Peak Season Factor NW 62"d Street and !-35 sat.thbcund off -ramp 1/12/2016 1.05 NW62"aStreet and NWSti"Court 1/12/2016 1.06 -� NW 62"d Street and NW 2'd Avenue 1/12/2015 1.05 NE 62"d Street and NE 2nd Avenue 1/12/201.6 1,06 NE 62"d Street and Biscayne Boulevard 1/12./2016 1.06 NE 61't Street and Biscayne Boulevard 1/12/2016 1.06 NE 59th Street and NE 2"d Avenue 1/12/2016 1,06 NW 54th Street and NW 6'h Court 1/12/2016 1.06 NW 54d' Street and NW 6'h Avenue 1/12/2016 1.O6 NW 54 ' Street and NW 2nd Avenue 1/12/2016 1.05 NW/NE Sat Street and North Miami Avenue 1/12/2016 1.05 NE 54d' Street and NE 2"d Avenue 1/12/2016 1.06 NE 5.47. Street and NE 3rd Avenue 1/12/2016 1.06 NE 54t"' Street and Federal Highway 1/12/2016 1.06 NE 54* Street and Biscayne Boulevard 1/12/2016 1.06 NE 51*t Street and NE 2rdAvenue (north/south) 1/12/2016 1.05 NE 50`' Terrace and Biscayne Boulevard 1/12/2016 1.06 NW 46th Street and North MlamlAventie 1/12/2016 1.06 NW 39th Street and NE 2"d Avenue 1/12/2016 1.06 Figure 2 presents the existing AM, and P,M. peak hour turning movement volumes at the study intersections. K:\FTt_TPTGI0.3752440 • Design Puce ,Rep re,Green Acres Miami 71A.docx Page- 4 March 2016 Asa g Et L. ri J14 ' rot ln SY .S 4.v 16 an4� Ri44n 4i 4—r 6.6. 6. ^ Nga41, of is G. n e 1. Pn4WAV PAZ!II anu an'p pu>' MN }Ingo L MN piq .i� *1, F - 4. W. en .maa rtE W: L n (tit i pf$�4 1 I+ NE SBth $tree! t. r,N1 IPJupud ✓1lIU0V MCMN ssi 9 y I.d or 1, iud rdt. PPP P. 1 FIE -kg +J14 — 4sa 4flf( r ik c 44444 fi.w4 0,47 4— .4 nal „I -COL ate! MO dF .0 ag4l pre OP *1. I. No f 4ta 4a4.a r :• lra t .1le J14 EfE 4RC 414 Iffe t w ▪ C. lu er Ir.l rr 4. a..:I PJSAa[nial 341A2as1B F7 t1 4.0 rur 4J44 rn be e4j Inn 0.1 y Ilru r V w #. iv �o r s �1+ ,a 1t4 r.4 5" MJ 4. at lod 4K `L 11r ' R w tor,'1Ir kit WA ...4 3 G pp pp yy I n� (( FF i fiQ YQS urtlww+y 1u�u1hY 41-1O11 €V! IA • r. yy rrx 8r.el • ar.r !ID • LC.* MI 4 E. ro r 4 bn a++ lu a II qa of =P R^ 41. i. .1 xu rHx �.l El 4F NA Id .n j Nod VFI y Ind li+ tit pc@ 414 h11 Y4II as WI .-- sEr• kUf+ { 4r sni hp I, lir 4r;a Nir li �x lug w x1'1 to d iu4ai- j punormo 96'I 4E4a J. 1 0- wa 44:• it rin sr 4N i$ le1d Ire 4r 1. E6 414 un s4 j Ili 4y -% i • hir `.. fad r It it. 4ir' 1G e, I r' enuarm NU MN iinaD 439Atirl lal sc ,l kite 4 41 4e ins IIw 4 -� lid 44 44ti� ra imtey 0?Horn Traffic Impact Analysis CAPACITY ANALYSIS METHODOLOGY Level of Service Standard Level of service (LOS) is the traffic performance measure generally used in traffic impact analyses.. Levels of service range from LOS A (free flow with negligible delays) to LOS F (heavily congested with long delays). The City of Miami has adopted LOS E as its minimum level of service standard. Transportation Corridor Level of Service Methodology Transportation corridor traffic conditions were examined applying the methodology outlined in the Miami Comprehensive Neighborhood Plan. This methodology considers the person -trip capacity (including transit) for transportationcorridors rather than evaluating only the vehicular capacity of a roadway. Level of service analyses were performed to assess the capacity of the transportation corridors evaluated in this study based on a comparison between person -trip volume and person -trip capacity within the corridors. The analyses of person -trip volumes and person -trip capacities account for both passenger vehicle and transit service within the corridors Tables 2 summarizes the level of service thresholds for each study corridor for existing, future background, and future total conditions. The corridor level of service thresholds, measured in volume (v) to capacity (c) ratios, were developed from the 2013 version of FDOT's Quality/Level of Service Handbook. Intersection Level of Service Methodology Level of service analyses were performed for study intersections using Trafficware's SYNCHRO 9.0 software, which applies methodologies outlined in the Transportation Research Board's (TRB's) Highway Capacity Manual (HCM), 2000/2010 Edition. KAFTI—TPTICA043752'X- Desjar PI Ace \RepareiGreen Awes Miami TIA.dpcx PQge - 5 March 2416 Kimley Horne Traffic Impact Analysis Table 2: Existing, Future Background, and Future Total Transportation Corridor Level of Service Thresholds NE 54th Street (ES/WB) between N Miami Avenue and ME Znd Avenuetti NE S4th Street (EB/WWs) between NE end Avenue and Federal Highwaylt} North Miami Avenue (NB/SB) between N 54th Street and N 461h Street NE 2nd Avenue (MIASB) between NE 62nd Street and NE 54th StreetM NE 2nd Avenue (NB/SB) between NE 54th Street and NE 46th Streets"' Biscayne Boulevard (NBJSB) between NE 54th Street and NE 46th Street LOS Peak Hour Peak Hour Peak Hour Peak. flour Peak Pour Peak Hour Directional V/C Direct tonal VJC Directional VJC Directional V/C Directional WC Directional VJC Volume Ratio Volume Ratio Volume Ratio Volume Ratio Volume Ratio Volume Ratio Thresholds Thresholds Thresholds Thresholds Thresholds Thresholds A (1) (1) (1) ill! (1) (1) {1) (1) (1) (1) i `1) (1) B {1) (1) {1) [1) (1) (1) {1) {1) #1) (1) [1l {1) C 1,815 0.96 1,815 0.96 1,633 0.96 350 0_46 333 0,46 730 0.43 D 1,900 1.00 1,900 1.00 1,710 100 709 0.94 67E, 0.94 1,630 0.96 iE {2) (2) {2) (2) (2) (2) 756 1.00 7Z0 1.00 1,7C0 1.00 F - >1,00 - ›1 CO - >1.00 - >1.00 - >1.00 - >1.00 Notes: (1} Eased on Class I two-lane, directional undivided state signalized arterial with exclusive Pen -turn Panes (5 percent capacity reduction). (2) Based or Class) non -state signalized roadway (1D percent capacity reduction), two -Fans dinecticna 1, undivided with exclusive left-tum lanes (5 percent caps city reduction) (3) Based an Class II non-statesignlized roadway (11}percent capacity reduction), one -lane directional undivided, with exclusive left -turn Zane;5 percent capacity increase). (4} Based on Cass 11 non -state signalized roadway (1t} percent capacPty reduction}, oeTe-lane directional, undivided with eadu, ive left -turn lanes. (5} Based on dais II two-lane directional,di vided state signalized arterial. rda: Ma rthbaund SR:Sauthhound Elk Eastbound WB: Westbound KArit tih-0043.7s20Bv- Des gn Piece\Reser YGreeei Acres Nrian,l nA.dcns gage - 7 March 2016 Kinmley Morn TraFflc Impact Afrakysis EXISTING CONDITIONS CAPACITY ANALYSIS Transportation Corridors Vehicular roadway conditions and transit ridership were examined to determine current level of service for the transportation corridors examined in this study. Table 3 presents the unadjusted existing A.M. and P.M. peak hour directional traffic volumes, peak season conversion factors, and the existing peak season A.M. and P.M. peak hour directional traffic volumes for the study corridors, Corridor count data is included in Appendix C. Table 3: Existing A.M. and P.M. Peak Hour Roadway Volumes Roadway Segment From To Direction Raw Existing VotUmes (veil/ill(veh/hr} P.M. Peak Hour Peek Season Factor Peak Volumes Season P.M. Peak Hour A.M. Peak Hour A.M. Peak Hour NE 54p' Street N Miami Avenue NE 2'° Avenue Eastbound 467 529 1.10 514 582 westhr and 493 673 1.10 542 740 ICE 2' Avenue Federal Highway Eastbound 479 515 1,04 498 536 Westbound 338 577 1.04 3521 640 North rvflam i Avenue N 54' Street N 46m Street Northbound 451 1,356 1.10 496 1,492 South bound 1,311 627 1.10 1,442 690 NE 2nd Avenue NE 6Znd Street NE 54`n Street Northbound 291 774 1.1D 320 851 5outhbound 850 396 1.10 935 436 NE 54th Street NE46th Street Northbound 186 229 1..06 197 243 South bound 615 361 1.06 652 383 Biscayne Boulevard NE 54th Street NE 46.h Street Northbound 671 1,570 1.06 711 1,664 5outhbound 1,758 974 1.06 1,863 1,032 Existing transit conditions were examined considering the ridership and capacity of the Miami- Dade Transit (MDT) bus service operating along the corridors. Nine (9) Iv1iarni-Dade transit routes presently serve the study area during the A.M. and the P.M. pea hours. • Route 2 operates with 20mirlute headwaysin the northbound and sou thbound directions during the p,.IV. and P.M. peak hours. ke}fTl TPTOV143751000• Design PlaceVigpurt5Gs2cnAcres Miivmi'iA.cn 'age -F March 20116 Kimley 4Horn Traffic impact Analysis • Route 3 operateswith 15 minute headways in the northbound and southbound directions during the A.M, peak hour, 20 minute headways in the northbound direction during the P.M. peak hour, and 15 minute headways in the southbound direction during the P.M. peak hour. • Route operates with 12 minute headwaysin the northbound and southbound directions during the A.M, peak hour, 12 minute headways in the northbound direction during the P.M. peak lour, and 20 Minute headways in the southbound direction during the P.M. peak hour. • Route 10 operates with 30 minute headways in the northbound and southbound directions during the A.M. and P.M. peak hours. • Route 16 operates with 15 minute headways in the northbound and southbound directions during the A.M. peak hour, 20 minute headway in the northbound direction during the P.M_ peak hour, and 15 minute headways in the southbound direction during the P.M. peak hour. • Route 54 operates with 30 minute headways in the eastbound direction during the A.M. peak hour, 15 minute headways in the eastbound direction during the P.M. peak hour, and 20 minute headways in the eastbound and westbound directions during the A.M and P.M, peak hours. • Route 62 operates with 15 minute headways in the westbound direction during the A.M. peak hour, 10 minute headways in the eastbound direction during the A.M. peak hour, and 12 minute headways in the westbound and eastbound directions during the P.M. peak hour. • Route 93 operates with 15 minute headways in the northbound direction during the A.M. peak hour, 20 minute headways in the southbound direction during the A.M. peak hour, and 15 minute headways in the northbound and southbound directions during the P.M. peak hour. • Route 202 operates with 60 minute headway in the northbound nd southbound directions wring the A.M. and P.M. peak hours. ILIFTL_TT,T4\043752006. D:slen Piaae,ReporkkGreen Arms &Miat o TIA.dot,i Page - 9 March2016 Kimley '»Horn Triff! r Inip act AnalwIs l letrobus routes on the study corridors utilize buses with capacities of 68 riders. The ridership capacities for the bus routes were calculated for the A.M. and P.M. peak hours using the appropriate headways and capacities. Metrobus route maps are included in Appendix D. Ridership data was obtained from Miarni-Dade Transit for the identified transit routes. The data reflects typical ridership on the routes using the most recent ridership information available. Tables 4 through 5 present the existing A.M. and P.M. peak hour ridership on the routes studied; the ridership data obtained from Miami -Dade Transit is included in Appendix D. Table 4: Existing A.M. and P_IVI. Peak Hour Miami -Dade Transit Conditions on NE S4t" Street Transit Route information Direction of Travel i Peak Hour Headways P.M.'A,M. P.M.) in minutes Buses per Hour (P.M-) Capacity Per Vehicle (riders) Peak Hour Directional Person Trap Capacity A.M. (P.M.) Peak Hour Directional Route Ridership A.M. (P.M.) NE 54th Street between N Miami Avenue and NE 2rd Avenue & NE 54th Street between NE 2nd Avenue and Federal Highway 30 2 136 45 riders Ustbound 68 (15( ('7j (272) (13 riders) Rcu:e 54 20 3 204 27 riders Westbound 68 (20i 1:1 (204) (20 riders) Northbound) Eastbound 60 (50) 1 i;ll 58 68 (68) 4 rider 5 (2 riders) Route 29N Southbo rid/ 60 1 58 3 riders Westbound (60) (lj 68 (68) (3 riders) 3 204 49 riders Eastbound - - (5) (340) (15 riders) Total 4 272 30 riders Westbound - - (4) (272) (23 riders) K;)F . TPT4j043751040 • deign alactVepart G reen Acres MIamI il+tdocx Page -10 March 2016 Kimley.i -1orli Traffic- Analysis Table S: Existing A.M. and P.M. Pak Hour Miami -Dade Transit Conditions on N Miami Avenue Transit Route Information Direction of Travel Peak Hour Headwalls AM {P.M.) in nsinutes Buses per Hour A.M. (P.M.} Capacity i Per vehicle (riders) Peak Hour Directional Capacity A.M. {P.M.) Peak Hour Directional Ridership A.M. (PM.) North Miami Avenue between N 54th Street and N 4Eth Street 20 3 204 24 riders Northbound 68 hcu?a 2 (20) (3) (204) (32 riders) Southbound 20 3 lib 244 39 riders (20) (3) (20i4) (2$ riders) 12 5 340 65 riders Northbound 68 (12) (5) (340) (1Q9 riders) Route 9 12 S 340 122 riders Southbound 68 (20) 13l (204) (GC riclors; 30 2 136 25 riders Northbound 6i's (30) (_2 (136) (45 riders) Route l0 30 2 136 42 riders Southbound 58 (30) (2) (136} (31 riders) -- GO 1 - 68 — �-- 4 riders Northbound 68 (60 (1) (68) (2 riders) 3oL:te 202 60 1 68 3 riders Southbound 68 (GO) (1) (68) {3 riders1 11 748 122 riders Northbound - {11) (748) {192 riders) Total 11 748 206 riders Southbound (9) (612) 1122 riders) KAUL_TPTCACGa752i1(Iq - 17l23ign Piato\FheparkjGreen Arre3. Miami TIA.dorx Page = 11 March '."1i6 Kimley}»Horn Traffic Impart Analysis Table 6: Existing A.M. and P.M. Peak Hour Miami -Dade Transit Conditions oil NE 2nd Avenue and Biscayne Boulevard Transit Route Information Direction ofTrauei Peak Hour Headways A.M. (P.M.] in minutes guess per Hour A.M. (P.M.) Capacity Per Vehicle (riders` Peak. Hour w?irectiona( Person -Trip Capacity A.M. (P.M-) Peak Hour Directional Route Ridership A.M. (P.M.) NE 2nd Avenue between NE 54th Street and NE 46th Street NE 2nd Avenue between NE 62nd Street and NE 54th Street Biscayne Boulevard between NE 54th Street and NE 46th Street / Northbound 15 (20) 4 {3) 68 272 (204) 109 riders (76 riders) Southbound 15 (15) 4 (4) 68 272 (272) 91 riders (89 riders) Route 5 r12 Northbound (12) 5 (5) 58 340 (340) 59 rulers (109 riders) 5outhbound — 12 (20) 5 (3) (DS 340 (204) 122 riders (60 riders) Routs 1a Northbound 30 (30) 2 (2) 68 136 (135) 25 riders {4S riders} Southbound 30 (30} 2 (2) 68 135 {136) 42 riders (31 rider's) Route 15 Northbound 15 (20] 4 (3) 68 277 (204) 43 riders (56 riders) Southbound 15 (15) 4 (4) 68 272 (272) 57 riders (5O riders) Route 62 Westbound/ Northbound - - — — 15 (12) - 4 (5j 68 272 (340) 30 riders (34 riders) Eastbound/ 5oAhbounci 10 (12) 6 (5) 68 408 (340) 15 riders (27 riders) Route 93 var#hbound 15 (15) 4 (4) 68 272 (772) 99 riders (93 riders) Southbound 20 {15) 3 (4) 58 204 (272} 89 riders (92 riders) Route 202 Northbound 50 (60) 1 (11 68 68 (68) 4 riders (2 riders) Southbound GO_� (60) 1 (3i 68 68 (68) 3 riders (3 ndersi Total Northbound - 24 (23) - 1,632 (1,564) 379 riders (419 riders) l Southbound 25 (23) - 1,700 11,564i 419 riders (352 riders) VirTLTPT0\0437520X - Design Piaoe\Report \Green Acres Miami TiA.dooc Page - 12 March201,6 Kirniey »Warn Tr f]c impact Analysis In order to determine person -trip level of service for the study area's transportation corridors, total person -trip volumes (vehicular and transit) were compared to the total person -trip capacities. The person -trip volume to capacity (v/c) ratios were compared to the person -trip vie level of service designations outlined in Table 2. Tables 7 and 8 present the existing transportation corridor level of service, As indicated in these tables, the transportation corridors have excess person -trip capacity during the A,M and P,M. peak hours and operate at adopted levels of service. IC:'4 TL_TPTCV•93752_DUO. Drneen Fik56Rkpett\Green Acres Miami TIA,dao, Page • 13 March 2016 KimnLeyr}iHorn TraThc Impact Analysis Table 7: Existing A.M. Peak Hour Transportation Corridor Segment Conditions Roadway 5e ment 8 Direction ExistingA.M, Peak Season Volumes AM. Peak Hour Transit Ridership A.M. Peak HourTotal Volume {1fj DirettionaI Peak HourCapacityl;} A.M. Peak Hour Transit Capacity A.M. Peak Hour Total Capacity ICC) A.M. Peak Hour Excess Capacity A.M. Peak Hour Level of Service From ToVehicles Person- ® Y Person- Person- eerSon- Tripsi' Verson- Trips Person- Trips person - Trips VEC LDS NE 54th Street Miami Avenue NE 2nd Avenue Eastbound 514 720 49 769 1,900 2,660 234 2,864 2,095 0.268 C Westbound 542 759 30 789 1,900 .. r 272 2,932 2,143 0,269 �C NE 2rld Avenue Federal Highway Eastbound 498 697 49 746 1,900 2,6E 2,864 _ 2,11$ 0.261 C Westbound 352 493 30 523 1,900 2,66C 272 2,932 2,409 0_178 �C North Miami Avenue N 54th Street N 46th Street Northbound 496 i,94 122816 1,710 2,394 748 3,142 2,326 0.260 C South bourid 1,442 2,019 2i?6 2,2.25 1,710 2,394748 3,142 917 0.708 C NE end Avenue NE Street, NE 54th Street Northbound62nd Northbound 320 448 379 $27 756 1,0581,632 . • 1,863 0.307 Southbeiund 935 1,309 41.9 1,72E 756 11158 � 1,030 0.626 NE 34th Street NE 45th Street Northbound 197 276 379 555 720 1.,008 .' r 1,985 0.248 c Southbound 652 913 419 1,332 720 1,1 8 1,700 2,7oa - 1.376 0,492NE [7 Biscayne Boulevard 54thNE 45th Street Northbound 711 995 379 1,374 1,7002,3803,632 4,012 2,538 0,343 C South bound 1,853 2,608 419 3,027 1,7D0 2,38C 1,700 4,060 1,053 0.742 D Notes: (1) Volumes (vehicles) were converted IQ person -trips using IA person/vehicle occupancy per City ter Miaiml standards. (2) Directional peak hour ca parity derived from the 2013 FCOT Quality/LOS i andhook and the MI a mu -Downtown ❑ il. KAM. TFT0'110437520.00- Design P4cai,Boportkaraen Acres Miami T Adacx Page. - 14 math 2C16 Kimley a» Horn Traffic I mpact Analysis Table 8: Existing P.M. Peak. Hour Transportation Corridor Se,grnent Conditions Roadway Segment Direction P.M.Peak season Volumes P.M. Peak Hour Transit Ridership P.M. Peak Hour Total Volume (1f} Directional Peak HPur Capacity;�1 P.M. Peak Hour Transit Capacity P.M. Peak Hour Total Capacity (C] P.M. Peak Hour Excess Capacity - P.M. Peak Hour Level of Service From To Person- Vehicles TripslilTrips Person- Person- Trips Vehicles Person- Trip slt' Person- Trips Person- Trips Person - Trips V f C LOS NE 54th Street N Miami Avenue NE 2nd Avenue Eastbound 582 815 15` 830 1,900 2,660 S40 3,000 2,170 0.277 C Westbound 740 1,43E 23 1,059 1,900 2,660 272 2,932 1,873 0.361 C NE 21nd Avenue Federal Highway Eastbound d i 536 750 15 765 1,90D 2,660 340 3,000 2,235 0.255 C Westbound 600 840 23 863 1,90D 2,660 272 2,932 2,069 0.294 North Miami Avenue NJ 54th Street N 46th Street Northbound 1,492 2,089 192 2,281 1,710i 2,394 748 3,142 861 0_726 C Southbound 690 966 122 1,088 1,710 2,394 612 3,006 1,918 0.362 C NE 2nd Ar+nue NE 62nd Street NE54th Street Northbourd 851 1,191 419 1,61.0 756 1,058 1,564 2,522 1,012 0.614 D Southbound 416 61C 352 962 756 1,058 1,564 2,522 1,660 0.367 C NE 54th Street NE 46th street Northbound 243 340 419 759 720 1,008 1,564 2,572 1,813 0.295 C 5outhbound 383 536 352 888 720 1,008 1,554 2,57Z 1,684 0.345 C Biscayne Boulevard NE 54th Street NE 46th Street Northbound 1,654 2,330 419 2,749 1,70D 2,380 1,.564 3,944 1,195 0.597 a 5outhbound 1,032 1,445 352 1,797 1,70D 2,380 1,564 3,944 2,147 0.455 D Notes: 1) Voleirrie {vehicies) were converted to per vn-trips using 1.4 personheehrcle occupancy per City of Miami standards. {2) airecti ona l peak hour capauty derived from he 2013 FOQT Quality/LOS Handbook and tire Miami -Downtown KAFfL_TPTO\U43752O pp - Design PIanORepo illArcen Acres M iP rrl TIA.d3c4 Page . 15 March 2026 Kirnley0Horn Traffic Impact Analysis A.M. and P.M. peak hour capacity analyses were also performed for existing conditions at the study intersections. Table 9 presents the results of the intersection analyses. All study intersections operate at adopted level of service standards. Detailed information from the intersection capacity analysis is included in Appendix E. iekr rE TPTt3\O437 2000 - DEsIgm Race\ReporLiGreen Acres Miami ma.decil Page -15 March 2015 Kimley »Horn Traffic impart Analysis Table 9! Existing Peak Hour Intersection Conditions Intersection Peak Hour Overall Level of Service A.M. (R.M.j LOS Delay (sec) Wv 662nd Street and I-95 southhound off -ramp (signalized) 8 (C) 12.2 (23.8) NW 62nd Street and NW 5tt' Court (Signalized) C(E) 30.2(72.4) NW 62 Street and NW 2"d Avenue {Signalized) C (D) 23.7 (35.1) NE 62"a Street and NE 2"I Avenue {Signalized) {C} 23.0 (24,8) NE 62"d Street and Biscayne Boulevard {Signalized} fop (1.3) NE 615t Street and Biscayne BoulevardA (Signalized) (A) 8,6 (6.1) NE sr Street and NE 2"d Avenue (Signalized) A (A) 4_2 ($,4) NW 54 Street and NIW 6t" Court (Signalized) B (S) 16.4 (12.4) NW 54th Street and NW 6°h Avenue (Signalized} A (A) 2.9 (3.3) NW 54th Street and NW 2nd Avenue (Signalized)B (C) ALS {2D.,2J NW/NE 54trk Street and North Miami Avenue (signalized) D (D) 38.9 (38.2) NE 541" Street and NE 2r' Avenue (signalized) C (C) 213 (24,6) NNE 54th Street and NE 3" Avenue(1' (Two -Way, Stop -Controlled) C (C) 23.2 (20.6) NE 54th Street and Federal Highway (Signalized) D (D) 50.7 (54.1) NE 54"' Street and Biscayne Boulevard (Signalized) B {A} 11.2 (8,9) NE 515'Street and NE 2""Avenuel4 (Signalized) g (e) 19.7 (14.5) NE50tt'Terrace and Biscayne Boulevard (Signalized) , {A} 73 (S.A) NW 46th Street and North Miami Avenue (5ignahzed) A (A) 5.6 (4.8) NW 39"' Street and NE 2Avenue (Signalized) B (B) 13.7 (15.9) Nati6: (1) OverailintErsectionSOSrmotprovided'wstep--enntraN€dinImPrelarYs, The rn. rrnr sireet with the greatest delay is Indicated. {a} Iaterae tian operates as two {i} intersections, intersection with the greatest delay is indieate.. ir;1FT4 TPTQj943/52X0o- Design Repc L'tGreen Acres MiamITikacoc page-27 Mardi 2111fi Kinney 0oni Traffic Impact Analysis. FUTURE BACKGROUND TRAFFIC CONDITIONS Future background traffic conditions are defined as the expected traffic conditions on the study roadway network in the Year 202S (corresponding to total build -out of the development) without development of the proposed project. The background traffic volumes are the sum of the existing traffic and additional "background" traffic to account for expected traffic growth in the study area. Background Area Growth Long-term growth on the study area's roadways was determined based or a comparison of the 2010 and 2040 traffic volumes from the Southeast Florida Regional Planning Model (SERPM) and from the 1(3-year historical growth trends calculated from the following FDOT count stations: • Station Number 104: SR 934/NE 79th Street west of NE 4th Court • Station Number 105: SR 934/NE 82"d Street west of NE 3rd Place • Station Number 142: SR 934/NE 79th Street east of N Bayshore Court • Station Number 5060: Biscayne Boulevard/US 1 south of NE 53rd Street • Station Number5065: Biscayne Boulevard/ US 1 north of NE 71't Street Station Number 5068: Biscayne Boulevard/US 1 north of NE 796 Street • Station Nuniber5355: NE 54th Street west of Biscayne Boulevard/US 1 The SERPM model yielded an average growth rate of 1.24 percent (1.24%) and the 10-year historic count station data yielded an average growth rate of 1.25 percent (1.25%). In order to provide a conservative analysis a growth rate of 1.2.5 percent (1.25%) was used. The growth rate was applied to 2016 traffic data linearly to develop the 2025 volumes Detailed growth calculations are contained in Appendix F. Committed Developments The City of Miami identified the Miami Design District Special Area Plan (SAP), Miami Design District SAP Amendment #1, Miami Design District SAP Amendment #2, and Miami Jewish Health KAITL, TflO Od3152000 - design Piace\Report\Green A[r..s MTIA,d0Cn Page -19 March 2016 KirnIey »Horn Traffic impaci Analysis Systems as committed developments_ Traffic generated by these developments was included as background traffic. Available information for these developments is included in Appendix G. Figure 3 presents the A.M. and P. M. peak hour background conditions intersection volumes. KAFTLTPTO\{r43752OOO - IAea$t, Plate\Report\Green Acres INIa rni i1l... drxx Page - 39 March 2G 16 NW I h Court VA al, F or„ ifee 4LV Aga NW and Avenu¢ 7t —Air RA r A 01 NW 6.2nr1 SFrcei � � d JLI- !nW e Nq two a+I ae J laa mi 'fIte a S [MN F` J rl t f wS F aq a ri l 41 g T.., r' L *-n irn '# k b -.1 P++I 4-04 ress x il; -Pi au r: L le 0 F' ^,ww' 6seh .-.44144 r " iar 41 II*Stria; v.. h t f* e+:rs a 4 h t X Iurr ' — # am — 'A Q w'r Yr — a 2 1 e a u ✓ $ .. kater L k. li al- NE31ci a c ¢ t strece e: NE 611i J L g 1 E art F1, . JP -I 1t � ', ..44 e . — a iq - t8 al 1 6 4" .b. fi NW 46th &Teti -- e ri +ry m fna 9 t_:1 211 ,3 ':5i et J L L -r gmn :rA i t r Z -"I. .0y t":. .11t, Jr"'. 4 w-r �1tP 4W * R F t; t 1r4 CM C t_ -aa elite r� m� Mi fo r Sludy Roadway 0 "akr?y Intense:tan 7124 AM Peak Hw - raltc LXXI, PJA Peak Flow Trsffie A � ▪ E FiE 62nd Mee NE 1st ret tiiLL 64t11 Street na zZE 11- A! w t'r'm is . 1.9 w9 = . a W.E2 sm NE 61JFr J #el Fir 1e' i t r Scree ,ss L r_ g FE on ueS ec "it P u4 a. s g as Kirnley »HorC t„u rmi 2:, a — rr. nr�3 J I L F'� K^ a9 e ME ▪ ICz +i11r cgs NE 39th Street i dtL rm tP rw R '1tr reap w r - a e n+r a -t NE Mth Terrace Figure 3 Future Background Peak Hour TraRle 3t6e01 Acres SAP ally o1 Muni. Florida KimIey '.›)Horn Traffic Impact Analysis PROJECT TRAFFIC Project traffic is defined as the vehicle trips expected to be generated by the project, and the distribution and assignment of this traffic over the roadway network. Existing and Propcsed LJnd Uses Currently, the parcel proposed for redevelopment is occupied by 512 apartment units. Trip generation credit was taken for the existing land use. As previously indicated, the proposed redevelopment will consist of a mixed -use project that will include the following land uses: • 3,300 high-rise residential condominium/townhouse units • 300,000 square feet of general office • 5U0,000 square feet of shopping center • 240 hotel rooms The project is also contemplating a train station within the development to accommodate FDCT's future Tri-Rail Coastal Link, The station will be incorporated into the site and will include a passenger drop-off/pick-up area, parking, and retail amenities. Project Access Access to the site is proposed via four (4) driveways. The following provides a summary of each driveway including the type of driveway connection, Access from NE 54rh Street 1. Service Vehicie Entrance: will provide right -in only access to the loading zone located on the west side of the redevelopment for service vehicles only. 2. Main Driveway: will provide full access to the development via NE 3rd Avenue, 3. Train Station Access: will provide ingress access to the redevelopment and the train station's underground parking garage and passenger drop-off/pick-up area. fOrTl TPTiA0a375117Q4 • Design Place\Revert Green Acres Warn, TIA,decx Pege - 21 Adarth 2D16 Kimley » Harri Traffic Impact Analysis Access from NE 2ndAvenue 4. NE 51' Street Driveway: The existing NE 51"Street intersection to enter Green Acres will be realigned with NE 51" Street Miami Jewish Health Systems driveway to create one (1), intersection to serve both sites. Roadway circulation diagrams depicting the proposed circulation patterns into and out of the proposed development are provided in Figures 4A, 4B, 4C, and 4D. Trip Generation Existing and proposed vehicular trip generation for the study area was calculated using rates and equations contained in the Institute of Transportation Engineers' (ITE's) Trip Generation Manual, 9tr" Edition. The land uses and corresponding ITE Land Use Codes (LUCs) are shown below: Existing Land Uses • 512 apartment units (LUC 220): Apartment Proposed Land Uses • 3,300 high-rise residential condominium units (LUC 232): High -Rise Residential Condominium/Town house • 300,000 square feet of general office (LUC 710): General Office Building • 500,000 square feet of shopping center (LUC 820): Shopping Center • 240 hotel rooms (LUC 310): Hotel li''\FTL_TPTO\0a3]S7CIYi- desigiY Place\Rerort\GrOrn Acres MiArn l Tl4.dr r Page -22 March 20'16 NOT TO SCALE Kimley»>Harn 21 LEGEND ingress Routes am +.. , .ra x 4`i i Y s i 1' • lk, - fi - • `- •w '"- d . r � ^"-• R# Ir,,,i I v. _ 7 1 E` �Y If &Ny IpY V JMR �� ,-1 R.114'r,l.e, .. rf r tr • r yt.' f #_.., 4SUterrace ' ynv e.Yi* dr w " 1. T41 i E - " • 0. T 1L • J ,r+ 'x • +. T f . rya .S,L. v tr « All •' 1,s �' .re 4 'FiM• Y tfi . A. , • . _ T <'Jf dcw: '0,Al _ rR 8 Figure 4A Passenger Vehicle Ingress Routes Green Acres SAP City of Miar Florida LEGENJ Egress RoLitES NOT TO SCALE Ir kr GI. . t 1.46,::,..f,; .1,- atil 'd. :6_1, 111;4114111 � i M. r Mr RY —4 w ... ■,*■_R 4-'1 st.s.r _+ Fr...Mw' 3 i:s o.. 1" ?' Kim1ey) Horn CJ 2016 r,r , ] .. 4! s 4 , •. e 7+ rM+A11C , ,' v wi`.fr-rrlFr ,Pe ■' i ' • r e •.r r of �. . i .. r ra ,°a,it 441 4 ter, 0 t1.4011.. 1..i.4111r 4:1,1i r�e14 fVE5[ 'Ter� � erace = aI ��•r r d+Y fifi crsfti,iri-4 � 7.e x 4.; '. of a. � Figure 48 Passenger Vehicle Egress Routes Green Acres SAP City of Miami, Florida N N DT TO SCALE ,-. • • ro �r� 1 r I I +- Ur,h'4 JI r k . i a' , .rri Al .. ti 1, t -t „ "- i!`=so -+rIR 1 ri .,F ." N tl Strut'', - ,# t. , r- _ Kimley>»Horn LEGEND Ingress R i t s. .iii • re •w..rr'�W�r4.s A r. f;r� r '►e EM+ , Jqq F11: Y.1. .w 41M 'r' , )44 w■ 4i. r r+r� yutlro, r ' r,Y " ,n +API 1q+ . `r t x�. ;v 4 . .ram Figure 4C Truck Ingress Routes Green Acres SAP City of Misr .1orida N NOT TO -SCALE LEGENL Egress Rout es ,, f, ....--.., , ,.., ,.— .. --,.. , --fito ..., -r 14ilt, .;., I . e1m.4,_r „ , ',, • irt-_ -m'' iliflk.i4 4-, - _ 41.41 -....., ..N...M..t..,'" _, -' 1 .,„.._,. ' __-IP1-i1••1".4*. ..J.:;...-. 1-,...,, 7:.::44.'.4 a. , ,p...1- at 16 , ' • to,: on • 41. ,,, 'it- — ,--, -464 . ip Ar . EP- Ir. I. .._ . f, -.. • 4,, .. 44..p.: = - AA, • -. • vt• 71. 14,-.... „I ... . .. • .. 1 — .,... -I' , ! -.1. r " i• ' - ..k lc! .014., . • _ r, - •,... ,,,,,• Ap• A _ 4,,,,,..., ,,,,.• ,, 0 4 i i ....41 .+I '''' ' 1° - .,,i'lrf11014--.4 .'r-- 1 r ariellt 11.4- -. .,,,. ,., , .c ._ -... z - ,...-... ' -14'• T 0 . . ...t- °: ;4:IL ,,,y ..., •lr I. , - •.•L ...e=.-eL 1,, _..., . 1,----. _ill:: .;,..,. ,- ." • - •,. ... ,- - r- :1 —.1. - -'I ir- , a 111 ... It amr- l 1..1 h . "l• .., . - a , 1 %, .i. . • A ... . r e ilwqr '0 0 .1. P - 0 \,,• -- '' . -1,..r., I. , Ilr - -, • . , -...,, '''' • eC I. ,- ,..411•* Eir•P•j...! . „. ... ] , 0, • ' 11. 1 mi • . I. r , .., ,.. ... ...f. - 6 -.. • Ri;-1.- 4N r - ,-, , iiIVIPtill: -0 .;‘,11 14,41144 .tr'- PrT4 ' + ,." i .- .r....- ...• ... r ,. r,.. , ki.....,..# .. , ir pl. 1 la ' . . E 1-,- - r pa . , 1 ,.., .,. 'Till:, Ur 1 A iLt SITE 1 r' t ,,,., 4,4- i ' ..: • iik v,ii.4,- ..- iv _ -, - ..11* .,' -to, ' 1" . I._ 4:41 011 r 1,11.gli :it . 1;1•61. 4L.1 .4111 . ,.. -........r. 4.... ..- g. MIL+ ,. . ...ii . ..i.7 lai ' .•• :+07,4-1.... h" -4-.0.6 = •-• --..71.7—,..17-777-. ..__'-•i_ I A .."6 , • , V L. OP ....-1•1. .-..-, ) • . .- .101. •ip , ire )t 64444.'44- :.-., r- 1.,•4 • , — ... " ' t • 1' t• '.4410, l_ jji.4.,:a1,64.4,. ....:, or,•44 In * - 0- iiiirtPt; IL • 2 . • .7.0. NI. ' ... ' r , q w 1111:r... ' "I" 4 'tr • 7., kW -I r.,.. 4 ,a•li . ' Pi f MX • Iv IL. tin.? pe . 10 •L' ...+A.0- - ..... - .•. ' 4 - 4,2r A_ . — ., 4 . ii.~ - • 04 r -41,-,.., • tam 1,41...-ii mod..• J1P •1' i *6 r41.11 it4,1" ,. r — - . Ikkk.4111..- 4 !. PI ''. ::rtc. , '''6' ' ' ...• • . irtuwiga., e Z 4. ft 1- i 11 , . In yr 11 ligir,=4.r . 16 6.. • ,1 6ril AS, .e. .-. _ ,. „. ... . -.. • ..,,pri 1 • ,..... ''. .1 : '1.':•," - - FiliW4111.6 r ,,11,- -.14 •*".• -.. -1 ,. , "...AAP • ..'.. i t- ., - t ,,,,,...... r 44,..... . i0 '10, •Ave ...`114-1 _11 ..III, • •,, .. ' -i 1 . r• '•-•••i Lai - . . • I.; i ', • . jr "416 _ 5tr al". Q'''' it, a 1_• Wlc' ,a, , „. s.,. • 40 ...- Ike + L.., , . . -4 , L . • 'IF ,L -P..4 ,, , .. e , .1, • P A ',lop . .. , .., . _ . rIf- Kimley>>)Horn t 2016 Figure 4D Truck Egress Routes Green Acres SAP City of Miami, Florida Kirriley'r}Florr+ Traffic Impact Aoaly;;is in order to account for the urban environment in which the project site is located, transit (rnultimoda!) reduction and pedestrian reduction factors were applied to project traffic. It is expected that a portion of visitors and residents of the site as well as employees will utilize transit or walk. Miami -Dade County Transit (MDT) provides nine (9) bus service routes in the vicinity of the site. A 10.0 percent (10.0) multimodal reduction factor and a 10.0 percent (10.0%) pedestrian reduction factor were applied to external trip generation. Please note that the contemplated Tri-Rail Coastal Link train station is expected to further increase multimodal travel and reduce the reliance on single occupant personal vehicle traffic. A portion of the trips generated by the development will be captured internally within the site. Internal capture trips were determined based upon values contained in the ITE's Trip Generation Handbook, August 2014. The expected internal capture rate is 7.6 percent (7.6%) during the A,M. peak hour and 27.0 percent (27.09 ) during the P, M. peak hour. in addition to the internal capture, pass -by capture trips were also determined based on average rates provided in the Trip Gerieratiorr H ndbuok, August 2014. The pass -by capture rate for the shopping center is 34.0 percent (34.0%) during the A.M. and P.M. peak hours. IT6 trip generation assumes a vehicle occupancy rate of 1.2 persons per vehicle; however, the City of Miami has determined that 1.4 persons per vehicle is more appropriate for the local area. Therefore, vehicular trips were reduced by 16.0 percent (16.0%) to adjust for these vehicle occupancy assumptions. The project is expected to generate 994 net new vehicle trips (1,392 person -trips) during the A.M. peak hour and 1,206 net new vehicle trips (1,689 person -trips) during the P.M. peak hour. A summary of the proposed trip generation is provided in Table 10. Detailed trip generation calculations for the project are presented in Appendix H. leArrLiPTOVI437520a0-Dollen PlarNLlarserr"VGrtxaeArre5 Miami T]A_dr , Page- 7 March 2016 Kinky :Horn Traffic Impact Analysis Table 10; Proposed Trip Generation A.M.(P.M.) Peak Hour Driveway Volume Enterl n8 F'xiti r5g Future Land Use Net Scale External % Trips °! Trips_ (ITE Code) Trips Existing Development 2tlG 2 }5 ] $D96 16S Apartment (220 512114 1242) [55%) .",- • (35%) (84) 5u b-Testai 246 41 165 p42) 1157) {SA) F.Toposed Redeye apment High -Rise Residential 119 19% 148 81% 631 Conderniniuntrrownl�ouse (232) 3.39U (632) (62%) (372) (38%) (260) eneralOffiiceBuilding (710) 300ksf 328 8896 296 12 32 [248) (1796) (28) (83%) (218) Shopping Center (820) 500 ksf 196 8296 134 38% , 62 (749) (tax:. 069) [52%) {140) Hotel {310 24D room 86 59% 60 41% 26 (9G) (51 ) (41) {49y4) (49) Sub -Total 1,199 638 751 11,677) (810) (867) — Net New Development 1,183 597 SSG Net New Project Trips (1,435) 1653)753) ITE/Miami vehicularoccupaney adjustment 189 95 94 {1696 reducttan) (23471 {104) (125) Net New Vehicle Trips (vehicles per hour) 994 502 492 (1,206) (549) [657) Person -Trip Conversion (1.4 persons per 1,392 703 689 vehicle) (person•trips) 11,689) ('iiaj (924) Trip Distribution and Assignment The likely distribution of project traffic was forecasted for the trips expected to be generated by the proposed redevelopment. The trip distribution was based on a cardinal trip distribution interpolation for the project site's traffic analysis zones (TAZs) for the years 2010 and 2040 to achieve a trip distribution for the project's opening year of 2025 obtained from the Miami -Dade Metropolitan Planning Organization's MPC's) Minrni-Dade 2040 Long Range Transportation Plan Directional Trip Distribution Report. The project is located within TAZ 396. The cardinal distribution is shown in Table 11. Detailed cardinal distribution calculations are contained in Appendix I. FC; FTL,TPTOj84375200d- Design Place\Rcport'Green Acres Miami TIA.docx Page -26 Mann 2D16 KirnIey »Horn Traffic impact Analysis Table 11: Cardinai Trip Distribution Cardinal Direction Percentage of Trips North -Northeast 17.00% East -Northeast I - 4.00% East -Southeast 6,00% South -Southeast 9.00% South -Southwest / 8.00% West -Southwest 17.0D% West -Northwest 14.0036 North -Northwest 15.0D% Total 100.0O % FigUres 5 through 9 show the project trip distribution, pass -by trip distribution, and assignment at the project driveways and adjacent intersections for the A.lw4. and P.M. peak hours. The project traffic was then distributed and assigned to the roadway network. K:\F1L_TPTO1043152 • Design Place \Report\Green Acrec PAlamltu.-docx Page -29 March 2.015 41. NNI 9#h Coufi NW Eth Court N 'I nth Avenue GS 44 la'} pea ru North #Arrrnl Avenw 1 —4 kW 46Ih Steeel tf fi NE 2nd Avonus NE62nd Street uamd ntady Rnaduay 0 Study Inlarstct en XX% Entering Tap D Stribuli0, {XXI% taullnp Trip D elrirxilico 1 r,74 E$ 9 NE Gist Street 1 a+a 1 P 1 i' route I Ltri NE 61st Street g J1 it 1 NE 59111 Sinai M � {�.. tir fl NE Seth Sitnet woo I RncJ i •ti of A p r4= ncr NEb4115&VOW 1111711.1, M ]La t 5 41 x 0 1L i 0 NE 5atn 1 Terrace p� Y Figure 5 Peak Ftpur PPoIev Tne LTisCritrulion Green Acres SAP City of Miami, Florida i N N1 P 52nt1 Stine 7 2 a rith /� Sheet ��" 0 2 Kimley,OHorn D2G9d IM6111 AV ALI FIW OM Street Le en 6h+dv newdwwrr O StuOy Jrrteeses9rir+ XX% Entwine Palsby pl®G1rullon [XX1% Exiling pass-#iq Etistribrdinn NE Bind . jtreet NIL slat Street NE 59t1-1Straet 4 L Ptoi ,t ti NE 614t Street ^ £rivrwav l am C W 2.ct �mOR NE Sil h Street NE 39th Street NE 5041 TWOVIT Flgurt 6 A,M. Peak Hour'Fass-G4 Dishibttt1W1 Green Acres SAP City of Mari, Florida N NarTe zr+ev F NW SZnti Street t� 6.4111 Vaunt c E m Rlb,s wrt NW 6th CQLLR KimIeyr)>Horn Dteis NW fith Court ! 6th Avenue t•, NWT tnd Avenue NW 161h Skeet C1 — 1 1 •11 •T —Ta 4t Kf, HE Sist SOON E 2nd Avrnue b'ta+dy Ro.�.hum� 0 Study Intarsec1w XX MO_ Peak Hour M. NOW Pr' $Gt Trips- (XX) A.M. Pe®k Hour Print -by Trips NE 62nd Strea NE 611.i Street t ,- s NE 591r, SiMrt NE 39th Street wr w 1 m 7,6 5.11191 Siren rw+ r, yt. $1, t t •t H 3 m T N£ Lath Terrace FRyuee ? AAA, Peak Wait Projtet Trip A+ssI9nmenl Green Acres SAP City of Man, Florida N 407:O SC -WE NW 62dnel Stre0 NW S4th Street C 6 z n 2 U Kimley Horn le NW 2nd Avenue reer1h MIAMI Avenue UIN 4lith Street + NE 621nC $'track NE 61 st 8ereet NE 58th Street v� E3 t eY 14 NE 5151 Strtet 1 M1 [}rlvwyy,y S 5 as NE 313117 Street en - Sludr Roadrra y 0 St Xtt knkefeeCiictl 3{M56 Entering Pass -by elernoution: (X]{}96 Exiting. Pes&-by Elslribuilon NE Seth Street NE 5Dth lrerrace Figure 5 P.M. Peek HOW' Pass -by 1}ibution Green Aues SAP Gity t l MI®ml. Fbride , NW r..aia Street NW Sth Court 93 93 i North Ward Avanuo NE 2ndAVenUC NW 6ii Street 4 x kW Eh Avenue imley>>> Horn 11. iT NW461h Skeet iT w L a —4 I.a en iT* ai4 NE Elsi Strew! sa r �1 1 n Le+oend O StWy Intersection XX P.N1. Peak Hour Net New Project Trips FesE( Moue PM -by Trips NE C2rrd StraeY NE Gist met 0 NE 59H1 Street 6 u lSSi 3▪ s 1e l .0 rXt O DO -sewed ! M� 4 s 1.0 + e .15 1 rt NE 39t, Street NE 5dlh Ir t: r SON r 8 11' 4 O tieSmn l Terrace a y q � 475 Figure P.M, Peak lints Projed Trip Auriga -met Green AtteG SAP City #t 1.51arni. Florida Kimley oHorn TraffiC Impart analysis FUTURE TOTAL TRAFFIC Total traffic volumes considered in the future year (2025) analysis for this project are the sum of 2025 background traffic volumes and the expected project traffic volumes. Figures 1C and 11 illustrate the A.M. and R.M. future total peak hour volumes. Total turning movement volume development worksheets for the study intersections are included in Appendix J. r,;\F1 P_rpr0014375• 00+0 • Dew Plare+,le trh,Green Ames Mlam riA.d'rm page - 35 M arch 2 DI6 rµ w r 4a z r•JA fitly Court NYuorn mama aw J14 .161 -NW znei Avenge 1114 NE Ind Avenue -O; •Y J1L. 1JW.16t+h Street mei a ]L] y m NE Else Street mt 91 f O hm. 2 n 11. r,� +t1111 R a a i'a Y i .: if. rOriromu *5 JI4 6 e�F 31.31. iw 4.114 111 f w G [ NE E2n[I Street NE 41 st Street NE filth Strut V � ur vac P•t 1 J Li LOoend y ruer it:6 ei XX A..rM.P.M Hour Trsific 9F W ia gi IL= P.� r FEF 54 711� HE 3BIM Street ei '1 Ir a x m *14 E8J r toq IL 46 0 1JE 66th 1r Terrace Figure 10 Fuhife Tcatnl A.M_ scat Hour Traffic Green Acres SAP Ctrs, EiWarn', Florida N MOM SCALE NW 62nd Si ru.r !VW UM Street it J44 NON 61h Cau a N,N 2nd Avenue 1" R men .114 4-n 1I J14 NE 2nd Avenue -231. rM Lhi ae emu, h reJ 61 1 r N aw - R A • "Y K mIey;» Horn l"s2d16 Mir uIIr gl- m, wit — NW lFtfr Street North Mfilni Avonu0 NE airl Street 14 rM itl .1▪ 14 ri 1I N. v � o A 'I. Yas J14 F• . R J 11. Tr sea Lu ..rt r,r • i 't. L ,N .11 IMP 11E 69nd Street �B4ind — Eiudy FtoszWay 0 Swoy Inter5erte•1 k14 RM. Peak THeur Trarric. P J14 Y' N E Gist Street 14 NE 511111 Street alp .I1.4 Tea xa I� r la 3 14e zra St1.1, LEE . - Y} G rla } O NE 1.9111 S1reel II a — 8 T. 4 ,1. Lei. 3R d # 4 NE 54th Street.' 4 RI s '"t 1 IF sea •1 t z>, 11E5Mh T 1. Terrace a m° Figare 1 I Fslture Total PM Peak Maur Traffic Green Acres SAP Ch. of IUBIarn Fluids Kirnley .>» Horn Traffic Impact Analysis FUTURE CONDITIONS CAPACITY ANALYSIS Two separate future conditions peak hour capacity analyses were performed. • A transportation corridor (person -trips) capacity ana ysis ▪ Intersection capacity analysis Future Background Traffic Conditions Tables 12 and 13 present the results of the transportation corridor capacity analysis for the 2025 A.M. and P.M. peak hour background traffic conditions. As Fndicated in Tables 12 and 13, the corridors have sufficient ca pacity and are expected to operate at adopted leveisof service (LOS E) during the A.M. and P.M_ peak hours. Table 14 presents the results of the intersection capacity anlysis_ All intersections are expected to operate at adopted level of service or better. Detailed 5YNCHRO outputs are included in Appendix K. Rehabilitation and resurfacing projects are planned within the study area. FDOT has planner} improvement projects along NE 54t1'Street/SR 944 (FM number 428278-2-52-01 & 428278-3-52- 61) and NE 26dAvenue (3-785O8j, Miami -made County (lvlDC) has a planned inn prove ment project alone 2"° Avenue (B-785O8). These improvements include roadway reconstruction, stormwater system, curb and gutter, Sidewalk, and signing and pavement marking upgrades; capacity improvements are not included iri these projects. Improvement project details are included in Appendix L. I4:4F r L_TPT0\44 375 2Ua] - Dula' Flaee‘Report1G peen Aug; M is ml TIluroa Page-38 March 2016 i imley)>Horn Traffic Impact Analysis Table 12: Future Background A.M. Peak Hour Transportation Corridor Segment Conditions Roadway 5e3rri4rlf Uirectrcn Exlst9n$A A.3'LeaL seaman 4faluInes CarcWth Rat¢ 3475AN,Paak Season VOIume5 corn IleVelor n1eRT5 AH7'Peak H6�f Transit eldership 2tr33®aek3rtund P.N. Peak 4iD0r Total Volume NI OireorianalPeak Ham C p ty A.intPeak Hour Transh Capacity ANL Peak New rTotal Capacity ICI &5 &. Peak 1 r Deese Capacity kM.Peak lcour LeYe9 oa Sernlre From To VehIckes Person- et Trios! - Vehides Person- T' r9 Vehicres Person- 1., Trips Person=Trips Person -Trips YehEdes POrsors . r;l Peron- lY'.s Person- 7ri. Person - Tri.s VIC L015 61E54111 Street IV Warn] AV WWI NE2nd Aduenue Eastbound 5]4 74.P w 1-25% 575 305 u o a, 8S4 1,800 2,650 2614 28154 2,010 0198 Westbaund 542 759 1.25% 5L=6 849 0 L. 30 879 1,909 2,660 272 4932 2,453 0300 NE 2nd avenue Federal Highway tas.;hsand 436 6R7 1.25%L 567 780 0 0 4;' 829 1,440 2,660 204 2,664 2,035 0.289 5rreslkiUunL9 I 357 435 1.3$% 594 551 C. 0 34 S161 1v0i, 2,b50 27,2 2,'332 2,331 0.190 C hu' IIII NTanal AYrn,r• +4 541h Street N 4.31t. Scree' etiarhbound is 6 A a. N. - 77 a 0 89 .,,3iC j 1..,710 2,39 a 743 3,142 2,243 0231 C 5outhbor,nd 1,447 2,019 1.25% 1,513 2,253 W, 0 20E 2464 I 7,134 740 3,I47 578 I 0.754 NE/ad i960o6 7v'1.52nd Street NE54th Smeet Northbound 324 443 1.25% 399 501 0 0 379 &EC i'55 L.058 1.6;0 2,64n 1.810 •7.127 C Soutalhttund 933 1.3C9 1.25% 1.046 1,464 0 0 419 1.Sa3 756 L,03.8 1,704 2.756 879 0,6@3 G NE5.4th Street NE46th Street Northbound 197 2.76 1.25% 220 306 8 11 379 698. 720 1,008 1,632 2,640 1,942 0164 0 6outhbound 652 913 :1_25% _ 725 I 1,021 _ 0 0 419 1,440 720 1,005 1,740 2,7126 J,256 9-532 P RN ayme Boulevard NE5.4th Street t4E46th Street Northbound 711 956 1.25% 795 1,113 0 0 379 1,492 1,7{10. 2,3130 1,€3Z 4,012 2,520 9372 C 5oudtbound 1,363 2.608 1.25% 2,1S3 2,917 0 0 419 3,336 1,700 2,k60 1,700 4,800 744 081.6 13 Hates: II"Volonles werecaatverted tope son-tri ps using 1.4 personfve7'itleoccupancy per City of Miami siaadards. tdFai reetIo na l peak hour ea peel ty derived hum the 2033 FOOT Q6orir y/LOS Ha ndbaak and the M l an'-Dpwr•,tawn 0Po1. Table 13: Future Background P.M. Peak Hour Transportation Corridor Segment Conditions lsaa®war !enrlYrlt rile cti ri Fpistine P.51, Pearls Season Volumes 6rOThrla4 F1*. I025 P.NI Peak Seaton Va.lumos Committed 8eaalo pnenes P,M. Peak Hor,r Tranrir Ridership 1=5 9a 5 r-ou a:I PAll_ Peak Hour Total Volume 4v) 6trect10(011 Peak Hour Cep ! P.M. P4ai{ Nadr Tr wait C.aoed1Y R.M. Peek Boor Terri Capacity (L! P.M,.Peek 4ldtrr Eeoess capacity M. Peak Iloilo- Le,el of Service From To VebTdes Person- nr inc Vehldel Person- o, trios Vehicles Person- yu true Person- rrlpf Person-rriD5 Ve5ldos Person- nr trifle. Person- rdr, Person. vitas Person. 'r tpi V%C LOS . lef 54tl6 Street N Miami Avenue NL znet Avenue , Easttaound 582 815 1.2516 551 911 , 5 7 15 933 ` 1,500 2660 140 3,000 2,057 0.311 C Westhounc 740 1,036 1.2516 620 1,139 - 4 6 23 1,139 1,5C0 2,660 _ 272 _ 2,932 1,744 0..405 C NE2nd AvtlRae Federal HIghwa•y Eaatlound 535 750 1.25% 599 139 4 5 13 860 1,900 1560 340 3,000 2,140 0_257' C Westbound 620 340 1,25% E71 939 6 R 33 9711 1,300 2,660 ' 212 2,332 1,362 0331 C koraiKarni Avenue N54t1r Street N46eh Street Northk.ouni 1,492 w 7,1739 1,25% 1,1Uet :,'Slb 4 7 06 192 2,5,..9 1,7l4 2194 74f1. 3,242. 648 0_826 54•4rt,bound 690 966 1,2510 772 1.030 . 13 53 122 1.155 1,710 2,364 612 3,006 1.,751 0-423 _ C NE2nd Manua NE61nd 591016t _ N154th street frorthbo,,nd 651 1,191 1.295 - 552 1,332 2 3 419 1,75e 756 2,058 1,564 3,627 644 0_669 0 Sou thts. nd- 456 , 614 1.25% 4A6 683 2 ES) 7019 756 i058 isod 2.822 1,585 0.398 C NE5411t Streak NE46th 'Serer.'[ Nesrthhnu nel 743 340 1.ZS% 7'r7 191 19 -7 s1' 114i f2R 1.0013 1564 2,572 1,631 41347 C Sauthbounc All S36 1.26% 425 6C.O - 61 $5 351 1,537 720 1,0153 1,564 2,572 1,535 0.403 L 0l0catnr 9ouFewrd Nt04th Street N&'MMtr Street Northbound 1.664 2,334 1.2516 11.851 2,605 3 4 415 3,028 1.7,00 7,380 1564 3,544 916 13-715$ 0 Sauthbound 1,032 1,445 12511 91,154 1616 2 1 352 1.971 , 1,700 2.360 1,.594 3.944 1,573 0.500 0 NOW: 11/V4N11'ia44 4 1-43lssl. 5445 ean'0 94 9 t0 parson -trip; 5 FRS kA p4r540i4401O eccuoiPr9 02r L119 0f rrtl erns 3tandird3. Rit]IrectionoI peak hour capadty derl ved from d$e 1413 ab4ip{rmfY7/t 5 Nerrrdhao and the MFaml.-P4kmto'W,r. 0r5l. K:\F7L_TPTO\043732000 Ootign PleelRoporx\Green Act' 3 M ism'. TIA.door Paige - 10 March. 2016 Kimley»Horn traffic Impact Analysis Table 14: Future Background Intersection Conditions Intersection Peak Hour Overall level of Service A.M. (P.M.j LOS Delay (sec} NW 62"d Street and I-95 snvthbound off -ramp (Signalized) B (C) 14.3 (24.3) NW 62rd Street and NW 5'1' Court (signalized) D (E) 35.0 (75_0) NW 62`d Street and NW 2"d Avenue (Signalized)C (0) 24.3 (35.7) NE 62 "l Street and NE 2 Avenue (Signalized) C () 24.2 (24.9) NE 62r'd Street and Biscayne Etoulev'ard (Signalized) A (a) 3.0 (1.3) NE 61n Street and Biscayne Boulevard (Signalized) .4 (A) 9.0 (6.1) NE 59t11 Street and NE Zed Avenue (Signalized) ()^2 (8.4) NW 54th Street and NW 6th Court (Signalized) 6 (B) 16.9 (12.4) NW 54th Street and NW 61' Avenue (Signalized) A (A) 3,2 (3.3 ) NW 54e11 Street and NW 2"d Avenue (Signalized) B (C) 19.7 (2C.5) NW/NE 54Th Street and North Miami Avenue (Signalized) D (D) 45.8 (38.9) NE 54th Street and NE rid Avenue (Signalized) C(C) 28.5 (24.8) NE 54d' Street and NE 3rd Avenue10 (Two -Way, Stop -Controlled} D (C) 31.4 (21.3) NE 54th Street and Federal Highway (Signalized) E (!}) 62.4 (54.8) NE 54th Street and Biscayne Boulevard (Signalized) B (A) 12.1 (9.0) NE 51;t Street and NE 2rdAverfueizi (Signalized) C(B) 2$.6 (15.0) NE 50a' Terrace and Biscayne Boulevard (Signalized) A(A) 8,8 (5.4) NW/NE 46th Street and forth Miami Avenue (Signalized) A (A) 5,6 (4.9) NW/NE 39th Street and NE 2nd Avenue (Signalized) B (8) 14.2 (19.4) Notes; ;11 Overall Intersection LDS not provided for stop -controlled Iniersretions. The minnr steer with the 8rt4tnt delay is, indicated. 12I 'Intersectlon operates as two i;21 intersections, intersection with the greatest delay is indicated, IC FrL_iri t: 0,137529Oa- Design PtmokReport\Green Acres lvtlami TIA.docx Page - 40 hirtareh 2n15 Kimley ,7 Horn Traffic Impact Alialysls Future Total Traffic Conditions Tables 15 and lfi present the results of the transportation corridor capacity analysis for the 2025 A.M. and P.M. peak hour future total traffic conditions. As indicated in the tables, all corridors are expected to have sufficient capacity and are expected to operate at adopted levels of service e;L0S E or better). Table 17 presents the results of the intersection capacity analysis for the 2025 A.M. and P.M. peak hour future total traffic conditions. All of the study area intersections are expected to operate at adopted levels of service (LOS E or better), with the exception of the two-way, stop -controlled intersection at NE 54th Street and NE 3rd Avenue during the A.M. and P.M, peak hours. The intersection of NE 54th Street and NE 3rd Avenue is expected to operate at LOS F during the A.M. and P.M. peak hours. However, a preliminary signal warrant analysis determined that a traffic signal is warranted at this intersection. Warrant 1, which is an eight (8) hour warrant, was met for the 4 hours during which data was collected for this study, two (2) hours for each of the A.M. and P.M. peak hours. A full signal warrant including eight (8) hours of data collection will be prepared. Linder signalized operation the intersection of NE 54th Street and NE 31d Avenue is expected to operate at LOS C during the A.M. and P.M. peak hours. The project proposes to signalize the intersection of NE 54th Street and NE 3rd Avenue and construct a westbound Left -turn .ane and an eastbound right -turn lane in order to accomrnodate traffic to and from the Green Acres redevelopment. Contingent on the results of an '-hour signal warrant analysis that will be prepared for the subject intersection. The construction of the eastbound right -turn large will effect approximately eight (8) on street parking spaces along NE 54"M Street while the construction of the westbound left -turn lane will effect approximately 15 on -street parking spaces along NE 54' Street based on proposed FROT improvement plans for NE 54th Street/SR 944 (FM number 128278-2-52-01 & 428278-3-52-01). K,LFTL_TPTO O437520Q0 -Design flace4Report\Green Ayes Miami TIA.ricoa Page - 41 March 2016 KimIey0Horn Fraff is Impact Analysis Please note that the existing two {2) offset signalized intersections at NE 51' Street and NE 2"d Avenue which provide access to Design Place and the Miami Jewish Health Systems site will be realigned into one (11 signalized intersection and will provide access to both developments as part of this project. This improvement will not impact on -street parking spaces along NE grad Avenue. Detailed SYNCHRO outputs are included in Appendix M. KAFTL_TPT00 3752001- Qe5kgn Ph[e11epPrikGreen Ages Miami TIAdPCx Page - 42 March 2016 Kimley'>Hcrn Traffic Impact AnxfysIs Table 15: Future Total A.M. Peak Hour Transportation Corridor Segment Conditions Roadway Segment Direct ion Z025 Baclrground AM. Peak Hour Total Volume PrnjerCtA.M. P6aifl'I!Gut O 3trilryi 4 ti (Mason urn I Protect AM. PeakH9ur Assignment 2025 With Protect Traffic A.M.Peek 1 Ur Total ahane (1 Profect'riif& W ntributinn ie} Project (¢TytdllsutIon Greater than 5% A.M,Pakkivaur T5[a1 apathy ICI. AM. PeakHaur ErrcessC,aPacity .4,NA.Peak finur LeveloiSe:rvl¢E Frarri TO Pertar -Trips Person -Trips Pelson -Trips Person -Trips Person -Trips Y/C LOS Nt 54 Ji S1fL —. ' 1 NI t:.ti, it Avert1l' NL 2 rid ,84 er1uc Er-si c1unc 8 4 280c0 1IR1 935 4,567 1J4 2 g$4 1,879 0.344 C t7Ut. Westbound 379 1,G37 4.16% No 2,932 1.925 0343 C 7.fi9S cut 129 NE2nd &runup Federal Highway> Eastbound 323 1,061 8,097E Y - 2,864 1,803 0370 C 43% 112 VY-r tbound Al 43% In 216 797 7,36% 2,931 2,135 - 0.272 - C Nordi a rni Avenue, North N Pi 54th Street Id46th, Street Northbound 339 924 DID% ._ 3,142 2,218 0.2.94 C 095 Uut q South bound 2,46,4 2,489 {I,7876 No -.- .= 653 0792 C 5% C,iur PS- — NE 2nd Avenue NE 62nd Sheet - NIE Stith Sheet Morttrobuvnd 290 r 999 1-9214 No 2)690 1,761 11.365 C 1oa5 �Ot Sauthbound 1,339 �Qgt 30 1,933 1.82% No 2,758 825 0.701 D Cut tit r E San Street NE 46th Street Northbound 59.EL 15 In 80 779 3,04% No 2.640 1,061 17.295 C 0% Out SSuuthbpetnd 1,440 0 1,519 2,91% Na 2,706 1,189 0.561in t 15% Out 7'; Biscayne Boulevard I' L `a41i Street N 46th Stair I rthlso nti 1,492 .. - - 1tT76 1,557 1.53% No 4,01.2 2,455 0.3913 C Out - fly Soothbourid 3,310 in 3,400 157% No 4.0 0 680 0.633 13% 64 Note: ri1Project traff I c contribution 4 the partIon of the roe dwa y s egmen is a domed peak hour Itxei of service volume uti l i red by the pr of ect- 4F?L_TPTO\44375240O - Design PI ace,.Report Acres Miami TIA.de?cx Page - 43 Ma• Kim!ep»Born Traffic Rmpact Analysis Table 16: Future Total P.M. Peak Hour Transportation Corridor Segment Conditions Roadway Segment Direction aCl25 Background P.M. Pe ilk HaLrrTotal volume ProjeetPM. Peak Hour C?Istrihutlon {Nfaxlmumy i3roFertPM. Peak Hour As4ignrient 2625 wish PrajectTrdffit P.M.. Peak Plaur YotalVo�urrle � � Project iraFfic Cbntrihutiantr� Ptah ct Contribution Greater than 5% P,34f.PeaitHo-ur TM' �a arat ? Ifi) pipit peak Holm Eircessca pay P.M. Peak Hour Level o¢SerVl[e frOhh To PM1Cn-Trips PCr58n-Trip Person -Trips PtirSCIr.-Thias PeerSOR-Trips 'VC COS NE 54th Street ri Miu mi Avenue MC 2nd Avenue Ea1115OUnd 933 20'l% 7.1 t,13-i Yes 3AC0, 1,a67 D,.3lit - C CPua Westbound1,1$$ 1.427 Yen 2,932 1.5415 0.987 C put 1'49 NE 2nd Avenue Federal HIghwa.t. Eastbound 86d 1,2a6 14.21% Yes 3.UGd 1,714 t}.429 C 43 Dut .a5 Westbound 970 4 331 1,3f11 11-28% Yes - 2,922 1,631 I0.444 C Dut North Miami Avenue N S4th Street NI46tk1 Street Northbound + 2,S94 5Sb-bn 38 27632 i.1246 No 3,142 Si(] t 7.8a O1K C7ut 0 Sputhbound 1,255 IDut 1,101 1..5345 No 3,006, 4,7C01 O433 C a NE2ndAvenue NE 62nd Street NE 5401 Street Northbound 1,754 1.846 3.519-. No 2,622 777 0.704 D 1014 Out 92 5ou7flbaund - 1,038 1 Iaut TT 1,115 2.939E No - 2,622 1,SDE 0415 C NE 541h Street NE 46th Street Northbound 891 163E In 123 1,014 4.789E No 2,572 1,5S8 0394 C 03G Out ❑ 5authbound 1,037 0% I n t? 1,1$5 S.77sr, Yes 2,577 '2307 0.461 t E6% Out 24/ — Di5CUYneB olevard NE54thStreet NE4thStreet Northbound 3.I 26 1p96 iQQ 3,12$ 7.4#74 No 3,944 S1h. 0,793 fi Out ` Southbound 1.971 2,090 3.D346 NO 3,994 1.8S4 (1530 139E Out 120 Notes "'P rofect traffic contribLit. on is the portion of the roadway segment's. ad,a#rted Aeak 110ur Ievel of service volume atilt ed by the Project. r::\FTE._TPTO\0437920K-Design Plnee Repdrtl.GroertAcres Miami TIA.docat Page- 44 March 2016 Kimley>>Norn Iraffie Impact Analysis Table 17: Future Total Intersection Conditions Intersection Peak Hour Overall Level of Service A.M. (P.M.] LOS Delay (sec) NNW 62" Street and I-95 southbound off -ramp (Signalized) B (C) 15.6 (25.3) NW 62"p Street and NW 5tr' Court (Signalized) D (E) 40.7 {77.a} NW 62'td Street and NW 2nd Avenue (Signalized) C (D) 24.5 (37.1 ) NE 62nd Street and NE 2"' Avenue (Signalized) ,T () 25,5 {25.8) NE 62ra Street and Biscayne Boulevard (Signalized) (A) 3.4 (1.4) NE 6111 Street and Biscayne Boulevard (Signalized) (A) 9.0 (6,2) NE 59th Street and NE 2"41Avenue (Signalized) A (A) 4,5 (8.7) NW 54'h Street and NW 6ih Court (Signalized) 3 (B) 17.4 (12.8) NW 54th Street and NW 6a' Avenue (SlgnaiizO A (A) 4.0 (3.8) NW 54th Street and NW 2"d Avenue (Signalized) m 20.0 (20,7) NW/NE 5414 Street and North Mlami Avenue (Signalized) (E14 f 53.0 () NE 54th Street and NE 2nd Avenue (Signalized) w C (C) 34.9 (31.2) �! NE 54th Street and Service Vehicle Entrance (Upsignalized) tail NE 54th Street and NE 3d Avenue/Driveway] _ (Two -Way, Stop -Controlled) y ,r (Signalized) F ( . ,� C (C) >80 (>80) 33.5 (26.1) NE 54'h Street and Train Station Atcess]1l (Unsignallzed) tit 4:19 NE 54th Street and Federal Highway (Signalized) E (1a) 76.3 (54.9) NE 54th Street and Biscayne Boulevard (Signalized) B (B) 17.9 (12,6) NE 51'` street/Driveway and NE 2"' Avenuet3l (Signalized) 3 (g) 33.9 (38.6) NE 50t''Terrace and Biscayne Boulevard (Sil• nalized) 3 (A) 1C.7 (7.6) NW 40' Street and North IVliarni Avenue (Signalized} A (A) 6.7 (6.5) NW 39th Street and NE 2"d Avenue (Signalized) B (B} 14.2 (19.7) v01c3. {1] level61 StNicc fib! are'+lded fa+Fran-liiaw atiernents. 12] lnaneecticn prapervenet to be s}nelliee7 ss ruIT al mere oaleprnen!. (il H9duunlapreent Includes/Rllrl"g tete (21 I nteeserUcn; !Ma cna t1laatarxed tan- ,�rf TPT43104375F4ttq-Design wxeIRepdrt),.6reenACPesMlard T]A.docx n age -45J' ratrtli 2016 Kimley )Horn Traffic Ympatt Analysis TRANSPORTATION DEMAND MANAGEMENT STRATEGIES Transportation demand strategies are proposed to reduce the impacts of the project traffic on the surrounding roadway network. Mierni-Dade County provides public.transit inclose proximity to the project site. In addition, other measures are under consideration to encourage people to use public transportations, use bicycles and walk, and find alternatives to the typical workda r hours. Examples of these incentives include, but are not limited to: • Providing convenient and secure areas for bicycle parking • Providing bike lanes throughout the development ▪ Contemplating a Tri-Rail Coastal Link train station within the development The applicant intends to make the site bicycle/pedestrian- and transit -friendly and will consider these features for incorporation into the site plan. Bicycle Facility Considerations The development is contemplating improvements and amenities for bicyclists. These improvements may include bicycle lanes, short-term and long-term bicycle parking, and participate in a bike share program on -site. Specific Improvements will be developed. Tri-Rail Coastal Link The applicant is contemplating a train station within the development to accommodate FDOTs future Tri-Rail Coastal Link. This improvement will be coordinated with FDOT and South Florida Regional Transportation Authority (SFRTA)> rti_TF OVA3752000- peslgn PIacejQeporrkGreen Acres MIaml-IA.cAscx Page, 45 2.61€ liimnley »Dorn lraf%Ic Impact Analysis CONCLUSION This traffic impact study assessed the impacts of the Green Acres Special Area Plan project on the surrounding transportation network. The analysis was conducted in accordance with the City of Miami requirements, -analyzing transportation corridor segments and intersections. Trip generation calculations indicate that the project is expected to generate 994 new vehicular trips and 1,392 person -trips during the A.M. peak hour and 1,206 new vehicular trips and 1,689 person -trips during the PM, peak hour. Project trips were assigned to the roadway network based on a cardinal trip distribution obtained from the Miami -Dade Metropolitan Planning Organization's (MPO's) Mianw-Dade 2040 Long Range Transportation Han Diirectionoi Trip Distribution Report. Transportation corridor segments capacity analyses and Intersection capacity analyses were performed for existing conditions and tor future conditions with and without project traffic. Results of the analyses demonstrate that the transportation corridors and intersections in the vicinity of the project site operate at adopted revels cif service (LOS E or better) during both the A.M. and P.M. peak hours, with the exception of the two-way stop -controlled intersection of NE 54th Street and NE 3'd Avenue during the A.M. and P.M. peak hours. The intersection nr NP nod. Street and NE 1'd Avenue is expected to operate at 05 F during the A.M. and P.M. peak hours. However, a preliminary signal warrant analysis determined that a traffic signal is warranted at this intersection. lender signalised operation the intersection of NE 54th Street and NE 3rd Avenue is expected to operate at LOS C during the A.M. and P.M. peak hours. The project proposes to signalize the intersection of NE S4`I, Street and NL 3`d Avenue and construct a westbound left -turn lane and an eastbound right -turn lane in order to accommodate traffic to and from the Green Acres redevelopment. Contingent on the results of an 8-hour signal warrant analysis that will be prepared for the subject intersection. The construction of the eastbound right -turn lane will effect approximately eight (8) on -street parking spaces along NE 54th Street while the construction of the westbound left -turn lane will effect approximately 15 KAFTI._YPTV..04375 2 bx74 - oeslea PWeP'\Re ft\G"men A*rer MlamI TIA.dac. Page - 47 March 2016 Kimley ))Horn Traffic Impact Analysis on -street parking spaces along d 1E 54`11 Street based on proposed FDOT improvement plans for NE 54th Street/SR 944. Please note that the existing two (2) offset signalized intersections at NE 51st Street and NE 2"d Avenue which provide access to Design place and the Miami Jewish Health Systems site wild be realigned into one (1) signalized intersection and will provide access to both developments as part of this project. This improvement will not impact on -street parking spaces along NE 2" d Avenue. The project is contemplating a series of improvements Including bicycle lanes, short-term and long-term bicycle parking, and a Tri-Rail Coastal Link train station. These improvements will encourage people travel to and fromthe project to use pubtictransportation as welt as promoting bicycling and walking. ICkFTOPT01649752000 - design PiaLARep4rt\Green Aced Miami T$A, rage dB March 2016 Appendix A: Conceptual Site Plan BUENAV1STA;NFIG1430 T6-8 EAST T6-8 SOUTH T6-12 CORE ow T6-12 WEST T6-8 NORTH ARCHBISHOP C IJRLEY -NOTRE DAME I-,IGN SC) OOL I 4a Cr 'c. • UPPER EAST SIDE aE MOR_ a ._ "NE191BDF QD EASTSIDE RIDGE, LLC 111 MW AIr6ff .111 LOCATION MAP J) A-4 Appendix B: Methodology Correspondence Kimley>»Horn Memorandum To- Irene S. Soria, P. City of Miami Adrian K_ Dabkowski, P.E., PTOE 14D Cory D. Dorman, E,f, From: Cate; January 22, 201E Subject: Design Place Special Area Plan Traffic Study Methodology The purpose of this memorandum is to summarize the traffic study methodology as discussed at our November 6, 2015 meeting for the Design Place Special Area Plan (SAP). The proposed redevelopment is generally bounded by NE 54th Street/SR 944 to the north, NE 50m Terrace to the south_ Florida East Guest (FEC) raiivray tc the east, and NE 2"d Avenue to the west. The proposed redevelopment will consist of a mixed -use project that will include residential, retail, and office land uses. Please note that the site proposed for redevelopment is currently occupied. The existing development consists of 512 apartmentunits. The proposed redevelopment consists of 3.360 high- rise residential candominiumltownhouse units, 250,000 square feet of general office building, enck 250,000 square feet of shopping center. A conceptual site plan far the proposed redevelopment is included in Attachment A. STUDY AREA The following intersections and roadway segments will be examined as part of the study area: • NW 62"d Street and 1-95 southbound off -ramp • NW 62n° Street and NW VI' Court • NW 62" Street and NW 2"d Avenue • NE 62"d Street and NE 2"° Avenue • NE 62" Street and Biscayne Boulevard • NE 6157 Street and Biscayne Boulevard • NE 59'h Street and NE 2rd Avenue • NW 54t" Street and NWG'' Court • NWV 54"' Street and NW6'h Avenue • NW 50 Street and NVV 2' Avenue • NW11JNE 541' Street and North Miami Avenue • NE 5411' Street and NE 2"`` Avenue • NE 54'h Street and NE 3"' Avenue • NE 541h Street and Federal Highway • NE 54 ' Street and Biscayne Boulevard • NE 51 s' Street and NE 2"° Avenue • NE 50'' Terrace and Biscayne Boulevard drIey-horn co.rn 600 North fine Island Road. Suite 450, Plantation, FL 33324 954 535 5100 KimIey Horn • NW 4E' Street and North Miami Avenue • NW 39' Street and NE 2"° Avenue The following corridors were identified for analysis: rrene $. SQna, P. ., January 22. 2Oft. Page 2 • NE 541' Street between N Miami Avenue and NE 2r'd. Avenue • NE 54`11 Street between NE 2" Avenue and Federal Highway • North Miami .Avenue between NWINE 54th Street and NW,"NE 46th Street • NE 2" Avenue between NE 62n° Street and NE 541" Street • NE 2"d Avenue between NE 54' Street and NE 45" Street • Biscayne Boulevard between NE 541" Street and NE 46" Street DATA COLLECTION A.M. (7:0O-9:00 A.M.) and P.M. (4:0O. :00 P.M.) peak hour turning movement counts were conducted at all identified study intersections. Continuous 24-hour machine counts will be conducted on study corridors_ All traffic counts will be adjusted to account for seasonality using the appropriate FDOT seasonal factors. Signal timing information will be obtained from Miarni-Dade County Public Works end Waste Management Department — Signals and Signs Division_ TRIP GENERATION Trip generation calculations for the proposed development will be performed using Institute of Transportation Engineer's (ITC) Trip Generation, 9' Edition_ The trip generation for the proposed land uses was determined using ITE Land Use Codes 232 (High -Rise Residential Condominium/Townhouse), 710 (General Office Building), and 820 (Shopping Center), For the existing land uses ITE Land Use Code 220 (Apartment) was used_ Project trips were estimated for the A.M. and P.M, peak hours. Detailed trip generation calculations are included as Attachment l3. A 10.0 percent (10.D%) multimodal factor and a 10.0 Percent (10,D%) pedestrian reduction factor will be applied to external trip generation to account for the urban character of the area. Transit route information will be documented in the report A portion of the trips generated by the development will be captured internally on the site. Internal capture trips were determined based upon values contained in the ITE Trip Generation Handbook, June 2004. The expected internal capture rate is 5.8 percent (5.8%) during the A . peak hour and 22,1 percent (22.1%) during the P,M. peak hour. In addition to the internal capture, pass -by capture trips were also determined based on average rates provided in the Trip seneratron Handbook, June 2004. The pass -by capture rate for the shopping center was 34.0 percent (34.0%) during the A.M. and P.M. peak hours. ITE trip generation assumes a vehicle occupancy rate of 1,2 persons per vehicle; however, the City of Miami has determined that 1.4 persons per vehicle aro more appropriate for the local area. Therefore, vehicular trips were reduced by 16.0 percent (16,0%) to ad`ust for these vehicle occupancy assumptions. The project is expected to generate 853 net new veh"cle trips (1,194 person -trips) during the A.M. peak hour and 1,020 net new vehicle trips (i,428 person -trips) during the P.M. peak hour. k coley -horn corn 50n North Pine island Roast, Suite 450, Plantation, FL 33324 c`54 5a5 e.1O0 Kimley>»Horn here S. Snrva, P E . January22. 2015 NV 3 TRIP DISTRIBUTION The likely distribution of project traffic will be forested for the trips expected to be generated by the proposed development. The trip distribution will be based on an interpolated cardinal trip distribution for the project site's traffic analysis zones (TAZs) obtained from the Miami -Dade Metropolitan Planning Organizations 2040 Cost Feasible Plan travel demand model 2010 and 2040 data. The project is located within TAZ 396 Therefore, a cardinal distribution was developed based on this TAZ. The detailed cardinal distribution is provided in Attachment C. BACKGROUND GROWTH RATEIMAJOR COMMITTED DEVELOPMENT A background growth rate will be calculated based on historic growth trends at nearby FDOT traffic count stations. Additionally, growth rates based on Miami -Dade Metropolitan Planning Organization's (MPO) projected 20"0 and 2040 model network volumes will be examined. The higher of the two (2) growti7 rates will be used in the analysis. Documentation will be provided in the Appendix of the traffic impact study. The Miami Jewish Health Systems located at 5200 NE 2Id Avenue was identified as a committed development. Please note that the City will provide the project's trip distribution and assignment in order for the project to be included as a committed development. The Design District SAP will also be included as a committed development.. CAPACITY ANALYSIS Capacity analyses will be conducted for the AM and P.M. peak hours at the study intersections. Intersection analyses will be performed using Trafficware's Synchro traffic engineering analysis software, which applies the Transportation Research Board's (TRB's) Highway Capacity 14Manuai (HCM). 2000 and 2010 methodologies, Corridor analyses will be conducted using information from the Miami DRI-Il/IIl (i.e. person -trip capacity) and FDCT's Qualify/LOS Handbook_ If intersection or roadway deficiencies are identified, strategies and improvements may be developed as mitigation measures. Capacity analyses will be conducted for three (3) scenarios: existing, build -cut without project, and build -out with project. The build -out year will be specified in the analysis. If intersection deficiencies are identified, strategies and improvements will be developed as mitigation measures_ The following graphics will be included for the study intersections: 1. Existing conditions 2. Trip distribution 3. Trip assignment 4. Future background conditions (with growth rate end committed development traffic) 5. Future total traffic conditions (with project) kiniley-Born ccm 60.0 North Pine Island Road Sure 46C, Plantation, FL 33324 954 535 5100 I ml >»» Horn friitn. S. Soria, RE.. January 22, 2076. Faye 4 THOROUGHFARE AND VEHICLE CIRCULATION DIAGRAMS As part of the Special Area Plan submittal, a roadway thoroughfare diagram will be submitted_ The diagram will consist of a vehicle circulation diagram depicting truck and passenger car traffic patterns entering and exiting the site will also be provided as part of the submittal. TRANSPORTATION DEMAND MANAGEMENT STRATEGIES Transportation Demand Management (TDA, strategies will be developed to reduce the impact of project traffic on the surrounding roadway network and promote trip reduction. Typical measures include promoting bicycling and walking, encouraging carlvanpooling, and offering alternatirres to the typical workday hours. Specifically providing an on -site bicycle sharing station will be examined. Furthermore, examining a potential on -site busstop to serve future City of Miami trolley routes proposed in the area will also be examined. DOCUMENTATION The results of the traffic analysis will be summarized in a report, The report will induce supporting documents including signal timings, lane geometry, and software output sheets The report will also include text and graphics necessary to summarize the assumptions and analysis. MANEUVERABILITY AND ENTRY GATE OPERATIONS ANALYSIS Maneuverability analyses and garage entry gate operations analyses will be performed when applications for specific site plans are submitted as part of the entitlement process, Operational analyses of specific driveways and trip generation analyses will also be performed. K:IFTL TPTOT1437620n0-Design PlacelCerrespondencelmemoX01 22 16 Design Place Traffic Study Meth€rdalogy_Rev.docx Kitrilev-hcrrt com 60J North Pine island Road, Suite 450, Plantation F_ 33324 954 555 5100 Attachment A 1� r r L Attachment B EX[STI iG AM PEAT( HOUR TRIP GENERATION ITE TRIP 1IENERAT1CN CFIARACTERJSTICS Lind are 11Fslpfl ha fdakw IR Cale 226 512 2IRECTIONAL UIBTFT18L1TICN ITE t Puree Ikea. T Au 26% tee CO% PROJECT TRIPS I, Col 54 704 251 A114°TIMQPAL RE6lFC716N" r exenot FF. T11FI 25 VOLUMES ti 45 185 Tell 220 10% PEDESTRIAN REDUCTION PACTbif" annex Ia.dl; 124 VOLUMES coe 41 1455 Tani 2.70 INTERNAL CAPT1111! INarlm1 DA% 1.0 Trips 0 41 VI LUMES 155 TmFM 209 PAS0- Y CAPTURE, MICIM Rs Teel. NET NEW PROJECT TRIPS 41 a CI Tad 1os Z64 S 7 0 i3 _ 10 1t 12 I50 C Eg0➢IICn 220 V" &44°r 3.73 VOW ME8 In Cie TAW NET NEW PROJECT TRIPS g ECM ME �y�..rp� MIEN � ex NM Te4 o °I:J1 . a;:lr r..l I_I �riufllarl r..� � I®ECM�i4�1M� T° EEO ME E.03 I � . i MM NEEMM INEPII'4'�:.ri!®KEENMIEN KLEE __ I OR4m BIeI[(irA OdK 10OTF umug 6.1% q0 702 1JJ% 0 sheppinp Cellhr D TIT TP.01F TODk T2°'S9e 82 205 94.1%i TIT MEM Exerting btreiopmellL 51 294 ZA1 19.5W 25 is 143 22B 50. V 1511 VDF Redhslian Existing Polling Tops Eila rt5 Peratn-Trips (1.4 persons per vehicle) M ASI 11) Baseden Cky Di Miami invu1° 5 n peeled 0105 i5evcbomT.91 rd CANS& el11,5 Mi5TT5Di7I. a 1014 MULrnTGa11E1lrand 16%Retles0051 factor were uses. 11E TRIP netERAT1ON 6111ARP4:11C J01/W I1TI T 043 ecele A14s 7":7,B 11-.LIT1111 ii�i�■I!■ Pfopaeed Dereloprne as. 772 a1.e43 1E4 55.5 27 ' 524 10.0% 1 Mil liv 5N5 7&7 iJ112 5,L45 00 545 747 1_2E2 Sx% 70 510 16%TOFRerionlion g1 Proposed Ceyelnpmarrt vahI1 T11pa Ptc.054ed De./Moment PeTEon-Trips (1 4 persons per se hick) 0 14 t5D ti 424 tT 222 710 520 Egandkn Y.11.2r.14126-1i6 4NE57.9,51.14P0.1.57 LNm a oe1'iNQD1.Z24 250 101 45 MIR 1•.1. taTRISIO •. Pennell ea W PROPOSED AM PEAL HOUR TRIP GENERATICI+I na1x PRPI±ECT TRIPE In art Teal FAULTS., OOAL 5120Jc-riore1 MP n4rcae Trips VOLUMES in Oa Dar 41 115 0 41 85 206 0.0% 0 if 7 153 206 24 93 i29 17 40 0% PEDESTRIAN REDUCTION FPCTD:Fr PRF Tips Pertain VC LUMES W Tar Parise! 114 1 DI 425 59B 525 1,026 07 1,42a 1001e1. 11/ 15114A on Cdyoi Miamimpra. ex p pnrlalnr2 inn de•+eic:°Iml al T cklsd1• 61lhc Mi*1- 32l° d 1D% Mulimeddiadur and 1d% pedostaian naive were Usen KAFTLTP'T0lD43752CO0 - Design PIacetiCalcsarip 1.3Cr1111 10 15 Trip Geri AM x[sx_ PRINT -PEAK HOUR 11f16l2015,5:22 PM Net New Whit le Trio PeaaorF-Trips [1.4 perssnn per vehicle) NWT NEW P R47Jlt;T TRIPE N oil TexI 114 455 103 551 44a 1,1!4 EXISTING PM PEAK HOUR TRIP GENERATION 4 7 1 10 11 12 1TE TR1P GEh1E11ATR7N'c 1-4141nG1ERl6TIGs ITE Load IAs. 17E raie DIR€C1IDNAL GRQSS 2ISTR18-LF110F\ PROJECT TRIPS NE renews Vnr ApaI70era ao 512 au ITEC0d1 E0uWssl 270 53e0ty+l7 e5 2 0vi 0J Tart MULTI 10.014l, REDUCTION" Pemesi NR Tarps In 1raW NE8 DJ Taal 10%F DET7RYR RE41JGT14b1 FAGTCRrr HF Perm R7► VOL4155E& M .7nn Tamil INTTRNAL CAPT4'RE Y12,L0ME51 Pena. 1llp• a heal PA98-av CAPTURE P.venw P6 1.1P REF NEW PROJECT T1RIP8 leer 35.14 194 105 29p 10A% O1 175 Tag 10 AYR.2T 947 65 245 11.04 6.05 162 16 242 i 01.1g •FYI. pm4rl 191 211 19.0% 41 175 259 16%yI'}f Rea a LI101i Eskting Vehklr Trips ESLstino Perrin -Trips j1A per a ss per walker) Nolen: Ilr Dosed r11 GAT or Mlami alpm. as a prawn or Mr neve921991.9m ri%r1' 113.4. Mlusnodal Taeler ar 1 145r, 5,15453533n l5def were Irked. rra TRIP OMERATION CHARACT.ERISTiCS DIRECTWPML otanicterwr 10.0% 27 117 R1 242 0.055 0 Tb7 ►5 24# 04. o. 151 25 13 242 14 39 132. a1 21:3 1E15 99 G7 Rld su9lI faE+1 PROPOSED PM PEAKI-IDUR TRIP GENERATION 0.R3ss PROJECT TRiP3 MLPLTI MODAL 3MuCndFl YOLILSE5 I DT. PEDESTRIAN RE01PCT10N FACTOR1. VOLUMES arreissusL CAPTURE YDiAJSIFS Pa,6s4DY CAPTURE NET NEVI PROJECT TRPS Ngh1.Rise Residential corleemlelumT9441 Uencra1,0111,c1 Edleg hnrIfIreg Conan. 1T.E tore 232 710 524 Slat 3364 2551 Sea IlE LM5s W kef ksr PerCUll r 32%1 17% 4E% 91% 52% 57% 716 91 ST7 Coe 440 267 521 Vaal 1,155 368 1,121 ep1 Pee."_, RDAs :01114 1la 10.11% 36 14,D46 115 In 545 56 515 n.e 257 149 1 n. 1,TA2 322 1,074 Porrxree Par rep. Tml lamnpri 52 Erlpr 14.0% 10.0Y, 141.0% _ 04 562 356 32 50 240 105 454 S W 538 273.5% 2W 22.616 D67 20.2% }58 26 1386 224 3e1 392 7412 224 74a orrrool 2.07L 0II9k &/:0.4 P1 TrR.r CS* 4olal 263 415 25 264 2E9 742 153 224 6 440 7 • [ ID 11 12 i7E C11 E4,51fi it 2ti2 Y.0.aeprp19.4T V 710 Y=1,12•11Q•711,45 920 JAY} = Or6 T'L14 PO 1.51 2,718 Proposed De`5MapmenL id% W7F Relearn Prapos.d 01IYalapriss8V. Dole Trips Proposed Dereloyment Pusan -Trips 11,4 pes®onp per oehk59l 140Ies: 41}83310011 Cr? p1-MWm11npu1, e5 a p5r1155 al 1171 4dwe55151e8113 aiAii2e1111115 Unfit f1RE a 10% Ma 1lmodrl l solDr 61110% ptaGsllsn rso.sr ..are ape.), I5144 271 1,211 1,222 . 2,135 19A% 244 1,495 2,1 C5 2L 1% d6E ass 1555 1,709 14.511 251 727 729 1.4E5 116 117 223 611 512 1223 855 eii T.212 Net New. 1lihiele Tripe Part...Trips 11,4 person. par voider) Nei' NEW PROJECT TRIPE MIL Tod 474 3,11 1.62G 1r0 PSS8 1,428 1,33i 1,3E2 , K:1F- 'FTO1O437524O4 - Design PlacelCalcskTrip Gen111 19 15 Trip Gen PM,xlsx. PRLNT 1S HOUR 1D1F• 15,1:49PM Internal Capture Reduction Calculations Methodology for A.M. Peak Hour and P.M. Pe.3k Hour based an the Trip Generatfan Handbook, 3rd Edition, published by the Institute of Transportation En lneers Methodology for Deily based on the average of the Unconstrained Rates for the A.M. Peak Hour and P.M. Peak Hour SUMMARY (PROPOSED) INPUT GROSS TRIP GENERATION Laud Use Daily A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Enter Exit Office 283 39 50 240 Retail 147 90 464 503 Restaurant Cinema/E me rta1 n rnen t Residential 155 658 582 356 Hotel 0 0 585 787 1,096 1,099 OUTPUT INTERNAL TRIPS Land Use Daily A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Enter Exit Cffice 0 0 19 11 24 42 Retail 0 0 18 14 83 141 Restaurant 0 0 0 0 0__ 0 Cinerna/Entertainment 0 0 0 0 0 0 Residential 0 0 3 15 t36 60 Hotel 0 0 0 0 0 0 0 0 40 40 243 243 OUTPUT Thrall %?ecluctior, 0.0% 5.8% 22.1% Office 9.3% 2_3% Retail 13.5% 23_2% Restaurant Cinema/Entertainment Residential 2.2% 20 q Hotel OUTPUT EXTERNAL TRIPS Land Use Oaliy A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Enter Exit Office 0 0 264 28 26 198 Retail 0 0 129 76 381 362 Restaurant 0 0 0 0 0 0 Cinema/Entertainment 0 0 0 0 0 0 Residential 0 0 152 643 446 296 Hotel 0 0 0 0 0 0 0 0 545 74'1 R 43 856 Attachment C Cardinal Distribution forTA2 396 Year 2025 Applied Percentages 15.00% 17.45% 15% 17% 13. [ >; 3.65% 149% 4% 17.45% 17% 18.10% 9.00% 18% 9% Cardinal Trip Distribution 5.55% 6% Cardinal Direction Percentage aif Trips 2025 Interpolated 2025 Rounded 2010 2040 North -Northeast 17,9% 17.00% ' 17,45 6 17.00% East -Northeast 3.9% 3.4D% 3.65% 4 00% East -Southeast 6.3% 4.80% 5.55% 6.00% South -Southeast 7.5% 10.50% 9.009 9.0D% South -Southwest 17.4% 18.80% 18,10% 18.00% West -Southwest 17.7% 17.20% 17.45% 17,00% West Northwest 13.6% 14.00% 13,80% 14.00% North -Northwest 15.79i 14.30% 15.'DO% 15,00% Total 100,0% 100.0% 100.00% 100.00% K:\FTL_FPTG\O43752000 - Design Place \Calcs\Distrihution\Cardinal Distrbstion Rev.xds Directional Trip Distribution Report MIAMI-DADE LONG RANGE TRANSPORTATION PLA\I UPDATE TO THE YEAR 2040 Miami -Dade 2010 Directional Distribution Summary Origin TAZ Cardrrtal Directions Taal County TAZ Regional TAZ NNE ENE ESE SSE SSW WSW WNW NINW 390 3290 PERCENT 8.8 2,6 5.7 1.7 23,0 20.4 23,3 1•:_5 391 3291 TRIPS 677 222 201 240 1,028 1,138 622 934 5,062 391 3291 PERCENT 13.4 4,4 4.0 4.7 20.3 22,5 12.3 18.5 392 3292 TRIPS 1,088 324 253 520 840 1,178 972 969 6,146 392 3292 PERCENT 17.7 5.3 4.7 8.5 13.7 19.2. 15.8 . ,_ 393 3293 TRIPS 330 165 347 315 427 442 393 428 393 3293 PERCENT 11.6 5.8 12.2 11.1 15.0 15.5 13,8 1=.+.: 394 3294 TRIPS 21 2 2 3 30 11 11 19 594 3294 PERCENT 21.2 2.0 2.0 3.0 30.3 11,1 11.1 19.2 395 3295 'TRIPS 491 214 305 512 613 598 455 538 3,726 395 3295 PERCENT 13,2 5.7 8,2 13.7 16.5 16.1 12.2. 14,4 396 3296 TRIPS 1,919 417 680 S#14 1,866 1,8971,453 1,685 10,721 396 3296 PERCENT 17.9 3.9 6.3 7.5 17.4 17.713 6 15.7 397 3297 TRIPS 836 307 423 898 911 861556 944 5,676 397 3297 PERCENT 14.7 5.4 7,5 14.8 15.1 1 .2 9.8 16.6 398 3298 TRIPS 139 53 33 65' 125 11}2 113 50 680 398 3298 31.4 7.8 4.9 9.6 1s.4 15.0 16.6 7,4 395� 3299 TRIPS 154 39 84 10S 146 16 i 1 17 249 1,057 399 3299 PERCENT 14.6 3.7 8.0 9.9 13.8 15.4 Il.l 23.6 400 3300 TRIPS 299 233 124 239 404 343 3811 262 2,339 400 3300 PERCENT 12.8 I0.0 5,3 ]tl.?. 17.5 1621 1fi.3 11,2 401 3301 TRIPS 476 127 93 3+513 379 355 271 362 2,431 401 3301 PERCENT 19.t5 5.2 3.8 15.1 15.6 14.6 402 3302 TRIPS 468 114 1.50 578 557 640 390 497 3,394 402 3302 PERCENT 13 8 3.5 4.4 17,0 16.3 18.9 11,5 14.6 403 3303 TR1P5 1,038 218 279 1,248 1,175 8t70 454 6,172 403 3303 PERCENT 16.8 3.5 4.5 7.5 20.2. 19.0 13,L1 15.S 1111 3304 i 1TIPS 200 17 28 176 212 239 192 275 1,339 .i l 3304 z_1 13.1 15.8 17.9 405 330E TRIPS 705 316 144 264 1,33E 800 632 C39 4,836 40_5 330E PERC T 14.C� t5,5 3.0 5.5 27.6 16.5 13,1 13.2 406 3306 TRIPS 1,090 359 /95 768 920 946 907 B52 6,137 406 3306 PERCENT 17.13 5.9 4.8 12.E 15.0 15.4 14.8 13.9 407 3307 TRIPS 458 208 244 399 577 468 273 404 3,031 407 3307 PERCENT 15.1 6.9 8.1 13.? 19.0 I5.4 9.0 13.3 408 3308 T1i1P5 283 1176 210 121 482 398 2.1i 212 2,029 408 3308 10.4 6.0 23.8 19.6 11}.7 10.E 409 3309 TRIPS 1,034 21T 442 444 1,318 708 611 845 5,5/9 409 3309 PERCENT 18,E 3,9 7.1 8.0 23.6 12.7 11.4i 15.2 410 3310 TRIPS 1S8 130 102 23l 283 189 lei_ 3d4 1.71'' 410 3310 PERCENT 10.9 7.0 1 13.4 16.4 11.0 15.4 20.0 EVES ON THE FUTURE 123 Directional Trip Distribution Report mizVI-DADE LONG RANGE TRANSPORTATION PLAN UPDATE TO THE YEAR 204C) Miami -Dade 2040 Directional Distribution Summary Origin TAZ Cardinal Directions Co ants( TAZ Regional TAZ NNE ENE ESE SSE SSW WSW WNW NNW Total 390 3290 PERCENT 9.3 3.4 ,I.,,, 1.3 27.1 20. i 9..ts 14.3 391 3291 TRIPS 1,271 264 51' 650 .2J71 1,736 1,384 1,552 9,551 391 3291 PERCENT 13.3 2.8 -,, z 6.8 22 7 IN ±' 14.5 16.3 392 3292 TRIPS 1,792 481 45,, 1,584 1,830 1,940 1,559 1,677 11,322 392 3292 PERCENT 15.8 4..5 ' i 14.0 16.2. 17.1 13.81 14.8 393 3293 TRIPS 403 192 2:-..2 463 435 438 353 3811 2,819 393 3293 PERCENT 14.3 6.8 5.5 16.4 15.4 15.5 12.5 13.5 394 3294 TRIPS 140 36 - 36 68 97 , 109 88 92 666 394 3294 PERCENT- 21.0 5.4 5.4 10.2 14.6 16.4 13.2 13.8 395 3295 TRIPS 612 259 330 727 761 758 667 914 5.028 19; 3295 PERCENT 12 2 5,2 6 6 14.5 15.1 15.1 13.3 18.2 396 3296 TRIPS 1 2,075 419 592 1,283 2,293 2,106 1,714 1,742 12,224 396 3296 PERCENT 17.0 ' 3.4 4,8 10 5 18.8 17.2 14.0 14.3 397 3297 TRIPS 1,240 632 390 1,2.72 1,164 1,346 1,065 920 8,029 397 3297 PERCENT 15.4 7.9 4 9 15.9 14.5 16.8 13.3 11.5 398 3298 TRIPS 283 169 83 304 330 246 223 215 1,853 398 3298 PERCENT 15.3 9.1 -I 5 16 I. 17,8 13.3 1.24 11,6 399 3299 TRIPS 395 122 191 342 485 373 315 281 2,504 399 3299 PERCENT 15.8 4,9 7 6 13.7 ik: 4 /4 9 12.6 11 2 400 33130 TRIPS 733 312 261 610 782 589 629 552 4,468 400 3300 PERCENT 16.4 .., 7,0 5..8 13.7 17,5 13,2 14.1 12.4 48. 3301 TRIPS 417 268 139 556 524 43$ 448 528 3,318 401 3301 PERCENT 12.6 8 1 4.2 16.8 19 8 13 2 13.5 15.9 402 3302 TRIPS 530 255 125 5.31 653 637 437 594 3,762 402 3302 PERCENT 14.1 6.8 3.3 14,1 17.4 16.9 11.6 15.8 403 3303 TRIPS 1,577 I 416 411 820 2,252 1,844 1,367 1,354 10,041 403 3303 PERCENT ii 7 I 1 4 1 8.2 22 4 18.4 13.1' 13.5 404 3304 TRIPS 354 119 45 214 467 473 3I t 282 2,264 401 _ 3304 PERCENT 13.6 5.3 2.0 9.5 20.6 20.9 13.7 12.5 405 3305 TRIPS 1,429 469 292 267 2,386 1,782 1,319 1,205 9,149 405 3305 PERCENT 15.6 -. I 3 2 2,9 26 1 19,5 14.4 13,2 406 3306 TRIPS 1,472 - 1 t 382 1,279 1,439 1,345 1,167 911 8,505 406 3306 PERCENT [7 3 ni, 4.5 15,0 16.9 15.8 13.7 10.7 407' 3307 TRIPS .. 2,172 515 654 1,433 2,335 2,201 1,397 1,433 12,140 407 3107 PERCENT 17.9 4,2 5.4 11.8 19./ 18.1 11.5 11.8 408 3308 TRIPS 726 213 303 220 944 745 567 589 4,3117 408 3308 1ERCEN1 16.9 5.0 7.0 5.1 21,9 17.3 13.2 13.7 409 3309 TRIPS 1,354 295 551 747 2.181 1,249 920 1,224 8,521 409 3309 PERCENT 15 9 3.5 6 5 8,8 25,6 14.7 10 8 14.4 410 3310 TRIPS 358 115 181 259 386 236 286 266 2,087 410 3310 PERCENT 17,2 5,5 8.7 12.4 18,5 11.3 13,7 12.8 sr&st EYES ON THE FUTURE 99 Appendix C: Traffic Count Data 24-hour Continuous Counts Printed: 11 f1112015 at 15: i i TraffiicViewer Pro v1.5.4.124 PlcoCount 2530 V2.39 (slrr# )50 a20L13 Traffic Survey Specialists, Inc, Daily Vehicle Volume Report Study [1a1e: Tuesday, 11l10/2(116 Unit la: Connecticut Location: 16 NE 2nd Avenue South of NE 58th Terrace Camrner s-. Miami, Florida Norilrbound Volume Southbound Volume Total Volume 00;00 - 00;14 34 1 e 51 00:15 - 00:29 22 14 36 00:30 - 00:44 25 10 35 00:455 - 00:59 19 6 25 01:00 - 01:14 14 6 20 01:15 - 01:29 6 13 19 011:30-01144 8 5 13 01:45-01;59 9 4 13 02:00-02:141. 73 1 la. 02:15 - 02;29 8 7 . 15 - 02:30 - 02:44 7 6 13 02:45 - 02; 59 11 4 15 03:00-03:14 6 5 11 03:15 - 03;29 6 2 8 03:30-03.44 9 51 14 03:45-03:59 6 7 13 04:00-04:14 3 3 6 04:15-04:29 5 10 15 04;30 - 04;44 7 71 14 04:45 - 04:59 7 9 16 05:00-05:14 9 10 19 05:15 - 05. 29 9 10 19 05:30 - 05;44 7 18 25 05;45 - 05: 59 8 14 22 06;00 - 06.14 17 30 53 06:15 - 06:29 18 47 55 06:30 - 05:44 24 77 101 06:45 - 06:59 37 107 144 07:00-07:14 47 114 161 07:15 - 07:29 44 146 192 07:30 - 07:44 99 142 291 07:45 - 07:59 53 246 309 08:00 - 08:14 56 207 273 08.15 - 08:29 53 205 268 08:30 - 08;44 73 100 269 08:45. 08: 59 56 207 263 09:08 - 09:14 72 186 . 240 09115 - 09;29 63 166 229 09:30 - 09:44 57 106 163 09:45 - 09:59 59 133 . 192 10;00 -10:14 50 90 150 10:15 -10;29 62 103 165 1U:30-10;44 55 05 'teal 10:45-10;59 59 93 162 11:00 -11:14 56 87 173 11:15 - 11:29 52 81 143 11:30-11:44 81 97 158 11:45 -11:59 66 94 i130 12:00 -1214 90 95 105 12115 - 12:29 82 05 117 12:30. 12:44 110 91 201 12:45 - 12:59 103 75 162 Page 1 Printed; 11111/2015 at 16:11 Traf'frcViewer Pro v1.6_4.124 Pi:.uCaunt 2500 V2,30 (slat 15052003), Traffic Survey Specialists, [rm. Daily Vehicle Volume Report Study Dale: Tuesday, 11/1012015 Unit ID; Connection Location: 18 NE 2nd Avenue South of NE 58th Terrace Comments Miami, Florida Northbound Volume Southbuund Volume Total Volume 13:00- 13:14 78 72 150 13:15 - 13:29 83 83 168 13:30 - 13:44 71 94 165 13:45 - 13:59 108 79 187 16:00 -14:14 93 100 193 14:15-14:29 87 87 174 14:30 -14:44 103 100 203 14:45 -14:59 108 97 2115 15:00 - 15:14 117 95 212 15:16 - 15:29 105 115 220 15:30 -15:44 123 108 221 _ 15:45 - 15:59 135 103 238 _ 16:00 - 16:14 160 74 234 16:15 - 16:29 155 93 248 16:30 -16:44 158 101 259 16:45 -16:59 166 103 269 17:00.17:14 171 98� 269 17:15 -17:29 162 94 — 276 17:30-17:44 i 212 96 308 7:45 - 17:69 209 98 107 8:00-18:14 194 105 299 18:15-18:29 182 94 276 18:30-16:44 152 9.4 246 18:45 - 18:69 141 74 215 19:00 - 19:14 122 63 205 19:15-19:29 -- 101 60 161 19:30-1944 100 71 171 19:45 -19:59 35 81 /46 20:00 - 20:14 102 46 145 20:15 - 20:29 59 46 105 20:30 - 20:44 48 44 92 20:45 - 20:59 38 3.2 70 21:00-21:14 81 46 _ 107 2115-21:29 42 56 78 21:30 - 21:44 64 34 98 21:45- 21:59 40 28 68 22:00 - 22:14 38 31 69 22:15-22:29 .36 31 81 22.30 - 22:44 34 25 59 22:45 - 22:59 36 24 50 23;00-23:14 42 14 56 23:15 - 23:29 35 22 57 23:30 - 23:44 30 16 4i; 23:45 - 23:59 31 17 48 Totals 6503 6662 13165 AM Peak Time 10:28 - 11:35 07:37 - 08:36 57:37 - 08:36 Alen Peak Volume 313 884 116E -M Peak Time 17:22 - 18:21 15:02 -16:01 17:22 - 18:21 Peak Volume 811 424 1205 Page 2 Printed: 11111t2015 et /6:11 PlccCnunt 2544 V2.330 (sin# 15052003) TraffcViewer Pry 1.1.6.4.124 Traffic Survey Specialists, Inc. Deily Vehicle Volume Report Study Dale: Tuesday, 11110/2415 Unit ID: Cannectlrul Location; 16 NE 2nd Avenue Sour of NE 56th Terrace Commert : Miami. Florida Page 3 Printed: 11)11/2015 at 16:29 7raff Viewer Pro i 1.6-4.124 PicoCourlt 2500 V2.30 (s'n$ 15052004) Traffic Survey Specialists, Inc. Daily Vehicle Volume Report Study Date: Tuesday, 11f1oi2D15 Unit 0: Colorado Location: 20 NE 54th Street West of NE 2nd Avenue Comments: MIarni. Florida Westbound Volume Eastbound Volume Total Volume 00:00 - 00:14 27 2.6 53 00:15 - 00:29 29 18 46 00:30 - 00:44 27 20 47 00:45 - 011:59 16 9 25 01:00-91:14 26 1e 42 01:15-01:29 12 11 23 01:30 - 01:44 15 11 25 _el :45-01:59 16 13 29 02:00 - 02:14 13 4 17 02:15 - 02:29 4 10 14 02:30 - 02:44 13 10 23 021'45 - 059 19 11 30 03:00 -03:14 11 6 17 03:15-03:29 12 5 17 03:30 - 03:44 5 9 14 03:46-03:59 61 10 16 54:00 - 04:14 12 7 19 D4:15. 04:29 11 5 16 04:30.04:44 _ 9 6 15 4:45 - 04:69 11 6 17 5:00-05:14 8 17 25 05:15 - 05:29 12 12 24 05.10 - 09:44 18 19 37 05:45 - 05.59 25 28 53 06:00 - 06:14 22 28 46 06:15 - 06:29 47 38 86 06:30 - 05:44 52 49 101 06.45 - 05:59 59 55 124 07:00-07:14 91 72 1r;3 07:15 - 07129 09 95 184 07:30-117:44 110 105 215 07:45 -07:59 _ 131 115 246 08:00 - 03:14 142 110 252 08:15 - 00:29 110 114 224 08:30 - 08:44 90 125 215 08:45 - 08:59 110 115 226 09:00- 09:14 112 123 235 09:15 - 09:29 96 93 191 09:30 - 09:44 39 98 197 09:45 - 09:59 98 91 179 10:00 -10:14 98 91 1 E19 1015-10:29 91 DB 109 10: 30 -10:44 94 104 198 10:45 -10:59 97 88 155 11:00-11:14 102 77 179 11:15-11:29 104 96 200 11: 30 -11:44 113 104, 217 11:45 - 11:59 116 92 208 2:00- 12:14 115 87 202 12:15 -12:29 107 109 215 12:30 -12:44 99 96 195 12:45 -12:59 117 103 220 Page 1 Printed: 11,11/2015 at 16.29 TraftleVlewer Pro v1,0,4.124 PicoCount 2530 V2.30 (s!n# 15{1520a4 Traffic Survey Specialists, Inc. Daily Vehicle Volume Report Study Tuesday, 11/10r2015 Unit ID: Colorado Location: 20 NE 54th 8treel West of NE 2nd Avenue Comments: Miami, Florida Westbound Wilma Eastbound Volume Total Vnlutna 13:00. 13:14 108 77 155 13;15 - 13:25 107 99 136 13:30 - 13,44 119 93 212 13:45 • 13:59 106 95 201 14:00.14:14 116 94 210 14:15 • 14:29 119 196 225 14: 36 . 14:44 90 131 221. 14:45.14:59 115 110 225 15;00.1514 122 91 213 15:15- 15:25 130 -101 231 15;30 • 1S:44 144 113 257 15:45. 16:59 154 127 251 19:00 . 16:14 142 131 273 16:15 -15:29 154 125 253 16:30 • 16:44 146 119: 265 16:45 - 16:59 156 126 2B2 17:00 • 17:14 163 110 302 17:15 - 17:29 160 150 310 17:30 -17:44 174 132' 306 17:45 -17:59 148 126 275 18:00 -1514 144 137 281 18;15 - 15:29 136 116 252 18:30. 18:44 114 113 227 18; 4 5.18 : 59 146 125 2 71 19:00- 19'14 111 111 222 19;15 • 19:25 101 1055 231 19:36 - 19,44 #0 77 167 19:4S • 19:59 87 98 173 26:00 - 20:14 85 91 180 20:1 i5. 20:29 84 69 153 20:33 - 20:44 5.5 59 123 20:45 • 20:59 _ _ 58 52 110 21:00 . 21:14 61 52 123 21:15.21:29 63 56 119 21;30.21:44 58 8d 118 21:46 21:59 44 39 82 22:03. 22:14 59 47 105 22:15 - 22'29 50 35 85 22:30. 22:44 45 38 86 22:45 - 22:59 47 41 811 23-00. 23:14 46 33 _ 79 23:15 - 23:29 32 26 SS 23:30.23-44 36 3.4 72 23:45 - 23,59 34 28 62 Totals 7546 6765 14311 AM Peak Time 07:23 - 08:22 08:14 - 09:13 07:44 - 08:43 AM Peak Volume 4.96 492 944 PM Peak Time 16:52 -17:51 17:10 -16;09 17:04 - 18:03 PM Peak Volume 683 561 1204 Page 2 Pr rted: 11/11/2015 at 16:29 PionCount 2500 V2.30 (sin* 15052004) TrafficViewer Pro V1.5,4-.124 Traffic Survey Specialists, Inc. Daily Vehicle Volume Report Study Data: Tuesday, 11/1W2015 LJnit ID: Colorado Location: 20 NE 54th Street West of NE 2nd Avenue Comments: Karel, Ronda Page 3 Printed; 11/1112015 at 15.57 Traffic -Viewer Pm ti1.8:4.124 PicoCount 250D V2.30 (51n# 15052017) Traffic Survey Specialists, Inc. Daily Vehicle Volume Report Study Date. Tuesday_ 11f1012015 Unit Ia: MARYLAND LoCallor1: 22 North Miami Avenue North of North 46th Street Comments; Miami, Florida Northbound Volume Sacthbound Volume Total Volumu 00:00 - 0014 4-4 25 54 00`15 - 00:29 36 15 54 00:30 - 00:44 20 15 35 00145 - 00.59 17 10 27 01:00-01:14 13 16 29 01115-01;29 10 15 25 01:30-01:44 6 11 19 0T:45-01;59 2 12 14 02:00 - 02: 14 8 A 12 02:15 - 0,29 7 1 _15 02:30 - 02.44 10 3 13 02:45 - 02.59 3 a 11 03:00-03:14 5 11 16 03:15-03:29 5 5 15 03:30 - 03:44 5 5 13 03145 - 03:59 6 16 22 04:00 - 04:14 5 7 12 04:15-04:29 3 6 9 04:30 •04;44 4 14 18 04:45 - 04:59 6 11 17 05:00.05;14 7 19 26 05:15 • OS 29 11 35 46 05:30 - 05:44 7 51 58 05:45 - 05.59 9 552 71 05:00 - 06:14 33 71 104 06:15 - 06:29 30 120 15D 09; 30 - 06:44 54 , 1 as 245 06:45 - 06:59 49 221 27D 07:00 - 0714 55 _ 213 27D 07:15 - 07:29 55 273 381 07:30 - 07:44 59 339 425 07 : 4 5- 07 : 5 9 110 312 42 Z 08:00-08:14 102 am 427 08:15-08:29 123 _ 335 455 08:30 - 08.44 116 : 276 352 08:45 - 08°59 90 320 41 D 09:00 - 09:14 95 262 35-5 09:15 - 09129 57 256 343 09.30 - 09.44 65 237 3a 5 09:45-09'59 92 210 302 10:0)3 - 10:14 85 153 235 10:15 - 10; 29 100 139 239 10:30•10:44_ 97 132 229 18:45.10:59 88 104 190 11.00-11:14 98 113 211 11:15-11:29 101 119 220 11:30 • 1T:44 113 114 227 11:45.1119 96 87 153 12:00 -12:14 BB 102 190 12:15-12:29 _ _94 126 220 12:30-12°44 704 110 214 12:45.12.59 108 117 225 Page 1 Prinked: 11i1 iY2015 al 15:57 Trs ffhcViewer Pro v1,.8.4.124 PicoCounl 2500 V2.30 (sin# 15052017) Traffic Survey Specialists, Inc. Daily Vehicle Volume Report Study Date: Tuesday, 11110/2015 Unit ID; MARYLAND Location: 22 North Karol Avenue North of North 46th Steal Comments- Miami. Florida Northbound Volume Suuthhound Volume Total Volume 13100-13:14 93 106 198 13;15-13°29 102 109 211 13:30 - i 3:44 92 118 210 13:45 -13-59 133 120 253 14:04 -14:14 119 127 246 14:15-14:29 124 124 248 14136-14144 122 147 269 14:45-14:59 133 139 272 15:9-15:14 181 137 318 15:15-15:29 192 122 314 15:30 - 15444 242 165 407 15:45 - 16: 59 267 145 412 15:00 - 16:14 301 145 _ 446 16:16 - 16:29 332 167 499 16:30 -15:44 262 156 438 16:45-16:59 344 145 489 17:00-17:14 347 159 505 17:15 -17:29 298 148 446 17:33-17:44 351 141 452 7:45 -17:59 360 146 506 4:00-18:14 338 123 461 18:15 - 18:29 277 113 300 18:30 - 18:44 218 100 318 15:45 - 15:59 189 103 292 19:00 - 19:14 250 98 348 19:15-19:29 107 08 295 19:30-19:44 161 84 225 _ 19:45 - 19:59 137 77 214 20:00 - 20:14 127 B4 211 20:15 - 20:29 95 60 155 20:30 - 20:44 76 50 126 20:45 - 20:59 77 53 130 21:00-21:14 50 52. 132 21:15 - 21:29 72 49 121 21:30 - 21:44 70 46 116 21:45.21:59 31 39 100 22;00-22:14 53 58 111 22:15- 22:29 32 47 109 22:30 - 22:44 75 59 134 22:45 - 22:59 _ 59 51 110 23:00 - 23:14 65 38 103 23:15 - 23:29 55 34 B9 23.30 - 23;44 49 24 73 23; 45 - 23:59 47 31 78 Totals 10 021 10965 20196 AM Peak lime D7:42 - 08:41 07:25 - 08:2427:41 1312 - 38:40 1754 AM Peak Voltaire 456 z10 Peek Time 7:21 - 18:20 15:21 - 17:20 15:54 - 17:53 ?oak Volume 1361 534 1956 Page 2 Prlr�led: Vt/11001 S et 15:57 Picoasurrt 2500 V2.30 (Veil 15052017) TraillcVi r Prci V1.8.4.124 Traffic Survey Specialists, Inc. Daily Vehicle Volume Report Study Date-. Tuesday, 11110r2015 Unit a; MARYLAND Location: 22 North Miarni Averts tort or North 46th Street Comments: Miami, Florida Page 3 COUNTY: 67 STATION: 7066 DESCRIPTION: NE/SE 2NE AVE 10C FT SDJ'TE OF NE 51ST ST START DATE: 10/20/2014 START TIME: 0000 DIRECTION: N DIRECTION; 8 COMBINRL TINE 1ST 2ND 3PD 4TH TOTAL 1ST 21TD 3PD 4Tii TOTAL TOTAL D304 9 11 8 8 36 6100 1D 11 9 9 42 0200 4 7 9 2 22 0300 4 0 10 6 20 0400 6 B 10 15 39 0540 8 19 15 25 67 0600 35 50 95 81 265 0700 57 46 43 39 1,64 0R00 37 35 36 42 150 0900 35 33 38 36 142 1000 47 41 36 47 171 11D0 54 39 37 49 179 1204 44 48 40 44 154 1305 48 38 47 60 1.93 1405 53 51 55 49 206 1500 50 47 48 50 195 1504 55 60 48 59 226 1704 56 54 54 57 221 18044 50 50 45 42 167 190❑ 35 39 24 31 12P 2000 30 23 29 31 112 2100 22 26 23 22 93 2200 23 24 26 20 93 2300 17 15 17 20 69 13 8 10 11 42 78 8 10 6 13 39 81 9 7 9 2 27 49 2 2 7 4 15 35 5 5 12 14 36 75 17 21 18 50 126 193 66 98 141 171 476 741 178 142 147 140 607 791 136 132 110 LOS 48 633 59 79 67 90 305 447 70 62 65 69 286 457 68 84 66 52 320 459 71 84 87 59 311 495 69 55 82 90 296 489 97 96 92 83 368 576 66 83 83 93 345 540 94 87 80 96 357 583 70 70 64 72 276 497 74 55 56 63 250 437 44 di 41 31 157 296 30 25 25 27 107 219 29 22 24 24 99 192 26 14 24 10 74 167 17 14 18 12 61 130 24-BOA TOT7!IAr 3227 5463 $690 PEAK VOLUME INFORMATION DIRECTION: N DIRECTION: S COMBINED DIRECTIONS HOUR VOLUME HOUR VOLUME HOUR VOLUME A.M. 645 227 645 638 645 B65 P.M. 1600 226 1345 375 1345 594 DAILY 615 283 645 628 630 911 TRUCK PERCENTAGE 23.33 11,07 15.63 CT.ASSIE'ICATION SUMMARY DATABASE DIR 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 TOTTRK TOTVOL N 97 1655 198 134 94 124 9 13 116 1855 0 0 78 0 524 753 3227 S 118 4364 331 137 120 233 3 14 46 36 0 0 20 0 45 605 5463 GENERATED EY SPS 5.0.45P PSCF = 1.061 COUNTY: STATION: DESCRIPTION: START DATE: START TIME: 87 5060 SE 5/US-1, 200' S NE 53 ST 07/31/2014 0000 TIME 1ST DIRECTION; N 2N]D 3RD 4TH TOTAL DIRECTION: S COMBINED 1ST 2ND 3RD 4TH TOTAL TOTAL 0000 0100 0200 0300 0400 0500 0600 0700 0000 0900 1000 1100 1200 1300 1400 1500 1600 1700 1600 1900 2000 2100 2200 2300 120 69 33 22 20 32 43 81 125 194 160 180 240 175 199 255 341 358 354 232 202 178 141 124 94 73 35 31 22 17 46 85 165 171 191 197 227 225 218 259 320 423 334 225 219 213 155 117 Be 41 23 30 24 36 41 108 173 192 178 1,98 255 179 173 260 317 408 318 224 162 149 126 111 67 39 27 19 32 32 55 123 158 175 196 232 233 192 157 277 357 349 306 109 195 134 137 9:9 367 222 118 102 98 117 195 297 652 732 727 807 555 772 607 105E 1365 1538 1342 081 778 674 559 451 91 40 27 13 22 54 113 276 405 404 285 259 232 277 245 252 211 240 265 229 169 191 131 117 86 52 25 14 23 78 160 242 451 325 267 293 256 247 270 267 241 249 200 240 176 155 134 116 63 29 21 23 30 83 252 469 471 336 286 267 259 265 271 232 229 284 272 159 189 137 157 97 41 25 12 22 46 106 271 428 392 350 304 263 257 226 245 236 260 249 206 1B5 189 142 103 72 261 146 65 72 121 321 796 1417 1719 1415 1142 106E 1004 1015 1031 967 941 1022 943 853 723 625 525 402 14-HOUR TOTALS: 15708 649 368 203 174 219 438 991 1814 2.371 2147 1869 1589 1959 1787 1838 2039 2306 2560 2285 1734 1501 2299 1084 853 18668 34376 A.M. P.M. DAILY fIRECTION; N HOUR VOLUME 94S 745 1715 1564 1715 1554 GENERATED BY SPS 5.0.45P PEAR VOLUME INFORMATION DIRECTION: S HOUR VOLUME 745 1755 1215 1049 745 1755 PSCF = 1.06 DINED DIRECTIONS HOUR VOLUME 815 2438 1715 2611 1715 2611 MONTY : 87 STATION: 5355 DESCRIPTION: SR 944/N'W 54 ST, 200' W SR 5/US-1 START DATE. 06/17/2014 START TIME: 0000 DIRECTTON E DIRECTION: Yi COMBINED TIME 1ST 2J D 3RD 4T11 TOTAL. 1ST 2ND 3RD 4TH TOTAL TOTAL 0000 19 22 16 16 73 010D 15 11 9 10 45 0200 5 7 9 7 31 b30a 5 1.0 B 7 30 0400 5 9 16 9 32 05D0 10 14 22 29 75 0600 21 35 43 72 172 0700 GB 59 77 90 304 08D0 107 129 100 137 471 0900 135 115 112 113 475 1000 103 99 82 94 378 1100 BB 95 99 92 374 1200 90 118 100 105 413 1300 103 95 69 99 225 1400 B3 105 97 94 379 150D 104 103 83 95 385 160D 109 81 107 102 399 17DD 104 144 147 114 509 1800 13.1 SO 119 95 425 1900 116 102 74 74 372 2000 81 94 87 71 333 2100 61 61 54 58 234 2200 65 60 55 56 236 2300 52 34 35 31 152 52 28 35 24 139 212 16 23 17 13 69 114 21 10 9 5 46 79 5 12 8 4 29 59 6 7 6 6 27 65 10 8 10 21 49 124 21 21 29 40 111 223 30 67 61 63 221 525 79 76 95 94 33.1. 807 88 88 105 77 358 833 22 71 20 102 341 719 79 81 92 95 347 721 100 119 114 65 418 931 103 102 101 100 406 791 94 100 99 106 389 768 87 114 110 121 432 817 122 129 11.2 112 475 074 143 154 14f 127 570 1079 133 117 103 99 452 877 28 76 103 102 369 741 81 77 90 90 339 671 77 64 80 79 300 534 58 74 68 65 265 501 52 56 40 41 189 341 24-HOUR TOTALS: 6690 6676 13366 PEAK VOLUME INFORMATION DIRECTION. E DIRECTION: W COMHINED DIRECTIONS HOUR VOLUME HOUR VOLUME HOUR VOLUME A.M. 515 501 845 375 845 874 P.M. 1715 536 1700 570 1715 1096 DAILY 1715 536 1700 570 1715 1096 TRUCK PERCENTAGE 2.71 2.65 2.78 CLASSIFICATION SUMMARY DATABASE DTI 1 2 3 4 5 6 7 0 9 10 11 12 13 14 15 TOTTRIC TOTVOL 33 5713 763 63 93 5 0 18 2 0 0 0 0 0 0 1B1 6690 4V 18 5521 947 5B 108 7 0 14 3 4 9 0 0 0 0 190 8676 GENERATED BY $PS 5..0.45P PSCF = 1.04 Turning Movement Counts LOCATION; 1-95 56 DH Ramp & NW 62n3 St PROJECT ID: 16.3000.0[S1 CITY/STATE: MIami DATE; Tue, Jan 12.2016 4 2a� a aA 119 117 4 Peak-H0.tr LB-00AM-09'0oAM Ir 67 ao- Peak 15-Minute; OB:45 AM-C9;00AM a.n an on # t3a 4 Leak lburfastar i 6 7-210 z.3 00 _ t 00 1.0 dS+ .# C.99 4, us Zi :y*i gp ♦ 21 091 497 1. yy 4^ XI T 74 2,a i r 11. 7e I. 6P7 C +1 • ir 1E a 4 n ':S 41-. Nliticntsi Fats St Surveying Services G 11 a 4 4 to a 4 rr .E e� Ia a ti a ! -* 4...T - ID _. +1 t 0. t 4, i• to 41. r. T. ran4•P .1 4 i 4, L..1, mil, 4 P. .1 1 NA s41. i 4 r 5 4- 4 hA t 1d'Mirt+" +.rt1 PoONI kiginninp At I. i# 55OPrRamp Northbound I-9559Off Ramp Sellthbound —- 1WG2nd t Eastbound NWSYndSt Westhaund Hraei.l,,. Lan Thru R U Fr" Len TIW9 Rgt U R' Lon Thru Rqt U II' Len Thru Rgt LP Pr Total 1 Total o :00AM 07.1$AM C7:30AM 0: '4,AP.1 0S:00AP1 0615AkI 0909At9 .1? -. . o 0 0 0 0 0 0 9 5 0 0 0 D. L U 0 0 0 0 4 0 6 a 0 0 0 0 4 9 :1 39 92 '9 0 33 30 23 0 23 24 33 0 19 29 17 0 ,24 1? 22 12 IY 32 39 72 0 .55 .. 11 C 0 145 05 6 0 125 08 CI 0 102 06 0 0 lua 111 a 0 13u :11 6 0 122 110 0 2 12•, 132 i1 Sit 95 0 0 43 91 0 0 59 05 0 0 +30 107 7 _ 65 126 0 0 83 121 0 0 130 90 0 0 E. - _ _ 455 439 423 -1L:. 462 E02 500 `'G'S -'+' u 707 'BB' _ .N 1067 1,1,05 1CO3 _-.3 P44t1t 114.1Iln Flow/ass Northbound Southdound Eastbound Westbound Win Thru 5.91 U R' Lon 'ChM R91 U R` Left Thru Rprt U R` Left Thru Rgt U R' Total All Vehmtbds Henvy Tracks PoOds0lans 13+4ryces R2ifd0n 0 0 0 Cr 0 0 0 6 0 0 0 150 144 93 0 0 0 4 52 0 0 0 0 532 .520 C 0 ,2 24 4 0 e C 344 Sze C. 0 4 24 6 0 .5 g 0 229.6 69 64 24 wOCATI1N- I-95 SO Off Ramp & NW 62rd St PROJECT in: Im•30t10x•01 CITYJSTATE- Miartti 63TE, Tue,lan 12, 2016 4 627 o- 7k1 1as 2411 # 4,♦ 4 t Peak-Hour;05:00 PM •06:OO PM 4 +4 g:o Peak 15-Minute: 0S:15 PM - OS:30 PM r o s 1,5 sio4 4 4 T 4+ E51 0 PCik 6fLV r Fa YW t R 4:4 as DP t CR 1.7 i17 5:1 111'aa TE4 o5 as ` 4 R•1 fuii 4- 4 41 T tiy ' p n 0 r. u ,., 7 "I,. *I I`j .,{I n,C U.e a,a # 444 4 R3p,4 t ai 3D atio>tal Data & Surveying Services I e o c 4 4 4111()111111' ,, 4: TMi i i r r d'� c , t i 't"' !.A r� 4 1 .1. g s I I NA 4J 4 4 r.A hlfi 111, 6 ..,. 1 # rep 4" iy ll 1, T 1• T 1a.MinCouril PeEJad BagEnnIng Ai I.66,SROrr Romp Northbound I.a6$Bcif amp tiauthbaund NW62ndSt Easleeuu,u1 NW92nd$t 'Jde,thound Total Hourly Total Len thn1 Rot le R' Lett Thru Rut U R` Left Thni I gl U R' Left 7hru Rge U k' 64'0O PM G41; PM 4420 M 05:15 PM 0 0 •] R 0 0 0 0 0 0 0 0 9 4 0 0 : 0 0 0 0 25 al of3 0 35 36 an c 5.5 22 05 0 35 32 62 0 48 49 50 0 0 16a 66 0 a 1v 57 0 0 130 57 0 4 144 91 0 0 100 DU 0 155 6 0 74 166 0 0 13 152 0 0 51 163 0 9 06 157 0 0 5B3 502 544 1546 6031 2?55 2256 2211 2327 1701 Peak 15441n Flowa1cs Northbound Soultlbourd Eastbound mound T6til Left Thee R 0 R' tan Thrtl Rqt U R' Lail Thru R t U R' Let Thru U R' All Vonk:lus Heavy Trucks P4deairl;ris Bicycles Rail oad 51ooped Rams 0 C 0 0 0 C 7 40 0 C 0 276 206 276 0 13 4 52 112 0 0 r 0 ? 44 284 0 0 € 0 4 0 3 0 336 646 0 0 4 26 0 0 0 12 0 218f ea 1211 20 LOCATION: NW 5th Ct 5s NW 62nd St PROIECTiR: 16.31700-002 OT ISTAT Miami OATEt 114, Jdn 12, 2016 4- a 6 G 9 40 4, 4. 14. Peat<•Weur:OR:00 AM-09:i1OAM # 416 7a Pea k IS. Minute: 08:15 AM • 05:30 AM -06 06 ad L 41' -4., 40 # i. f li. 792 229 2a9.4 Heuer Fact. r t 154 9S7 1.a 38 t 1.9 1.2 524 096 ♦ 467 n.. a} 1/y 1.2 E09 4 +1 r 1 509 /. 5 'V *1 r cm a.e 44 } 0 me d3q n66 1 OM7 4- { ' ,. v� t t* i,. 99 6,e 69 2.-1 40 T A re f National Data & Surveying Services ❑ 6 ❑ 0.11 i 4 r �' I I F 1i1• 2 *9dub . 4 r T ¢ Ow 14k`13r p • - .0. • III 1I. 4" 4= # L* ri !' 4 ♦ ► j' y t, .4G I y S V♦ FE. 15. r1k, "aunt Period BeglnnngAi NY: 1th Ct tourthblun, I4W Sth Cr Suuthbou d N of 62nd $' Eafi[L, and 4'J 62nd St WesL@au nd 1 4[7..1y To -tat Tula! Lett 7hrd Rgt U R• Leh Thru Rgt U R• Loft Thru Rgt ft R• Loh Thru Rgt tl R- 0I:00 AM 37;i5AM 07:SCAPA 07:413AU 4.0 615 20 0 'd 105 30 0 Si 116 43 0 5$ 132 50 0 _ ❑ 0 ❑ U 0 0 0 0 0 0 0 0 Li 0 0 0 •.4 r❑ 138 0 ❑ 85 03 0 0 73 57 a @ 7, ''332 0 0 83 " ---6 3 Fi" 44 3 2 tl'? fir• ,_ 2 04 41 2 2 :12 4g 2 1 1 45 1 4?fi d78 4T .' ors 5ia 1YE:, 111C' 70,4 0$79 21m 00:15AM 67 115 3E 0 _ 0 c r. 5y 73 0 0 u 1'+7 45 - _45 711E 0 0 0 0 715 03 0 0 71 09 a 0 0 125 35 a 0 112 34 0 _fix .a,. •ua3 Peak 1&Afi71rt FFowrstea No thhnund Antthbound taatbound Westbound Total Left Thru Rgt LI R' Left Thru RgL LI R` Left Thru Figs Li R' Leh Tlhru Rgt U Fr All 'ti`BnCl25 48duy Trucks Raft's -Mans plcyzyes Reimrmc Slopped Buses %h@ 4 t2 I.]S @ 2R 20 4 1E 0 0 0 0 0 @ @ 0 0 ❑ 5a 0 0 a 309 362 @ .. 10 4 a a 0 4 3 4 $46. 1B0 4 0 12 Lt 24 0 12 0 a� 2444 84 96 16 LOC ATI DN :- NW Sth Ct & NW 62nd St PRO)[ID: 16-3000-042 CITY/STATE: Mla mi DATE! Tue jan a2 20ab . 4 0 ow '4 4 to . _ t Peak-lig or: 04;00 PM - 05.00 PM 4, c: 0.4 Peak 15-Mlnute: 0415 PM - 0430 PM pa g,st .1- 4- +I 4 g+ + 4. .1.4 OM 234 .ea I, -ov rarer IL 1- Y ,, .?7 II .1 t CIA Co. ... 4 C 111> .12 im4- GU'S C, II C. ) GA C3 yea C.1 alk ...IP• , 1 + 41 t 0 C 1 EU CIA —IP. J5 JO 44- - T4 atiour nal Data & Sveying Service C b 11 4 4 ___] 40 . . i-lc , ____ .. 411 i E.i• n t e 4 + 4— °. , 4 ..., ....,, t... NA 4- 411t110, .i.t r...). . 2 2 1., .4 I 4- • • r r 4 9A -0, * *I 4 f* 16-MI n G aunt PiNchnd SrgirmIng At NW Stla Ct N orthboun d NW 5111 Ct Southbound NW 62rid S ER StbOtIlld 16.44' 62rEl Sr. LV6.$.WISLI ..,. Tula! Hour.... Le. Tilrll Rat II IR' Left Thru Rat L R" Lett In r..1 R gt U F1- Lott 1 h ru R gt U R' - ---0039 PM 0&09 PIM ilS IS Phi 05 30 pm 05 46 PiM 110 06 04 0 ,-4 -1, 44 C 4. _ ,II ' : 57 77 66 0 31 In B4 0 e4 los 10 0 47 OS 07 O 11111g..—. -0 C CQ L 0 0 0 0 c c 13 ri 0 0 0 0 0 0 0 0 -Or icps -1., 0 50 11,1 L i 1 a a 0 0 45 127 D 0 40 144 0 6 40 102 0 9 00 132 0 c 1 lea .34 i 1 134 4' 1 i 2 1 4 40 9 0 1 35 4 13 11 0 1$1 35 n 0 140 4- n 0 i5 s4 n M--, 637 637 500 053 641 621 •--.47-. 2467 24 :71 1915 1262 621 Peak 15.1dIn Severna! Northbound Soudlbound Eadibound Viesibound Total Left Thrto Rgt g F15 Lag "Mtn Rat L1 Fr Leff Thru Rst U Ft Ill. Thru RIE j.J IR' Ail Vohlede6 Heavy Truoko POodoor. Eicycl0•E fritirAnio Srppr,..i Pit,. 450 444 352 4 36 4 u 24 `; 17 9 0 0 0 0 0 I) 0 120 9 0 0 266 5az o 0 4 0 0 4 4 1.5 ID 4 600 16B -I 0 4 0 12 4 12 0 2844 66 150 48. LOCATION: Ifda .Ind AvE & NW 5/ nd St PROJECT ID: 15-30 -0O3 CRTY/STAT E: Miain! DATE: Tue,1an 11.2016 4 236 •SI (14 W? 16 4) 4, I+ t Peek-H our: 4B:00 AM-69:3O AM • Peak 15. M Lnute: 4B:30 AM • DE.45 AM 4. n.o 6.6 t 8d 6b as .+ 4 4 +' Sep 31 Pk IiiaurFac ee ' ° 5a 96] • 2 od t h 5 1 5 ae5 OAS 41• 41' 96 " # 1.4 461 as , *I 4" 32 4ri di al e.6 ei# 4- 5t at f' r► ro 145, 33 024 xa mlp + .; L .{ � f + ? t* 1_2 0.0 0.0 4.0 G:1 t s , ♦ t National Data & Surveying Services o G 4 4 1 * '} , u .0 1 1 } ,�. s 511W a - .i G 1 4,0 4 4 6 44./ 1 14. _.4.' vn. *► 41., NA NAlAl ♦ r;.� 4- ir * I. ro 1541in, Count Palled BegIr3r1k1gA1 NOS' 2rrd Are Northbound IN 2nd Ave Sorthbound NW 62nd St Easlbounc NW 82rd 64 Westbound Tdral Hour1U 'mai Left ThruBat U R' Loft Thru Rgt U R° Lott Thru Rgt L1 R" Left Thru Rat NJ R' 07.0OA61 07:15A1 0730A.d 97•.43AIM OEM AM 18 15 0 'Ti 10 183 7 2 18 37 11 0 23 31 11 0 19 Se 11 0 -- -. '3 30 21 n 0 29 71 2 a 74 39 c 8 70 21 ,1 s a 12 54 28 a _- - - - - - - 0 SE 14 t) B eS 23 0 8 02 21 1 4 84 2-4 0 8 R0 a 95 24 c - 0 t6 51 2 6 3 59 2 4 7 74 1 0 _ 6 72 2 18 248 243 340 355 402 372 I 4r7 3B9 1191 1340. 1474 1541 1554 1162 :9 388 5 tn? B a 11 SO 82 1.90.11-Mln Flowratea Northbound Soithbound Eastbound Westbound Total Leh Thru Rgt U R' Left Thru Rgt L R" Loft Mini Rgt fI R.' LIM Th111_ R$I U R' Ali Vehicles Ha!vy Tlicks RAN Warms Bicyclus Railroad Stopped Buds 124 152 48 0 4 d 0 20 31 4 8 52 fi 2 0 0 0 0 12 0 12 0 ,0 476 104 0 0 8 0 4 a 4 0 44 50J 24 7 4 12 d 2r 7 a a. - 19fl0 2E 6G 14 LQCATIbhl' IIW 211CrAve iv iw 6211:1 5t PkOlECTID: 16-3004-043 Cirii,STATE Miami DATE: Tue, Jan 12, 201E + 2 a aos as 39A a4 41 i 4 * Peak-Heur:0S:00PM•06,00PM + Peak L5-MInutei O5:30 PM - 0E:49 PM 'f 4— err a.a d.i et ua i 4 I •~ Ili en Panic Fleur Fester 3i 003 Gi GO ■ G4 ` ea's 4. 0.9B # sec 00. . fa - ♦ 1 HI 1317 1 r GI TO{ ' G A G T 1r j i i ' i. 123E3 ST R4t W1 d1 d!]❑ * 4 ]� ]C ]3 ): P t f a +� National Data Surveying Servicesr a : 4 4 .# + ! a } iI4I 1 v JILL 0 r I r -' 1 4 MP. 40. t l• - *I 1 rkr___ r14 4 4, 4 4 C G I7.. f V. 14, i 4 #+ I- t 4 41 t NA • 41 # rr FLl 15.6tIn C o:Ent aPariad Heglnaing Al NW 2nd Ava Northbound NW lad Ave Sauth6aund NW a2n3 8t La 31heUfC NW1 62rea St weatl}ound Total F4Wflsj Total Left rim kit5 R' Left Mire Rqt U R' Left Thru Rgl IJ R' Lest Thru Rgl. Lt R' 7W8b7Sli 1341$ RM 04:9d PM Q4:4SPM 36 Phi 1 3,1' 80 23 0 2a r8. 18 0 19 11. 0 0 2p i 0 103 13 0 14B 1g 0 Al :123 1..1 0 sn v 11 0 8 33 24 0 5 30 22 1 3 34 14 0 5 30 18 3 4 41 28 0 5 97 16 0 _ .13 25 3 5 20 10 0 23 112 24 0 25 150 39 0 19 133 3.3 0 '1 1d3 i n 11 ,r1 11 3 1hi 35 0 27, 175 32 R 33 1649 42 0 8 103 4 4 5 141 14 0 5 135 E 0 1, -. 0 1 ,1 9 4 12 "B 13 0 11 '' £ '1 I` • 4 0 470 524 497 940 2031 2134 2203 2317 _ 1511 5$q 1 _ 'i7 11. sA Park 15•MIn Flaaaritee Northbound and Soutllhound LiatboUnd 1NrstUrruo9 Total Left Thru Rgt 11 R' LnR Thru Rgt U R' Loft Thru Rat U tr LCR T1irr1 NM 11 Ft' 88 034 52 fY 0 12 0 12 0 5 10 2754 20 95 4B M Vtiltla Him/ Trucks Pedenblen1 SWAIN Rallreed Slopped Buses 194 439 fib 5 0 2 0 3C 0 9 0 39 172 104 0 0 0 0 28 0 A. 0 148 718 158 D 0 4 4 20 4 12 8 LOCATION; NE 2nd Ave & NE 6211i3t` PltoIe ' It7T6ISZOO-00� - CITY/STATE, Miami DATE: Tue, Jan 12, 2015 4 14911 371 + Peak-Haar:97:30AM-09:30MIA 4r Peek 15-Minute: 07:45 AM - 08:00 AM ea al f Say 1G Peak kcurFavor IL d3 R! 2.2 'it*. 1. 2a0 rale Y i0,94 1 4.- 232 :.: 41 21' 7 es IF }} 0© 7 : # 4 T o# 33 ail 72 1,351 767 + 4 T et el as OA 9.3 en 5.7 1 is r National Data & Surveying Services 1 d a 4 41, 4 + 2 . 3 . 6�- 1r1 - i r - y. tiro � f f 2 0 5 0 ma NA 401 1' 4. I+ 4.+ Nk NR # 4— NA rI. } ` 15UMCourt/ Pariad Pit 2.16 P47d NOrthaBurtd NE 2h4AVd Sauthlldurld NE 8,200 St Eastbound t1€F2nd 51 Wasthmaad Taal Hourly Toth L' g...1.1y At Lett Tbru R9t U Fe Loft Thru Rtt U R' LUR Theo Rt1t U R' Lott ThrV Rot U R` . :, ...r.1 .:.- :. 1.1 r,r `. a •11.0 5 23 2 0 5 3$ 1 0 7 4e 1 3 75 17 0 16 51 5 0 9 ktio 15 34 12 D 10 32 12 6 4 26 10 0 9 35 .5 220 220 1522 1619 13 3B 21 u it 53 e D 528 2067 20 53 -9 1 a ` I: r 25 00 35 1 18 08 35 0 23 49 21 C 14 77 10 D 7 45 3 a 14 58 10 C 12 BD 7 0 547 520 480 47, 4 r.. 2:17 0065 5428 56- 46: r.t C3 CO 41.1 da-1;.6': C :711. ASS DO 45 AAA 1, 1 0 5 e8 6 9 ',1 F.' 5 -0 0 1 0 06 0 0 20. 235 24 0 1•1 14 � 13 171 21 0 .e 181 13 0 Pe9k 10- 1in Nerthtooud SOuttilsourrd Eaelbound - _ Westbound Total FkWrotoo La-1! Thru Rat U R' Let TTtru 51p! R Re Loft Thee Rot Ll Fe Left Thru Ryt U R• All V0100 6s Heavy Tnacks Peletr /505 sretel>S R0'021 Stopped Burrs 14 208 20 0 a 0 4 0 0 3 0 80 117.2 112 D 0 0 0 32 is 8 4 -04 244 152 6 4 4 0 B 4 4 4 92 300 84 5 0 8 0 12 0 4 9 2020 32 00 2£ LOCATION; NE 2nd Ave & NE 62nd St PROJECT IC) : 15-5000.00 CITY/STATE; Miami DATE- Tue, Jan 12, 2010 ,} 475 496 f Peak -Hour: 05:00 PM - 06370 PM Peak 15-10I Jte: QS:341 PM - 05:45 PM 124 225 56 4. +r #% '1 4 0d 1 c 1" 66 4 4. s+ I. 4- y an 195 L 114 414 66 8h Peak kvur Pastar t. us 221 •'► I 0,94 I # saa u.o ♦ ♦ oc #A1 114 "4 r u 1 n Ind h.6 1r r ec• , r41 4 4. f ro T 74 rc.1 aM r i t 3 1 9 0.4 0.0 o0 oY t 4- 1"" Naubltal Data & Surveying Services , , 0 +1 4, - L_— ■ B -y� `may L, LLL��VVV } -. i 41f0.[ . • 1 J 0 NR °r ., Y L 4 14. 41. t * U VI 4,1 _ flm 4h + IN I NL 4. Q '. }1. c *I .. T I- e -0. I. .I t e 1. r 16-L1l n Ccunt Period Ele Inri At NE 2nd Ave Northbound NE 2nd A4"o Sauthbound NE 62nd St Eastbound NE 62nd Sc Westbound Total Hourly Total L..n irhru R. t U R° Left Tritu Rgt U R" Lbft ThrU Rat U it• Lott Thru Rgt U R• 04:9U PM 44:15 PM 44.30 PM :::: 17S:46 - _ 27 1135 2 0 22 137 2 0 16 149 3 0 2214350n 21 458 i 0 9 78 22 0 5 74 19 0 6 82 33 0 B 62 27 2 0 29 52 21 3 33 666 32 0 35 AG 21 0 32 •13 S8 34 2 59 Bt 33 0 7 54 15 0 5 59 25 3 9 71 27 2 40 8B 3E n 11 51 29 0 424 470 6U] 572 622 1861 19E6 2021 522 Peak15-Mtn Flowrates r1onhbound Southbound Eastbound Westbound TEAM Lett Thru Rgt U R" Lett Thai Rgt 'J R' Left Thru Rgl U R" Lett Thru Rgt B R. A ll vehicles Heavy Trucks Pedestrians Bicy.k+s J5 ,Ir ad Eloppor Buses 96 71-3 43 U 4 0 •3 8 4 8 4 145 3H6 1E4 J 0 3 4 20 0 3 0 263 3:,P -30 5 8 0 3 20 0 0 3 ,./. 319 136 17 3 v 4 35 3 8 U 2916 20 e4 20 LOCATION: Rivera NAM . N C 62nd St PROJECT I.D. 1 E-3 7L�• CITY/STATE: Miami l7AiE: Tue, Ian 12, 21}11 4. 1- 1177 1e12 104 1771 2 4= ♦ 4 T Peak• 4 uj r: 07:43, AM - 09,4S AM ; Ptak 15•Mmiite, 137:r15 AM - 03,00 AM 4- 4 e.s 1.2 e.e at! 4.9 1 4 '' 1de o peak Heur Farrar A, s u se 6e 4J t : _ ... P Q j 4- 5 S 4 �` ,a mm a 17rtl 1a57 , � f r ♦ } �} uc 12 fit as A7 It !3 2 National Data & Surveying Services ' 3 e 1- to 0 14 n ?,1 E. (Os 1% 0 r i, ♦ 4- d 1 4 - *I t co ,2 2 LF l 145 Lf 4- 42 i 4 .• ; ( I ♦ 4 —j.i./ 4, . ♦. r11.4 PIA .111.1.;) 14- rIA hv. rvi 16-Min count Period deilir1n1110 At bi cajlne Blvd Northbound 131scayne Blvd Southhoond NE 80n3 $t Eastb4ued NE 62nd SI Wa OW:41nd Total Noutly Total Left Thru Rfat U Ft" LEM Thru Rgt 11 R• Leh Thru Rgt U 1'• Lett tM t 0 R' 07:00 AM 07.154k1 0710 810 07 415 am 45:004D4 00:19 4.41 OB°a'}.4M 00l 45 nM 10 104 1 0 10 102 0 0 P 101 2 1 11 221 0 3 10 250 0 1 13 274 2 0 T _MA_ -_L- _ID,- 0 433 10 0 0 a0d .3 n 0 663 _, h 1 46a 2-5 7 U 430 32 0 1 0.7 23 0 0 _- 22 21 U o Q 0 0 6 0 0 t1 r.= ❑ C. U e C r 0 0 0 0 n 0 2 0 a . 0_ G 0 0 0 0 1 0 0 6 1 6 2 6 1 n 2 0 1 2 0 0 2 1 1 0 L 1 0 2 B 1 1 2 4 5M 59' 09" 79.3 181 740 723 760 2595 2,00 2015 2017 2002 Tea 70i 1 1 240 0 0 .— 0 416 21 0 ® 0 0 - 0 4 Ptak lb -An - Flawretes Northbound SartnboL,d Eeildr.uni Welith.3Und • T�lal Len' Thru Rgt U I? Lett Thru Rgt U R" Lett Thru Rgt U R.' Left TI11U Rol U R' _ AS 41e Ahi.1es Heavy Tluaks 3'dd65l ee Bicyl`fax Ralkaa9 Stopped Buses 52 1690 9 d 0 16 0 4 0 a 0 d 11151 12e 0 0 110 0 2d 0 0 4 0 Q 0 0 0 a o 24 0 0 0 ki a B 0 4 0 0 3 0 0 0 3248 32 S6 16 l.r'J noli Eiscayne i ud & NEg/ndSt PROJECT ID: 15-3C00-045 CM/STATE: Miami GATE: Tue, Jan 12, 2O76 4, 440 „x, ,ram ea ,oa is ! Peak -dour OS.UU PM - 05,00 PM 1, d , as Peak 15-Minute; C5;00 PM - O5,15 PM d.d Di Gd 1- 4 1 e, C T Peak Mc J r F ss,c Cif 0.15' it. 04 do i. r 0.93 0.6 ♦ 4. no .4 4" ,. an ro, r do do 1 j ,0 0.9 40 1--- ? National Data Sc Survayi1 g Services 1 3 a • Ahh. 4. / IIIVilir , 4 I . vv. 4d.x...'3% ,, di r . 4 to II— T NA .4 #� ♦ 4 4— I� 4 YA +� 4 1 t �r. ♦ �, r.... J N T ?� -.IA 101. I, + nu. 4r #1 ♦ 4 t f� 4A ' y 1 � r 16 M riCouni Period Boglnclttg At Biscayne Blvd Northbound Biscayne Blvd SoWlhavnd NE 62nd 5t Eastbound NE 62nd St i estbeurld Tatat Hourly Total Left Thru Rgt U Fe Left Thru Rgt _ 0 R',, Lett Thrtl Ret U R' Left ThOU Rel U R' 04:00 Pas b4:16 Phi 04:36 PM WAS PM [6:Co Pr,,/ 05r16 PM r& ?e FM 00'0 Phr. 16 379 2 0 B 350 2 0 2C 343 1 0 4 297 0 0 .t 1 357 1 0 0 294 23 0 0 232 22 0 0 253 14 0 1 720 73 1 4 294 23 1 0 0 0 0 0 0 0 0 0 0 0 U 0 7 0 U J 0 0 0 0 $ U J 0 L1 1 ._ G G 6 ti G O 0 0 719 614 633 57A 715 4 855 r-2-1 2540 2536 2031 2653 2663 4 r 1236 5C+/1 29 SW if i -" 31 369 2 1 15 31 I i T --at" 25 4 2 '246 1d 5 23 19 1 1/k06G 16-MI.n Flwrrales NAnned oho Bo urnnouna eastbound Vwa'stC=dna Tom Lett Thru Rge U R _en anru Hot U B• Len Thru Rgt U R' Loft Thru Flgt U R• All Vehicles HeavyTruciss Peaesinans Bicycles Rallraa3 5igap66 Buses 124 4092 6 4 4 a 0 0 4 12 0 32 11%5 1[ID £ - 0 4 0 2' 0 12 a 0 - 0 C. e 0 0 c 220 0 0 0 4 4 •s u 0 0 0 24 0 0 0 3056 12 72 32 CCIC:AMON: BIscsyneBlvd&'AEGist91 PIICIIC TID:16-3090-0 6 CITY1'STArE: Mlaml PATE. Toe, MA 12, 2016 # 12121 1052 # Peak-Ficun 07A5 AM-0&a45 AM 4 ma 1.` Peak 15-M9nute:O7:45 AM - OB:4O AM 4 1T01 17 ON44 04 # #,*t+1 11-4/4 4 I # 2 122 t 14 Th CO 9.T Pon& Hour Factor t 9,9 4.4 21 ♦ Q-lig 5459 5 90 ♦ 41. 94 p. 737 155 11- # 59 55 l 9.5 9 0 1 _ 9.4 0.9 01 # 1.11 f ,... a Sai i7 10e0 A09 r___ ry .� � 49 12 41:1 'r' # aS 1.3 1 _ 0- 0 11' 4`. Nadanal Data & Surveying Services a jya 6 491 142 T 1 lc 4 C G 1' 9 9 t: f 4 f �F l y \ r+� I ^Ls' . as t 1- ! 1 J1I,A i. :;. # t PM 915-Min CrhUnk Porl•,d 80g1h0h10 AI 91a214612 i31991 NWhlound 813e9y10 Shod Southbound fitE 01st 8t Eastbound NE 51®t St Westbound Hourly T4t.I Lett Thu Rat tl R' Left Tlvu FI ` U Fr Lan Thru At U R. Leh t°flru Rgr al Fr 74tgl 07:00 AJ41 07:15Ah9 07:30Ah1 07:40Arm azi11 0,4 03:15AM a'.',r,I, 06:45AM 0 102 2 V 0 1493 3 0 4 lea 3 0 n 20$ 2 - a 8 9 0 219 na 1 210 1 1 1 4,5F1 U 4 2 410 0 0 2 45'3 9 4 $ a.=.a 7 n " 445 9 C 3 42 °7 C I a> rf, .A 2 423 0 0 11 0 8 0 25 1 11 0 16 1 15 0 2' 3 311 0 -25 5 51 9 4n a 4.1 9 d4 r•minn an Q 05 6 17 0 5 4 4 0 9 a 1 C n n a 7 1` a P.. :: 96 a 8 9 In 0 4 •3 7 0 4 0 n n .. :: 51-2 510 1 i 0-9 lad 782 y61 IG!? 2672 2004 0.154 3118 2'212 '° 2a41 laea Fro, 1:i.`.1in Flowrltr:s Nb!khksaund Sauthbcond Eastbound Wnethnund Lan Thru Rte U R' Left Thrt, Rgt U R' LEtt -MCARai U R' Lett Thru Rgt II R' Total -_ All Vertu +art Heavy Tracts Perdestimns BiryUrs Ral4cad Staivad Busus 0 3513 e4 a U it 5 4 0 4 C 22 1970 0 0 0 14 11 4 0 3 0 154 12 204 0 4 0 U 16 4 0 0 a4 0 24 0 U U 0 5 0 0 a 3G12 3l3 20 12 LOCATION: Biscayne Blvd & NE East St PROJELT ID: ADOO-0155 CITTATATE: Mlainl DATE: Tee, Jan 12, 2016 -4, 411 ion Is2o- 8 165n 5 4 4 4 4 Pea k-I loon 051tX/ PM - 04100 PM 4 DA Peak 15-MInute; 05:00 PM - 05;15 PM on co on 4- 4. 441 3 4 t 4. r ..,n• .niak HOW rik WI t Mg di a a 11 t n16 DO ' k I 0.94 4— a o o 4" n n lil 13 =5 0 ' IF 112,8 1411 uil- .N , II , II. ..1/ National Data & Surveying Services — 7 : C , .1,1$11 4- i , I , „ • .. a e. t :: .II rJC 0 SO' 0 r 0 —_ ..1 - 411 do + 4 ... , .. _ A ; ii-i 4 4 t, I ...,.. .4.- 41, 4— ',.A ,.v. 4, 0. t .,. ts-MinCourn Period eeginoing At Biscayne 01 vd Notibbouuri Biscayne Blvd Southbound NE 6115151 Eastbound NE 61st St Westbound Total ' Houriy total Luft Thrti, Rod U II" Left Thin] Rrit U R• UM Thee' Rgt LI R. Lett Thru Rgt Ill R"' 04.06 PM 04:16 PM 04:33 PM 04•45 li'M DB:at PM L'S'AIS PO Jth 0 347 4 0 0- 312 3 0 6 349 3 0 0 293 1 6 a 348 3 0 0 405 3 0 MT 2 328 ...-:. 0 .g. 2 ni -? 2 •: 7 202 0 0 2 210 0 0 5 254 0 0 3 229 0 0 1 299 0 _ 0 --7 a C 2• 45 3 34 0 25 5 21 0 la 2 14 0 31 0 14 0 31 3 17 0 17 C : 4 ,ftillifi C 11 0 4 0 8 0 4 0 6 0 3 u 7 6 9 0 3 0 7 0 - UMPIIII"IFF7 1$1 606 649 684 711 2e4n 2640 2565 2130e 2.663 ' Peak '84A4n Flo -wades Northbound Sotithbound Eastbound WO5140nlill Total Left Thru Pot u rr Leh Thru R01 U ft Lart Thru kg/ LI F" Len Tnpu R01 11 R' Hui..; Trucks 15e0artnans Blcpies Redhead Slopped Buses a 163d XI E. e3 13 0 12 C lb 11 12 1 1 q..., n n 0 4 0 'h 0 e 0 1 ..:1 Yn F7 n -0 0 C 34 E 0 L 32 0 26 0 3 Q 6 20 U 0 GP 3132 20 34 , 34 ATIU 1 N nd Av4 E aft OTY75TATE: Miami try 14 Are ffiR 7 33 499 22 4 22 55 peakHA!,N� RuEor r „F # 1e m 2Z l' r 0 an 7111 2441 r__ 1 4.89 274 t 4 i — Ir Peak -Hour: 07;30 AM - 4E:30 AM Peak 25. WNW. 07:45 A - 48:00 AM National Den & Surveying Services 9i•Hln Count NE Ind Ave 12er10d Narlh0041nd Al Loft Thru Rt U R' 2 :!a 1 0 D7r96wr10 ANI 2 30 1 0 2 On 2 45 AM Fr n 401 7 ell30 110 _ ----- ° --- 4 08:30AM ' 3 01 2 0$;45 A11 2 77 1 0 I'3` 1r4 l PJC ild- f 1tE 2i five Soutllbound Iv Left Tbru R U R` D 92 n 25; Pali 15-V1ln Flow rates Northl2ound Left 28 Thru Rill 0 22E 1t o 4 3fi 0 fl 9 R" 0 $ 0 141 4 0 NE 591h St Left Thru Rt C R 0 5 0 4 4 5 a 3 2 tl 1 n 9 0 3 rrcUJ4'LI lu: DATE: Tue, Jan 12, 2016 2 0 0.7 un a.o ao 4- 9.0 0.0 I. 4.3 1.d 0 o a} 0.0 0.4 4.o y j." o-o 11.0 4- •i t f` a:o ed o11, NE 59th Si Westbound Left Thru R U R- 1 "total i 0 2 10 0 0 7 m $outhbound I: astIorund Left 7nru RtJll u„_ R' Lsll Thin R$t 11 R' Left Thru mcrt tl 24 104a 44 0 23 15 32 0 32 30 40 0 0 0 0 D 4] 4 G 0 024 Q R 11 3 9 a 4 0 D d Westbound Hourly Tatil 987 1191 1323 $02 599 207 2&F 1t Trial 1412 75 28 LOCkru n; NE tyd Ave & yr 771f }i CITY/STATE; Miami 44e, 708.* 9a aax a1 #1 4 {} 4- 10/ 59 — tr 1,7 Peel: Naur€actor z1 + 1 0.8 j at-20 112 11 • is fg 45 0 ■ e59 7M 15-M1:n .0011nt Per1p4 ea kirk i4 04:15 P41 04:30 PM 041:45 PM 05:15 PM 125:212 PM 05:46P Peak 15-Mh Flnwr4tg6 P9Slohlttem Heavy Tru e Peduelanc eial'pes Railroad Sloped 13us9a t 4- t 4 Mk T NE ir112 Aire Nartnpgund 107 135 5 e 180 4 147 3 0 0 9 198 21 183 22 0 e 1513 4 0 Peak -Hour: 05.11P PM - 95:03 PM Peak 15-hi lnute: 95:00 Pht - 05' pA/1 National data & Surveying 5ervicea 83 6 . 90 e 11 92 9 9 89 9 0 6 118 9 p 11 60 16 0 5 102 11 0 (Ionhibourui SoutrAcuM Left Thru R t L R' Left Thru R U 728 88 0 44 464 60 0 0 4 0 0 0 2 28 38 12 4 11 12 0 Hourly Total Total 120i. 1230 13n 1957 13?9 987 701 336s 259 329 313 092 260 366 336 NE 58111 St stbound Ler Thru i31t 0 R• 8 3 11 0 9 5 15 0 '2 3 9 1 20 5 7 1 24 .6 10 0 5 4 10 9 8 6 2 1.1 5 7 U Eastbound Left Thru RBt U Jr 116 24 10 6 0 ft 8 55 0 0 0 PRDJ Ift dA7E: Tue, Jan 12, 2016 01 , ae o-.0 on .Ji1.! 4- 311 t 03 C.1 e..a 4_ &,0 9n o T. W 0I2 0.0 e as Q4 o O.t NE 59011 St 114e4traurle4 Loft Thru RU R 9 4 14 0 2 5 20 0 9 9 1e 0 1 7 15 0 3 8 15 3 4 24 3 a 1® 4 4 20 0 Wes 1 wurly rhru Rat 0' 24 32 00 4 0 0 0 72 0 0 1900 192 3E LOCATION: NW 6th C: & 11W 54th 51 PROJECT -ID; 15-3000-008 CITY{5TA1-E: Mia7.._: UA1E1 Tue, Jan 12, 2U16 4 :UV a F4 14 !24 4. 0 ♦ 4 t Peak-110 Jr: 08:04 AM - 09:00 AM 4 a 0 0, Peak 15-Mlnute: lt3:aS AM - Ocilla AM a.P 09- 40 4- # .1 ♦ 4 f 440 0 Doak Hour Far3or t G •11 0G 00 t a 0.0 Ifl%ti 4-.'36 34 / r a 1InJ 20 00 111. r as 1.7 3 o w 4? 37 II43ii) f 4 oa CO 0,0 40 a.o t T 1fi iaf1❑r7 al Data & Surveying G'T5{115eS I 0 0 4, 4 .3 e 6 T to 0 N t 1... #' # n r �""' ri, p n l --1r ' 0 4. -4— jt..11 jiJ4L. 14 W +h 4- t1 ♦ 0 ? r► '5-511nrauch ;prrtA Beg{nrPn®At NW6thCt 11311hhau00 NW6111Ct Sauthbound NWE4thEt Eastbound 1llulMR5t Weetb.o nd -rum Hourty Total_ Loft Thru Rgt UR' La eR Thru Rgt U R' Rgl lJ • Loft Thru. R . Left Thru Rgt {) R. 07:06.AM 07;15Aµ 07:30AN 07,45AN b 0 6 0 0 0 6 0 1 4 6 0 II u r 0 o 0 11 11,P1r111FMMIlmmliningirw 0 0 9 0 2 0 6 9 20 A 34 Ci 35 6 21 0 27 0 20 0 2e 5 34 0 33 3 23 3 28 a 13 0 0 11$ 1 0 0 175 0 0 0 130 0 0 0 172 0 0 lamlifirmETroW 0 19g 7 0 0 192 0 0 .1 e3 o G 1 72 0 0 0 103 0 9 t 111 0 0 257 316 319 350 1ze.e 1 1 d50 140 1127 739 0B:10JiJW 011:M3A6l 1 - 1 117 3 96 0 330 34? r:•5:.45f.`3 1 1 03 3 ;ta 9 _C C ? 3 3 10 1 .. 3,7 37-33 Palk U..M1n Ptowroles Northbound Soulttbaund U0100999 Westbound i Total Left Thru R¢ 1t R• Len Thru Rat 11 R. 1,oR Thru R01 11 R' Lert Uwe R9t J R Po VeI1e18s rleeY0 IIIIMS PedesAlens &cycles RoiIro~8d Scppsd Buses 0 0 36 9 o 0 0 4 0 0 0 160 30 04 0 a U 4 36 0 0 0 0 606 20 9 0 29 0 ❑ 0 12 0 12 166 0 0 a 0 0 0 0 0 0 1709 2e 40 20 LOCATION: NW 15th Ct & NW 54t1: St PRCE9€CT IPI 16-3000-o CITY/STATE: Mien:: DATE: Tun, Jan 12, 201$ 4 ns t * Pee k-11aur:Q4:45PM-05:45PM 4 to ru Peak 15-Nlinute: 05:30 PM - 05:45 PM d5 17 161 11 4.0 1.0 4- ' .� i 4 t ~~ j1, # 4 f 4- 41.1 A.2 e o MO 4.9 5.o Ptak Hourp60cLar ee 4.3 73.7 11_9V J I +� SG7 ,'aG - :.: 03 Of 3 D 24 i eu � I -• f # 9q np o.p oe 00 f B le +• National Data & Surveying Service., 7 0 1 4- 4 # ++ 1 t if it"( j ._ ......., -.0 r a a o 1 __,:.--u 12 ..._ 'k f -all- j. 0 _ - 411 " -' /AP 414,. E421. III i 646 iii;) 4.. ,,, 4- !Ui � f vh 15-MinCourtt Period Buginnlltg At NW6thCt Northbound NW16thCt Southbould NW54IhS1 Eastbound NW 541n$t We61110006 To041 Hourly T4tPt Left Thm Rat 11 R' Last Thou Rgt tJ R' Left 'Thou Rgt LE R. Lafk Thn1 RgE IJ J3` 41.0 PM 01:15 PM 0-1 22 PM 04 4` Lift 0.5.C12 PM es:3e PM 05:46 RM D. 0 4 9 1 0 3 1 0 0 4 0 0 Ir G II 1 4 e • s 6 4126 - 20 9 16 0 19 S 36 0 1S 11 12 0 '1 9 20 U - r2 6 32 13 33 0 11 21 0 h 100 7 0 0 196 2 0 h 177 0 t7 'd t. 6 0 182 3 0 0 173 2 6 1 132 0 0 4 1116 0 P 3 139 0 1 1 120 0 0 ; 2 125 0 1 4 112 0 g 376 343 She 391 A.' 394 356 1174 1423 147iI 1509 75.3 .1. Peak'6-Idln Flom/tales Nonhbaupd $outhoounu E00tbotlrltl WiltbOUNd T6161 Leh Thru Rgt 11 R` Lefl ThrJ NO U R' Len Thru R01 U R' Lark men Rot 1J R' All Vehicles Hum. Trucks PedeElrlonc RIoydos Rafted $lnpF$tl Buses ., 11 ?I 0 +7 [ 0 : A - ❑ 6 128 52 132 0 4 0 4 46 A 1] ❑ 0 BOB 24 0 — 12 52C P d 0 6 4 0 4 D 0 4 Cl 2[3 C 9 20 I} 1712 20 76 41 LOCA11CN: hith Ave & NLhe Stith St PROJECT iIJ: i$-10671-L0g CITY/STATE: M1aniI DATE Tree, Jan 1,2015 e 4% t Peak -Hum OB:04AM - 09050 AM 4 Peak 15.Mlnute: 118:00 AM - 08:7.5 AM 3 3 ❑ •41 ir 4 CD 24 d.3 EKE 0.0 401: 4 11. # __ .13 313 week hour rJlr:, t. 1sr OP 9.D 37 t. 'a .. _ 1—t 11. e 1 .. { 1 411 1.:' 9 V 4' Dz. 4 1 � to 9a ar t. l� � t 4. IN * A. oo DJ ao OO tie p ..i. f ,i 15 -'r 4— National Data & Surveying Services d a C. 41 4 4 c. `. fT ♦ 'IF 3 f f I: � r rs. 4 r rJa i"7 � -. 44 it 11. 4 'i` — LA iza 1 + .1 1 4 + 4 5 Z F411 I F. 4.1 4 4 ,. +- N r,,, r} } 1:: 4411 ..,,, ..- 1 f+ # .4. t . , r 16-Mln Count Period Beginning At NW 511,1 Ave Northbound NW 6th Me Soulhhourrd N'W 1401t Eastheund NW 54th Si Vl rrthourd Tvhhl -- Hourly Toil! Loll Thrrl Rg! 0 R• Left Thru Rol U R• L*f! Thru Rgit U R' Lett Thr:e Rid U R' 07:00 AM 07:15 AM 07:30 AM 07:45 AM G8.00 AM 08:15 A1.i 08.20 AM1 Obi 45, AM 0 4 2 0 1 9 G 0 2 B 0 0 0 B 2 0 0 3 3 0 0 8 1 t} x 0 E.4A1 0 O 0 0 0 0 0 0 0 0 4 0 0 '4 0 0, 4 0 0 0 0.0 0 0 00 0 0 0 0 52 9B 0 0 73 141 3 0 131 128 6 0 74 122 1 0 02 17T 3 0 /' 75 111.1.11111111.111111111 0 BB 39 0 0 71 47 0 G 102 45 0 1 11S 47 0 1 90 49 0 269 345 374 376 407 1387 1505 1586 1572 189E Peak1S=Mln Flowrates Northbound Southtourld .. Easttround _ Westbound ... -, Total Let! Thru Rgt 11 R• Lett Thru Rill U R' Lett Thru R:gt ll FL' _Lail Thru Rg_t U R' All WedlEles Heavy T11cks Reoeslnals. Bicycbs ka freed Slopped Buses 4 36 16 t} 0 0 0 4 0 0 0 0 0 0 0 0 0 0 28 0 0 0 349 716 16 0 10 8 0 0 0 8 1 4 4E4 192 t} 0 0 4 C' 0 2 0 1796 2B 32 29 I LOCATION; NW 5th Awe & NW 54t h St PROJECT ID: 16-3COO-009 CITY/STATE Mlan4 DATE: Tue, Jan 12, 2016 4 4.- 6 14i e o a . ; 4 t PeAk•HOLM DS:33PIM-Ofi:03PM + rlo as Peak IS —Minute: as:oo PM • a5:15 PM no 06 66 4 # 41 ♦ 4_4- t AAi 22! Prek. ku .r F�rinr tin Bill 61 66eta E 6.d 6.6 61 T i SS ip 15 C� jj 1- 'T ,.-�W CAP G.0 .° d r, t 7 14 '+ 4.. National Data & Surveying Services 0 0 L 4 4 D 4.04 jAhh. a yn,I. 6 Pl. c .• _ N.,'i t ti y ...., r- riA .1 4 4# �, 4[ 'I`•4.NA 5. r 1M } hh 4 ill 7 I. bui. 15="hkn CGunl Puri en Beginning A[ rr011 NIi A+.e Northhounsl tAkr Rh Avo Soul hdound NW 541h 5t Eaalbeurrod NW54Rh St Westhnund TaFal tl aurty Tntal Left 71tru Rg! 0 R^ Len Thru Re V R+ Len Thru RI U R' Left T111-u Rat 1 R^ NI 06 FLf E41590 E4 :Id Pkt LW Ad PM D505 Pkf M:15 Pkf O5:30 Pk1 0545 PYR 1 5 3 a 9 1 3 0 0 11 1 0 2 12 -1 0 0 17 2 0 1 14 2 R1 t] 13 3 0 0 11 3 0 h 0 0 La 0 0 0 0 0 0 0 4 0 6 0 0 0 0 3 0 0 %_R 0 06 0 1 6 0 07 145 4 0 45 137 4 0 55 141 2 0 31 150 3 6 54 15.4 0 0 &t r36 4 0 '71 1"� 1 1 0 137 37 0 0 106 38 0 0 140 33 0 0 120 23 0 2 124 54 0 2 123 04 0 f79 3Q. 0 1._ 12+ 403 345 355 394 417 350 355 30 152E 1542 1577 1593 1557 11ED 300 39: Pe41e'6-Mln 5I .-0606 Northbo0rld 5outhhound Eastbound Weslbounsl Total Left Thru R 1 U R" _ Left 1hru Roi U R' Left Thru Rgt U R' Left Thru ItU R' -1 V5 ii0lrt0 hhbah. yTrucks Dedu600ns 0cydus 1291 road SleppeA ausea d BB 12 0 0 0 0 in 4 0 4 0 D 4 0 0 0 0 50 0 0 0 2% GU 16 0 4 4 0 5 0 1G 13 17 1317 215 / e 0 1 0 u •. 10 0 17EO 16 60 49 LOCATION: NW 2'nd We & NW 5.4th St PROJECT I41 16-aoc p.ptl} CITY/STATE: Miami DATE: 701e, Jan 12, 201E 9aa 212 9e vl is {• Peak -Maur: 07:45 AM • 08:45 AM lir 99 14 Pe n k i5-Min ute: OR:00 AM • CR:15 AM ++u 7,F [[av } OF e? Peak Water Factor ' it 52. 9.2 7n t n , �.. ::;:. eaa 45 11- ! 4n rrs, 6 1.9 11° * 71 199 59 915 :err � + � IL 4 e 07 09 07 CI G'S t 1 0 —F 4- National Data & Surveying Services 0 u ol e 1 tar e 14 1 LIP '4I t r. - aim Md L. ;. ...I. .4 # .1.r 4 l L *a -. 4 f & NA # 7 14 T NAN IS Min Count Parted 090.112a At - NW 2nd Ave Northbound NW Znd Ave SOl11i'illourld NW 540 St Eastbound NW 54th S1 Westbound lute] Hourly Totes Left Thru Rgt U R' Lati Thru Rgt U R' Left Thru Rgt U R' Left Thru Rgt U R' 07.00 MA 01 15 44d 07 30 9I.4 07-4SIVA ALL AI 09.15 4M 0fi.30 4M 06 45 af.1 3 13 8 0 L 15 14 0 11 10 11 0 0 73 is 0 _ 3x 17 0 7 'J1 11 0 7 32 1;: '.. _ L. .,. 1°7 d 3 27 10 0 5 29 12 1 38 29 0 0 5'7 32 0 46 22 .. 1 24 4 _- . . �i S 55 130 -.. 11 97 8 0 14 119 14 0 11 106 3 0 15 141 7 0 17 168 18 L• fJ •��.�,:. _ .. 18 138 10 0 9 07 8 0 0 ' 0 E . 8H 6 0 10 113 0 0 145 u 14 121 7 4 - — 274 .�.. 305 345 447 401: 444 426 412 `13'r1-- 1555 1695 1775 1 "4J 1201 1107 412 22 95 6 0 Peak 15 Min Flawiates Northbound Southbaund Eastbound 4119slbounct Total Let Thru Rgt U R' Left Thru Rgt U R' Len Thru Rgt U it Left —Thru Rgt U 17' ALI Vehldes Fleoay Tlucoo Pedestnans 8rcyclas Raj d Stopped &Jaee 26 19°fi 00 0 0 4 0 4 0 0 0 44 234 138 0 0 0 0 4 0 0 4 i'fi 63 no 0 4 8 t} 20 4 8 4 96 404 20 0 0 4 0 0 0 4 0 1964 20 30 24 LOCATION: NW and Ave & NW 540 St PROJECT Ip: 1-3000•0i4} — CITY/STATE: Miami DATE: Tue, Jail 12, 2015 ni ssz 741 1W7 54 4. 4 f Peak -Helm 05:00 PM - 06700 PM 4 Peak 1S-MinUte! 05:00 PM • 05:15 PM #'r as ao 50 00 [10i" 0 4 4 f •~ 1.1 er i"A Ptak I1v ur r aclw + L ar Ere 02 0.0 'L r:. 4rt+ ( 0.96 44—Ids as #+ 0.2 er r.n T l 4. 125 5i9 05 6A 1. y } r de —16,___ 4. #Y 1 Ik 52. 309 72 250 410 L a f 4 T 7 :, ,,i, Gf. 04 L.,T - Nanarial Data & Surveying Services )1Airj4 10 # #' 1. # 2- 4, 4► ------ 41 16-MinCaunt Pelted Bagfnring At NW Ind Ave Northbound NW Dnd Avo Souihbound NW 64th St Eeettound 1.141i 54th St Wosft4urid Total Hourly TaIdI Lirc Thru WO U R' Left Thru RgI U R' Left Thru Rut U R' Lert Tnru Rgt U 1i" 04:03 Phi 04:13 PM 04:30 Phi 04:45 PM 05.03 PM _ 14 54 28 e 13 60 19 0 9 72 19 0 13 53 29 0 10 75 IS 11 9 29 21 0 6 44 17 .0 9 39 22 9 1 37 11 LI 8 46 17 1 32 113 13 7 21 107 14 0 39 102 17 0 36 1110 17 0 d3 122 14 13 17 147 23 C 15 103 12 C 19 139 10 0 13 91 14 0 16 145 20 0 24 a 500 131 193 4.18 532 1972 1904 1990 19715 2027 Peals15•htln Plvwratue Nonhbound Saulhbound Eastbound Westbound Total Left Thru Rat 0 Fe Left Thru R91 U R' Loft Thru Rgr U R' Left Tnru Rgt U R' AtiVe1icles Heavy rruss Podeismrdrss 1310.2-1ao Rallraad Stopped MESS 44 '316 34 r 43 r 0 '12 4 20 0 98 194 42 0 a c 0 3 172 ..la Gi J o e 3 30 2 12 2 D9 &NI 123 a 0 4 0 12 54 0 1 22110 12 76 10 LOCATION: North Miami Ave &NW NE54th5t CETYfSfATE: Miami PROJECT ID: 1v-300O-012 DATE: Tue, Jan 12, 201h 4- sin 4 „et 127 411S 02 4.1 4 LF t 41. 1ST Reek Hour F,cirr 24 OS 47a :5 G. 0.06 'tk y r# i t'41 It Ij Peak -Hour. 07:45 AM - 08545 AM Reek 15-Minute: OB:25 AM • 08:30 AM National Data & Surveying Services I* 3 ,n r 2" 4 ns AA0 0.3 22 .4- ♦ 4 '- LLD CO t. 4.2 0.2 aG nit 15,11Ain Count Period Beginning At 07:00 AM 07:15 AM 07:30 AM North Hlnmi Ave Northbound Lift Thru Ras U R- 1♦; 43 7 13 38 13 15 61 23 North Miami Ave Snuthhau,1d Left Thru Rg1 U R_ 13 2112 22 128 21 266 16 0 13 0 22 0 NW_SE Sdrh Sk Eaotbuund Left Thru Rot U R' 15 60 34 78 23 B4 15 15 1 r. 6 0 NW„NE 541h St Westteound Lert Thru Rol U 21 32 36 54 47 6.3 A 0 A 0 5 0 Hourly R° Total T.tal 455 437 r,,1C. 2273 2580 2t33C 11111r1B 54 25 0 13 81 28 n get258 15 0 -y-t 16 0 3s tut 45 RIB" 151 87 5 0 67 9 0 731 3022 710 3017 MI5 AMA 08:45kt+4 7c :2 0 20 284 a1 10 50R1� --_. 06 19 0 37 302 35 11 0 0 2:) 111 25 2 33 91 1 3 32 111 37 "7 5,. 35 70 5 0 27 7 3 7• 8. 2247 731 1464 733 733 Peek 15.MIn Flmrnelee All Veirbea Heavy, Tusks PeOeslriens Bicycies Rallroac Stopped Buses Northhound 6ouih6aund Es?hound Wa0lbound Leh Thru Rgt U R° Left Thru Rgt U R° 72 a 3'0 132 0 O 4 16 O 0 100 1226 270 5 8 12 0 20 0 4 0 Lett Thru Ftgt U R` 172 444 124 0 4 B 4 0 B 0 Left Thru. t U ld` 204 348 36 0 a o 4 46 0 4 0 3360 44 52 16 LOCATION: North Miami Ave & NW_NE 54th St [ITY/STATE• Miami PROJECT ID: 1F, 3000 Oil DATE: 1 ue, Tan 12, 2016 f mh 37,4 M #+ ♦ �h ' 9a Peak tear Pactor 4 6rl ve a,, • .� 11 ,ya s,s �03 rip { t53 l MU 1 # 4r 4- r. PeaR-11our: L15:00PM- U6:90PM Peak IS -Minute: 05:30 PM • 05:45 PM National Data & Surveying Services tp- 4T 4, 00 td 1 4 85 0,7 08 9.2 it. 00 0.2 6.5 1,416 '. YA 15- Mi n Count Period lergInra;np At 04.CU PM 09:15 PM 01:30 PM 0-1.4t`tA tip 3Ci Pt,1 00:C0 PM North Miami Ave Northbound Let Thru Rgt LI R' 29 205 34 0 17 225 27 0 33 250 36 0 21 251 32 0 41 2755 39 28 231 39 4 l I ale 21 203 08 0 North Miami Ave Smithtown! Lett Thru Rot 11 R' 13 92 22 u 20 105 27 U 15 79 30 0 19 90 220 0 11 102 27 U 13 NW NE 54111 SI EatrtbOUlW Lan Thru Rgt 0 R" $3 92 7 0 58 82 11 0 43 02 12 0 47 101 13 0 49 99 18 0 71611NES4th$t W05Ib0Urrd L•arf Thru Fig U H. Ttaal Haurty T4ts1 30 101' 13 0 598 2824 32 133 23 4 1201 3041 25 55 22 0 731 3071 18 90 20 0 770 31ti0 2Rtts 25 101 21 0 825 P8B 788 Peak 15-MIn €lowraia s 4E Vehicles keevy frocks Pedeobrens Bowles Reltrond Stopped ®uses Northbound Leif Thru Rgt U R' tea 12.114 1a5 { 4 1 8 0 4 4 Soul tho NMI Lett Thru Rgt U R' Sri ate 120 0 q 0 12 EEr#tbDIald Lett Thru Rgt LI R' 274 398 58 0 0 4- 0 12 0 8 Woctbaund Ld1t Thru Rgt 1J R. 180 4E0 84 0 0 4 0 12 0 5 0 TcdaI 3596 15 4d 2a L€3l:ATION: N E 2nd Ave & FIE 54th St PROJLCT IP; 16-3000-012 CGTY/5TA6E: Miami PATE; Tue, Jan 12. 2015 4 019 779 ♦ Peak -Woe r: 07z10 ANl• 6$:32AM } au n7 Peak 1-541.11atty P -00 AM - 08-15 AM Fa7 141 P4 11 C n 4 # 41 4 1! # Im 4,1 ; Lh t 4- 478 51 PIA Haar Factor t 41 ADO C.2 : 4 t 2.4 0,- 425 0.91 4= an 9A 4 Ifl ♦ 0.3 530 54 r Lisa ? 13 as _ : i oe 4 AaA 1C7 t + Q4 ao t a o ♦ 4 National Data & Surveying Services a $ 1 40 } 14. a• — o > 2• r�� r-i1 , rt -4j a f_ E' vi 1`10 loti 1 e 9 — — —— �'. 4 2 1 Y J , 7 T } t t NA ♦ ::W6: f t' w= i0 # Jp,L 4—.., r it- ** 4 1.4,4 1 F.+.. 16-Mlln Gaunt Period neglnrrbFgA1 FIE2nd Ave Narthbouna NE 2rtd Ave Soulhbound NE 64th Si NE 64th Si Eastbound VJostbound Total Huudy Total 74.5a i9961 224E 2702 205: 1432 923 429 Leh Thru FigL U Fe Len Thru Rg1 U R Len Thru Rat U Rbelt Tiiru IA U il" W V/,ANs 07;15AM 0E:t14AM IIIII 1:15.10AM 56450 5 23 17 .. 3 23 11 r, 25 0 7 ' 85 20 0 '' W 15 C= 1A 97 23 0 9 4G r E 49 1t3 n 2� 69 if 0 11 50 9 0 43v1F4 17 50 1v7 14 0 5 1r 0 21 101 17 4 33 4S5 13 0 26 342 1, n 6 9 D 0. 6 07 6 0 12 5� �1 0 8 49 8 0 29 7$1 5;1 579 52, 509 494 429 14 BY g 14 94 ' 13 •31 1& d 14 TP3 ' 13 92 14 0 n 99 12 9 0 12 0 116 11 o _ 11 tl id 71 9 0 1a 46 6 D Peek 1644,a FFowfales Natthi7dund Southhound Eastbound Waslbaund Total Left Thin, Ryl Ll R` Lett. Thru Rat U ii` Left Tnru R t U R' 1-eft Thrn1 R6t U R' eI All V91145 1,08vy MOOS Pe4e-ss6ans Elcyoes Railroad Stopped 9u9ee 00 224 19u 4 0 0 D 1e 9 4 0 294 740 09 4 4 4 0 D 20 4 16 0 a• 50 524 54 0 4 11 4 1,5 0 4 4 12-5 454 45 4 4 4 4 15 0 8 4 2724 24 69 44 LOCATION: NE 2nd Ave & NE S4th St RI5.rt r iB:76- d b 11 CITY/STATE; Miami DATE: Tue, 1an12, 2016 + MI [>t12 7t !id eat 4- to t Peak -Hair; 45; 44 P AI- 96:04 PM 4 uu as Peak 15-Minute:05:ti0 PM - 05:15 PM 00 e0 0 2 # . t t 4- 5 5& Peak. Hc,:r Fa 9tor * I. 123 SA C.2 an t it, 9 5 is! rt I 0.119 I 40. 451 15. +4 ♦ 92 + 4e1 .33) -3a r514 J 7 ♦ f 14 ii I {.. T + 9 3 ' t 3 a # National Data & Surveying Services 3 r+ 4 '4 FF - 'I 39 t 1 • - L j‘Nlr 1- f4 - - 4" to f i F i tl- -4, NE,"1`` l t a - „. rt r : 1-. IA -0. 4114> h14 Y+. 1S.MInCaunt Period ELeglnring At NE 2nd Ave Northbound NE Ind Ave Sauthbeund NE 84th St Eastbound ME S4th St We91aoun1 Totel Hourly Total Left Thru Rat U R" Left Thru 12gt II R' Left Thru Rgt LI R• Loft Thou Rgt [I R' 04:05Pi.1 04 15 Pi+1 04:35P161 04:45 Pm 05 (ANA 05:11 PM r95-2'J FM 0545 Pm 15 78 3fl 0 21 87 24 0 17 22 27 0 20 BB 21 0 31 121 25 0 20 125 17 0 2i 122 1a r+ 24 an 29 5 22 55 25 0 21 5.8 10 0 27 51 21 0 17 52 23 0 20 50 25 0 10 81 17 0 16 E3 15 0 21 55 21 0 35 100 13 0 21 74 0 0 20 02 7 0 28 04 13 0 21 lla 8 0 21 07 10 tl 12 117 12 21 07 0 D 1? 811 18 9 22 88 25 0 15 112 23 0 10 70 21 0 20 120 24 0 488 462 614 476 507 1999 2058 2.3' 3 2107 2170 470 Pr-.at:15.Ailn FlourAtes Moil Mound 800idonune Ee5113,mnd Wesleouni - T t0I Left itlru Rgt U R. Ler Tnru Rg1: U 10' Len Thou Egl U R" Left Thru 111 U R° Au ve.1Ic1e5 Ileavy rrucke Peaenleet15 tl cries Reiloarrld Ltcppe4 84150e 124 5' 100 r 0 4 [t 411 0 12 i 54 225 100 0 0 1 [: 16 4 4 4 120 450 49 7 9 12 bli 9 4 .. 00 512 148 0 0 4 8 6+4 P 4 4 25411 33 158 4A LiiC"A#lEoil: WE 3rc3A'v"tT NE54thSt PROJECT ID: 15-5O O-c13 Ci7YJ'STATE: Miami DATE: Tue, Jan 12, 201B } 4— s7 92 i.� d a 4.11# 4 + Peak-Hou1:07:45 AM • 08:45 AM 4 4A 31 t Peak 15-Mlnutet O$r06 WI - d9.15 AM U.G 06 4.D * 4 1, 4 # h,; weak HDYr F3:tor b �w 4d 50 1"t.5 d.Pr I o.e7 4 d9 F a 4. as - \ zaa 14 1. r ,a to 0.0 D0 I. f. as o.a y 95 o so- OC 61 ' 1 iPm t 4 DO 4.4 a0 0a At 1 5 4 ..,.. 41—. National Data & Surveying Services a 4 411 4 14, I o M1 R L a y yy a r, 2 yh 0 11. , oar i s Z el N4 hen - # NA NA 4.♦ +, 4 t 16-MIn 0040t PIMA WI inoloq Al NB 7rd NO NARIIbiru0441 N5 7r4 Poo StlrUI11b i4E NE 64411 St Eastbound NE 54in $1 west band T014I Hourly T .1aI Len Thr.e Kg' U B. Ln1t Thru Rai U Fr pert Thou Ft3t U R' Lett t`hru Rot U B• 07:n0AM 07'15A24 07 :30 AM 7 0 11 0 2 5 12 0 111 1 21] 0 „ 0 9 0 0 0 3 0 3 1: 10 0 a 2 5 2 4 4 OS 2 9 3 140 0 0 2 50 1 0 2 6E 1 0 3 ma 11 [1 154 140 273 659 -129 '2114 Err' S 0 1,7 4 B 0 10 0 5 174 0 0 5 57 1 0 522 ' 72A UV IXIAM 7,, '5 7 3 ,- 111 2 5. '57 1 3 J 144 1 . 354 '"f3 * B AifVtl 062110 s U 12 0 Cx 0 12 0 4 0 10 0 1 0 11 0 2 130 A 0 11 135 2 1 B 91 3 0 2 101 3 0 204 283 010 540 09 45 AIs1 4 2 5 0 1 C 5 n 7 142 7 7 5 ,.9 7 1 7,57 27 Paak 11 Min _ FIntari.t4= i 1.141r1,800430 sotahoouria &Astommi C18811440r1l Tro!41 Loft Th 11 R' Lon Then Rflt U F' Lon Thru Rat U R' Lan Thru rrgt Il F' .All VehiOes .uary iracas Pnnesuans 13ICy0@S Role4ad 314pped Buses 32 0 0.0 0 0 0 0 20 IJ 4 0 32 0 .4 0 0 0 0 12 0 0 0 44 89B 13 4 0 0 0 12 0 4 9 20 575 12 4 0 4 4 0 4 4 0 1640 16 44 12 LOCATION: NE3rdAve $rNE54t 54 PRI3JECTID. 16.3410P313 CITY/5TATk; Maami DATE. Tue, 1an12, 201E 4. 11 da 32 2 r' 4,1 } LN • + Pea &-I10ur105:0DPM- O5:D0 PM + Peak 15-t4Tinute:U5:0U PM •05:15PM 4" 4. (I' 04 et} ad ed 4l 4 4 t 4. .1 21 2n4k How 3241411 ♦ }'a Ere a.7 as t9a 02 444 Al` l 0.9E 4— 5c as ♦ 41. 92 —1.- 41 * ,p. r2 ti .1, . . i t + 4.. + 0 an p,d Ian ue 49 . it 4 Iwiatitsnal3ata & Surveying Services a 7 4 is + 4J { a t 0 a ■ F 'en Ili �,ry .. 4- II -- `` 41 j - - + ■+ _art • i HA "7- ) ii. ..t 4 to il_ _10 r 1 err MA Mt `1.. ..1. IQ '. ! } No. r • t 16-WeiCek nt Period Eleirrrp.9 At NE NV Ave - - Nmthbe nd NE 3rd Ave Southtound FtE 64t12 St Eastbound WE 54th 51 Wawbvka tl TOW Hourly Total Left Thru Rot L R' _ Left Thru Rgt U R' Left Thru Rgt U R' Lee Thru 14g2 U 14" 041%6 PI.4 44:15 P4.4 04.30 Phi 01:46 PM MIX' PL4 M 1.5 PM 02;r,P1d 01.4.'.1 PM 4 0 B 4 4 0 10 0 7 0 10 0 5 0 6 0 4 0 6 U 3 1 12 5 4 A 3 0 1 4 0 4 3 1 .1 0 2 0 11 0 1 0 12 0 3 0 11 0 1 0 4 0 2 1 r 0 1 I 3 0 rt 10 120 3. 9 7 106 6 1 12 104 10 0 10 105 18 1 1a 120 2 0 11 110 3 a 12 11$ 3 P 14 124 3 0 15 107- 9 4 13 101 5 A 9 3 T ^r- 287 273 297 230 539 3G�1 1137 11454 1251 12132 1266 Peak 16•N11n Flnwrates Nerlhbound Sou1hbeund Earilbounrl Wcslbolurd Total Left Thru Rgt 0 Ft' Left Thru gel IJ R' 4sf Thru 114'1 U R' Loll Thrrl Ryt tf R' All Vehicles Heavy Tercks Pedestrians Bicycles Railroad Steppes Buses 16 4 45 0 0 0 0 2e. 0 0 4 12 4 44 0 0 A 0 is 0 5 4 I 72 488 28 4 0 6 7 12 4 12 0 94 544 24 4 0 4 0 0 0 "2 0 146a 12 52 32 ' LOCATION: Federal Hwy. 9. NE 54th St - PROJECT ID: 16-30D-014 CITY/STATE: Mkanil DATE: Tut. Jan 12, 2018 4 419 Tr 253 .21 le «i 4. 4 I. Peak-Hour:07:45 AM-O8:45AM 1 em IL Peak 15- M knute: O8:t7U AM - 48:15 AMa_. o-.a 04 2.6 411— + ♦ 4 41'+ 417 33 Flak HOur Factor '� 6 4� 1.2 2.e t 40 DA zee 1,, 0.89 411. 22,1 1 n ♦ 01a.9 xu 4e 4EI !>t n. ua ado Di 4 lid 1� 115 742 424 � � —11_i 11• + i titi 60 co —► hia•tinnai Data At Surveying Services 40 i 4 4 4. 3 ATJ + tsi y. 1 t. G ,) 1 , —9 } 1 ro o in # _a. 4.1 0 itig. a4 t t A i'• NA i 1 7n__ NA _$ r .4 114 ' .R ! rt t 'h f l 15-Yin (lewd Porlad Beginning At FcAernt!Ivey Northbound Fe1P.rhI Hwg Sovthbo,Jnd NE 54Ih St IEa_stbound NE d41h S1 Westbound Total Hourly Total 1,439 Thr. Rql U R' Lett Thru 6431 U IC Len Thru Rgt U R' Loft Thru Rat U R' 07149 AM 0715A;1 07 3 ,1'.t 37:45 rV'd 34 33 AU, 09:15 Ard 08.30MI 9 45AF:. 14 is `3 0 15 9 '4 0 21 '. 7 ' i 0 43 42 49 0 4 ,' .52 3 26 2 F 22 0 30 23 31 a 19 20 2t• 0 6 80 5 0 4 42 10 0 6 55 9 0 6 BD C 0 5 66 12 0 11 41 39 0 14 47 46 0 d P5 50 3 £13 a 6 R9 ', 3 04 58 0 'max: - 0 ie 76 69 0 r 20 3,- 1 9 20 '35 1 0 10 51 a 0 57 49 1 e •-:1 1-. 2 0 .10 5C 2 0 62 96 1 0 1 <:i 0 2220 285 393 6o7 °43 393 429 11' r 1375 1874 1802 1646 -:512 ' 239 Bib ' Peak1l•IEIn Flevtiratb5 ' Northbound Southbeufld Eastbound . dlNaslbouad T.Sal Left Thru R!t U R' 1-eft Thru IR 1 U R' Left rhru Rn1 U R' Left Thru Reit Ll R.' All'Vehdes Heavy Tn;[ks Pedestrians Bicycos 10 Ralir€ao Slopped Buses 185 168 208 0 4 0 0 12 4 0 24 276 58 0 e 4 0 $6 0 1 4 48 352 372 _ 13 8 c 0 4 4 4 268 276 8 0 0 4 0 4 0 B 0 2244 24 32 32 LOCATION: Federal WAN &NESib 't. PRCIECTID: 16-3000-014 CITY/STATE; Miami OATS; The, lore 12, 2016 + 175 112 as 11a 1a 0 # 4 t Peak -Hour 05;04Phil - 94:00 Pl%I + Qo to Peak 35-M iute:O5:00PM -05;15 PM ae a e an 4' 4- 4i 4 14. t *' ... s,r real: Hour fa[Idr it. as ND MA ti a'.o 011 --_' I I:1.97 'ram + 540 0.4 ..III. iall l: o + 112 no t 4 ®.o a.r t 3 r National Data & Surveying Services . 1 a ♦ 4-i _ �. t ..or f ro r1n tlo j t t } 1 T'1 'Id 4.NA 3 F lot ',. 4, NA ' 15,'A1n Gaunt POrion EoglnnInl7 At Fodaral Hwy Honhnound Federal Hwy Sautiltrtlund HE 64111S! Eaelhound NE 64th S1 Westho-hmd Total uaurtlr Total Loft Thru Raj! U R' Loft Thru Rgt U Pt' Loft Thru Rg! U R' Lan Thru Rgt U R' LAM PM 04:15 PIA 04:36 PIA 0446 P01 60 77 44 0 46 62 33 0 46 70 34 0 63 92 30 0 6 30 12 0 3 33 14 0 4 34 1.3 4 9 32 12 .0 a9 Se 40 0 12 57 33 0 10 tic 31 0 16 49 30 0 22 69 6 0 3 68 6 0 1C 77 6 0 14 60 7 0 a48 376' 422 404 1614 1670 1762 1012 050 Plul 7E 7B 25 0 2 36 19 0 29 56. 31 0 10 00 11 0 an 1046 0 - $ t 42 0 Al Q .11 -1Y F' u r ,1=a Peak'6•rl111 Flew'ates Nort01t7011r1¢ SculntiBune .ea0tnaur11 wawm Ball Tetol Lalt 7tinm Frgl 11 H' Lest Thru Rg! Ul R' Lee[ Ter, Fir h R. Left Trlru 4R U R. kll Vo7refea3 Meaey arl-RAH }Caastrans PltyPea RawYoad Siap11 0 4115as 312 452 132 0 4 0 a 20 D 4 u 28 152 72 0 Cl 0 0 a h 4 4 112 104 152 0 4 e r.• a e e 1? 84 30.0 00 C a G. ,0 4 4 a a 2200 13 44 44 LOCATION: hiSCaYrIe Blvd $ NE 54th t PH4iELT I 16-30u0-1]] CITY/STATE: MLar;i DUE: Tue. ]dn 71, 20115 • wet 6CS1 3112 140-0 @ t Peak -Haug 07:45 AM -0A:45 AIM T m.s 11 t Pen k 15-M Inut€: 07:45 AM - OB:BD AM C3 eB 00 ,IQ 301 FlakHO@r F8tt0r t. 3 @ Y I 10 f ,. s ■ . 197 #+ 3 @n ♦ ill 479 173 l j r 4 @ aq 7...7. y yr— 4 tn T14 119.91 796 I1 IL)/ a1 t 11 },3 1.1 lA 1I qT 19 f d d t IVatvnal Data & Surveying Services C 9 e 40 # 4 G # * i a t D )01011 r+1 7-o .P.y IF �yL+ o�44¢.�3 `` f� 1 4' P rk 1 3 � 1.--"'rt 1 @ � .... jy T,...... o-- r :N0:: 41 t e. # a1 # I' RA1 1S-Min Cabot Period Bono Blvd Northbound Biscayne Bird Southhnund NE 54th St Eeelhound NE 54th St Weethaund lohd Haurly Udell Beginning RI Lail Thru Rul U R' toff Thru R14: U R' Left Thru Rqt U R' Lett Thru Rul U Ft` 07:00A141 87:15A3.1 3730M 37 4.5 Ar,i 0500Ah1 0015AM 08:30AM 8 BC 0 3 12 109 t1 1 14 140 0 1 15 174 ❑ 0 1 23 0 213 --I— "'" 0 2E7 43 0 0 3150 52 0 0 454 00 0 Ih 285 '32 0 "4'—f 25 0 3'• 1 42 ❑ 24 0 � 0 50 0 137 0 44 0 -- 0 0 0 0 0 0 0 0 0 0 0 0 0 C. 3 4 0 0 0 0 F — 0 0 0 4 5rn111 767 =..:.4 740 Ian, _.� 73$ nee 5133 31313 t 3760 �IAtia _ 73$ 10B 0 0 375 R1 n E a2 a 50 0 35 0 'f' i'1 1,.. 0 0 353 eg 2 5? 0 41 0 .�T de. 0 46 0 c6.4... AN 2E, 167 0 0 Peak 16-Min Northbound Sou111b41nd i Eastbound Westbound Thiel Horn -albs Lett Thru Rat i1 R` Left Thru Rot U R' Lett Thru Rgt N R' Left Thru Rgi U R' Al, Val -Klee Heavy Trucks Pedesinarrt Bicynas R ennead Slopped Bursas , 104 756 0 4 4 8 0 8 B 4 0 0 1340 432 0 0 12 0 0 0 8, 0 3a.2 0 20d d B 0 0 B 0 0 4 0 d ❑ 4 0 0 0 4 0 0 0 343n 33 2e 24 LOCATION: 15Ina yne Blvd & NE 54t1 St PROJECT ID: 16. C01015 CITY/STPTE: 411anjl DATE:. Tue, tan 12, 2016 4 4-,i1 4141 191e It Peak -Hour: 05:O01 PM - 06:00 PM 4 Peak 15•MInute: OS:15 PM • D5:30 PM 1 ne DIE , 4 4} ♦ a 1 07 00 01 0d 4./+ 4 "t 4F a f: . Peal. hour Fa _tor IL n n 0e eo lt. a s0 r Ct.015 I ♦ n 9:G M 9.9 k.2 1..1 yy 4 8 8 ,1� 41 91 So y y 4. 9r 9G - } 22E 13TE 3 l'aS 'SaE rLLY i t 4 3L 6; or ' U' -* 4.. National Data & Surveying Services Si 4` LIP .i P s41}r = 4" f 0 J 4 t • 4. NA 4. .a.. �l ala 4 4 ,' 0 4- La w r,h rt ♦ 11k I I:.. 1, , f .- 4F 4, Nn. 4 ...1.:G 1 7G•MIr1COunl Period Ro nrinh At 61eeayne t310a Northtwunrl 0ieeayns hlo0 Scuthbaullr! NE 64th sr eaetbnund NF<86th 34 Yyaat4ound Total Hourly T04O1 Lett Thru Ryt U R" Leal Tnru Rgt 1! R' Lent Thru Rgt u R' Lart Thru Rot li R^ 0&00 P 04,15 Pwi 0$.30 PM OL -1.! Fl. 09:00 PM. oh 15 Fl.i 0510 P t1544 rim 31 i@4 0 0 42 209 0 0 NJ 250 0 2 4-1 200 0 1 t 3118 46 37u 0 0 380 0 F 64 3d1 0 0 4 1 7 -S'3 _-12 0 229 50 0 0 104 47 0 0 235 46 0 0 210 6 O I. 0' 01 0 31 0 r4 4 2e o 00 0 36 0 4? 0 31 0 re it 37 1 — 33' 0 0 a 0 0 4 0 4 4 0 43 4 0 0 G n 0 a 0 ❑ 0 0 0 a n 0 0 0 l3 0 0 0 U 0 7l1 712 655 666 284d 2025 2007 3039 `- 11 703 787 70F ; 175 10 �3 Poak16-fdin Flaer0taa Northbound Sauthbould Eastbound Westbound �Rgt Total Left Thru R0A LI R" Loll Thru Rat UR" Lan Thru Rtl J R• LAThru U R" 12 9124 30D 0 0 4 0 12 0 "2 e 312 0 13e 4 4 0 r 32 4 0 All Ve` rles Htfavy Trucks PedeOtdans Etsydos Reilload stnppee auNes 256 1430 0 C 0 8 0 10 4 12 0 0 0 3 3 0 0 0 12 7 0 Cr 3414 14 60 40 LOCATION: NE 2 nd Ave North & N E 51St St PROJECT ID: 1 b•3DD0• J16 CITY/STATE: Miami DATE: Tue, Jan 22, 2016 4 e§e rt a era 41 # 14 1 Peak-Hour:07:30AM-08:30AM 4 Rr to Peak 15-Minute : OS:00 AM - 02:15 AM ID oA o.t 4. 4 rr 4 4 it *' D a Perk Hour Parler 31 .2 no as Ito it. 03 a .41. 113 11. •0 0 a N. 4111110 Allni. C , 7 0 II .r +1 23 a 0 a0 +I C i 0:.11. 4 f el o rc ,a 6oe 29. r---- ao, P.. �s a * + f eo MD as as Eta as -iik + 't a National Data. & Surveying Services 0 Y a 4 a f 3 1 % 4 k 4�C 541*.3 1. a r. I. } I NA t. .F. :'I" rdr, IQ N. ry F `i . h.,i. 1S-Nin Count Period Ba;inninpAl NE 2ndAve North Nu.1hbou nu NE2ndArs North Sou1116o-und NE 61stSI EEsEbound NE51stS1 WE aLb uud Total if Darby Total Left Thru Rgt U R' Loll Thru Rgt U R' Left Thru Rgt J R° Left Thru Rgt 12 R.' U7 Cc;1V 07 1:: AS.1 J 1-1 C 0 29 2 p C 92 0 0 1 70 0 0 0 0 0 0 00 0 4 4 3 2 0 B 0 1 C 132 c .. 131 1729 07:30 pM 07:45 AM 0 71 4 0 0 6g 2 0 4 176 — 2 225 - 0 0 4 ii, 5 0 0 B 0 26E 310 1198 11141 CR00 AM 6 71 3 0 0 a.:.. 0 0 0 0 3 2 15 0 13 5 321 i 1 12 ' 08:30AM 09:45 AM D D8 5 D 9 G6 5 0 • 07 9 1 12 204 0 0 t. 173 0 0 2 161 13 0 9 0 6 0 U 6 0 0 0 C 0 0 8 0 9 0 12 0 7 0 9 0 9 9 293 2f1 253 BO yid 263 Peak t5.Mln FEowralas Northbound a Southitrnund Eredhaund _ Westbound TPtdl Left Thru Rgt 11 R' Left Thru RgI U It' Left Thru Rgt U it' Left Thru Rgt D R' 1111'denlcles Haab), T-ucks Pedestrians BicgcIs Railroad Rapped Bus 0 264 20 0 00 0 0 0 6 4 9 16 000 0 0 1] 12 9 S 0 20 0 9 3 U 0 0 0 9 24 0 0 9 SO 0 40 0 0 0 0 16 4 0 0 132u 12 4B 26 LOCATION: NE 2nd Ave North & NE 51stSt PROJECT ID: 16-3000-016 CITY(STATE: Miami DATE: rue, Jan 12, 2016 r d 6 103 2S t Peak -Hour: 05:00 PM - O6:00 PM + 03 44 Peak 15-Min ute: 05:00 PM - 05:15 PM oo as re 11 c 0 Peak Flour lector y 41 0.0 a.a t S.d 15 d 0.92 III. a 85 ♦ 4. d.d o a 1. xi e1 T, as na, 4- ao to 7 t 0 559 44 111 axe . {11 IJ ', I' ® .�} 444 { t it 11 t 0 40 40 00 oo no oil* . -. 4- 140171011111 Data & Surveying Services 40 ` ,I t 1t l} } % y ; 4 .. '. NSr s l 1 j ic r LLL77T��SSLJJ r d 0 4 4 f i y T-Iir t 41> 15-MInCount Pored BegInnin9,At NE 2nd Ave North Northbound NE 2nd ANT North Soutnbuund NEdistSt EesIBound NE61g151 Wcsthound To1a1 dourly Totsl Left Thru Rgt IJ R. Loft Thru Rgt tt R° Lett Thru Rgt U R" Lett Thru rtgr Li P• 04 00 PM 04:12 PEN 04;30• PM 64:45 PM 05 80 PM 05:10 PM 115-I[ PM 05:4•_ PM 1 105 4 1 0 111 10 0 0 134 3 0 0 111 8 4 0 153 5 0 0 153 5 d 144 14 0 100 16 T. 2 77 0 a 4 92 0 d 2 76 u 0 4 86 6 a 5 as 0 2 a e 3 d 0 C 0 4 a a 9 0 0 0 0 0 0 0 0 0 a 0 4 C 7 U b 0 7 U 4 0 4 0 3 0 5 0 5 0 243 270 228 219 2 861 92U 629 947 955 <i Peal 15-InIrl Flowtalea NorltlbeuRtl 5,outnhountl EustIoNund Wdllbound Total Len Thru Rot V R' Left Thru 1%g1 L1 R• Lett Thru Rat LP R' Lent Thru Rttt It R' All Vehicles Haw). Trunks Peaesi a s $.fly I05 Reilr0ad Slapped 0.1sas 6 612 65 a A0 0 P 0 • . 4 35 344 0 8 4 0 7 12 0 8 9 0 0 0 0 0 0 0 L'2 U 0 C• 44 00 28 0 0 6 4 55 0 6 4 1128 e 100 25 LOCATION: NE 2fad Ave Sou th.1 N E S1st St PRQJECT ID: 1b•d000•1.1 / CITY/STATE: NMI Mg DATE: Tye, Jan 12, 2q1 # A75 A' 73 aea O t Peak -Hour: 137:30 AM - 0S:30 AM 4 Peak 15-MI�eute: 07-45 AM - 0t1'60 AM al cul ue 6.i D.E 00. 24 Peak Hour Fa�c6or . a 0. 10p p6 t "1 ' ,ra a. 4. o- 0 3 _ 10.e DO 40 p;, c ..p _ 4 `I t e .3 Mr; C ,,_1 2ay rt ail.t ,,,� � .Y III"' 't ■ * f do d,8 Ai8 0..e Le +t National Data & Surveying Services ti b b 4 4'y ..... 4 e1p 4. t - ti 4- 41 # 4 Ile 0 4 4r t 1. 11111°4> p. ttl t Ar l.F fin 4. 16-f.1anCentel Purled 61MgFmfnvha NE2,idAwe Soult _ Northbound NE 2nd Aso South 3cuthhound NE51a1St Eastbound NE El et St _ Westbuonu -oral H+a.+r]v Total Loft Thru Rgt U R' Lull Thru Rga U R' Le.f1 Tine Rgt U R. Left Thru Rgt U R' C700 AM Oy:'5AV 9 3C 0 (1 1 37 0 C' 3 69 0 0 L' ?2 24 L C 7.` 8 0 18 13 17 d 0 = C 4 C> 2 C I 12 0 13 0 0 0 O © 0 0 r c j o c a c . '1_ al'+ 291 Eb. .,. 1220 07:15Ah1 2 03 0 C C 2-3 Li 0 4 I.; „ 3,: 1_ l- 06:15 AM 0830 AIM 06:49AM 3 72 0 0 7 £13 0 9 53 0 0 10 67 0 0 0 jai19 0 0 Q 0 1:56 34 0 0 136 27 0 2 0 4 11 8 U 8 0 a. u _ u L•, 0 1 ' .... ,,.. IQ: ... ..... Peak 15-MIn Elonrates _ Northbound _ Soukhbound reetbnund Weaebo-und i'ctal Left Thru Rg[ U R' Loft Thru Rgt U 8' Left Thru Rgt U R' Left Thru Rgi U R' All Vehicles Heavy Tucks Pede&mans. f3icyolaa Railroad Stopped fiuE@a 28 288 0 0 0 0 0 24 0 4 0 0 875 88 0 0 B 0 4 0 26 6 80 0 fig 0 0 0 0 10 0 0 0 0 0 0 0 6 0 0 9 0 0 0 1a9b 8 44 24 LOCATION: NE Aye South & NE 5151 St PROJECT ID: 16-3O00•OI7 CITY/STATE: Miami DATE: Tu*,Jar112, 2015 T #- 321 0.. n mt a 141 ♦ II, # Pea k•Naij1; Cti AS PM - 0SAS PIA 4 '•' pq Peak iS-Minutia: 05:oo P MT - os:is FM 3: Oa a6 + ♦ M"/ 4 �Y t # CA MI6c00.} + L :'. i ♦ 4- ❑ G CCOC ** 4., 46 P6 # lill t re. 1i 331 0 MI 645 pi., r pp 9P Pp 7 } 4 PP PP f 1 2 -► - National Data & Surveying Services a 5 .3 0 1 4 a 4 # 4 -- Ne xi id 51- r t 3 ri ..,-. + ILL ." / `1 J P T i 1 !� c...\47/..> 44. ra {a I 40. ,N. ' 1 t e `- .1 # 4 ■ 15-Min Count Perad BaginringAt NE 2nd Ava Sown Northbound NE 2ndAve South Sauthbound NE 618'1 St Eastbound Ng 51st St Westbound Total Hourly TC1al LCR Tllru Rot U R' Len Tnru R41 U R" LcB Thnl Rg# _ LI R'_L8h hru Rgt U R' _::10:1`td 3:1C "'M ; 31.,+':t.4 2A•45 PNI --21,;°t.? t715;15 PM Ih5;917 Fid ,i 4:,, .1.1 _ 101 0 0 1 ,77 0 0 I '19 0 0 6 115 P ,,...'I. 2 '}3 3 r 3 133 0 0 3 1BD d 0 C ' 1•.° C. _ ff 83 5 0 1 79 k 1 0 76 11 0 ei 7 'I1 Il 0 +1 4 3 6 alit it 0 16 0 14 1 19 9 110 n 18 r0 19 1 5 0 13 4 28 0 n 2 20 2. 0 n r n 0 n 0 n 9 9 0 n 4 0 0 0 0 n C n 4 0 0 0 fl 0 R 9_ Li 0 4 I7 225 219 239 227 29" 233 -' 6d- 224 91G 960 980 479E tr.2 711 -:t�17d,�, 224 IJ 87 5 C 12 4 A C PCak 15-MIn Flawrate5 Northbound Sauthbound Eastbound 'Westbound Total Left Thru Rgt U R' Leh Thru Rgi U R' Left Thru Rgt U R' Left Thru Rgt U R` 1II 0oli4ln1 NNW/ Trucks: Perin:m ms E loy ies Ra1lrolst Stopped Buses 7-0 604 u .. tM .p 0 32 0 20 0 n :3114 dd 7 o C. d a u - 0 112 C 92 0 0 4 a 24 0 0 0 0 a) 0 0 a 0 d 0 0 u 0 1236 a 64 28 I JLATJON: Biscayne Blvd & NE 501tth Terrace PRDJELTlD: 16-3000-01B 1_lTY fcTIJTE' Miami E ATE: Tue, Jan 12, 20115 imo n -,0 1wo ar * Peak•H rum O7:30 AM-D11:90 AM i es 1.2 PErak15 Minute:0#;0§AM-Minute.: 4.9 96 4..4 L %A Lacy sdc- t. 1-4 ,,, 0.4 64 t la as 1 7 8 TO 20 1711 'a' �� t #r 1L4 1a 66 E DM 1.1 # T 1 3 National bate & $urveyengervioea i e e a `6j 4 P 4, 4I4 i1 1 fJ j i ful 6� ,r` W lJ IF 0 jy y 4 J/.,i1 . f i - P i 7 7 4 y i'Jr 1r�J I iif p r a ill t to l • j i -.-- - — #1 4 kr i 4.1 4 14. litlii, -4. Q ... . 4 .., . , •LL. _,, r f I. to r 1 154/11n Count Perim!' Beginning At Blaeayne Blvd Morthboantl Biscayne Blvd $0u11160und NE 60th Terrace EasI oun NE SOIh Terrace Weel6410261 Tot A1 HaucJ7 Tntal Left Thru Rgt U R Leh Thru Rgt U R' Lett Thru R11 R• Left Thru legI I,1 R' uPuu AM 0? 1 AM 0? 21I LLM t1. , ...NI uB 0 AM 12 1, 4.M :iy .;,j \r.1 .,9 -, a.t.1 u _4 1 a 1_ ?0 ? 0 a 1154 4 0 v :t00 2 2 2 1dO 0 0 a 211 10 n 1 15.0 15 " a 16e 5 0 Apo o 4L, .. 1 6 40 4 3 B 422 1 12 961 1 E. 14 362 4 6 _ 202 4 r 17 005 4 0 0 0 0 ., 0 I} 0 0 4 4 7 - C. n O 0 0 4 c n 4 n 0 P 2 1:i C 0 0 12 0- 2 2 ;1. L 5 33 ?1 Z 0 +_ 20 tY 1 0 21 b 6 0 _ 51r 554 : Ns - 570 GOB 555 ,3LIB 2493 # 2Z-45 1196 eee Palit 1d. MIn Rowdies Northbound SauthLound Easlbauncl Wet bound Total Lj0 Thru. Rgt U R` Left Thru Ryt U P.' Lott Thru Rat U R' Left T11ru Rg1 U R` kill 4rs11klea I-lea4y Truck] Petktsldor Dicyciks Rallivod Mopped Ruses P 244 44 4 U 12 0 4 0 0 0 412 169O 10 24 4 12 5 12 0 9 d 0 0 4 0 9 0 0 .0 0 0 0 132 01 212 ff 0 C 0 a 0 0 c 2216 14 16 10 LOCATION: Biscayne Blvd B. NE 50th1 Terrace PRQJECI IV: 16• D12 CITY/STATE: Miami DATE: Tv*, Jan 1.2 2O16 + .057 1007 e MT4 4-41 4 4y t Peak-Nom: 05:00 PM-0i6:00 PM 4 Peak 15-MInrrt : 05:34 PM • 05:45 PM 4.# no p1 1 OU 0.0 IXe s1 # gL4- r, Peak Fvur 1-4:tor ` 1e. `r 0A co ilL :to 00 1 { 0.94 #' 4 F 0.0 +* ♦ 0.0 lir a ISOflu 3n[•3 1003 �� p� T 4 U4 ?t 09 PO 01 t 1 0 '► 4- National Data & Surveying Services P e 0 40 # 4 ei I 4 ii-PUr AI 1 6 .. ,6. ,, 41- - ` ♦ ro t w ti. o r , '' i �,. # I4I4jL . _pc-r-op>4_ ,,, , . ..p. IQ 4. mlk 41.1 f I. MA -4. 4'. f 0 rt' r 16-MInCawd Period B.!InrinaAL Biscayne Blvd Northbound Biscayne Blvd Southbuund NE 401h Terrace Eastbound NE §Oth Terrace Westbound T4tet lioudy t0tfil L01t Thrill Rat U R' 1-01 Thn1 Rpt U R' Left Thrill Rif U R'` LOPS Trani R21 U R.' 04:06 P1+1 04:13 PM 04 34 P11 0: ,V 1- d 2 u j:. I "A 05.7" r'vi 05 2. ',1 n5 As P51 • 0 322 17 0 0 340 18 C D 331 13 C 347 15 C - 11.16 0 _ 15 C' _ : `2 2B 1 0 1110 29 I:- 4 304 5 3 4 273 3 2 6 237 3 2 4 230 1 4 10 2 1 5 9 226 1 4 I 1 172 2 •" 4 250 3 2 0 1 1 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 2 0 C` 0 1 5 0 0 0 11 0 6 C 10 0 3 r; 14 0 4 0 10 0 1 11 6 0 3 6 14 I] 4 0 1 J CI 3 I; 42 0 4 0 573 656 600 5.11 a72 .9913 7.13 715 2143 254? 2559 2r':. •4 20:51 2125 1 JP ` 7112 Peatt'a•rnm I[1w-ates Northbound Sorthbound Eastbound Westbound Total Loft Thru Rat U R- Loft Thru Rgt U R` Left Thru Rgt U R` Left n1711 Rgt U R• Ali V+ehrles t1em.1`.ycks Patlestdens ExcOes Ra.4oad .Stopped Bases �o 1664 11E 0 0 4 0 4 0 12 4 44-1[1s® -12' -'20 0 0 0 4 0 12 0 0 4 a 0 0 0 0 82 0 0 D 64 0 ".6 0 0 0 0 12 4 0 D 3015 4 72 32 4UCATIUN: North Miami Ave NI NW 4,t1 St PRO]5 ID. 16-,3?k0-1J1 CITY/STATE: rwli2MI DATE: Tue, Jan 12, 2016 1 510 ' qi ns7 7a f Peak -Hour: L17:30►11Mi1-D9c30 AM ,1, 07 ti.s PP? k 15-M I mute: 07130 AM - 47'45 AM 4.4 6.7 0.0 t 77 41 .ea k Hour Factor t P 4 o.0 o.o t c c 7 C +41 .., #1 47 4+ 11 l }9 0.0 a o 7 C 4 16 Ns i® aoo � f If A.6 6,9 raA CY G.3 z a 4. t National Data Sr Surveying Services o 1 6 t► 2 4.P# 110 I 2 II' ll ,• tit,• ,�L• may, big 4 f f is l 1 AA NA 4./ i 4 # r 61 i 44 4_ t ---i. Ja f 4 N4 1. i ' rr NA { 7 ♦ tir, r * 4- f y 15•MinCount Perlad ElegtrningM North Miami Ave 040,11110414661 North Miami AVE Sourh1o,rmd NW46thSt Eastbound NW46thSt Westbound _Total Hourly Total Left Thru Rgt U 60 Lett Thru Rgt U R' Len Thrul Rt. U R" Lan Thru RS1t U P" 07;COAN,' c 5Ah+ r'v.7..Am r,7;AE AV eS•uu kLY. us -is Am IJ2 50. k, har4AM 7, .... 5 5 2 45 4 E 15 5 2 a 0 t7 4 0 2 65 5 ❑ _.12.1192., 2 03 1 .i 02 :1 0 :1 1 7 2G03 4 5 2 255 4 g 1 20" ,3 12 - 1 215 14 a 8 ❑ 15 o $ 1B3 6 0 $ 196 9 0 S 7 6 0 12 5 12 0 16 16 9 0 12 14 1 0 17 19 0 1K 0 18 8 2 0 12 17 8 0 1 t 1 .1 4 2 0 0 2 3 0 0 2 9 6 0 4 16 2 0 4 6 7 0 7 0 2 0 1 4 0 0 2J�. 302 372 371 362 331 's32 338 1241 1:55 1.;9.7 1398 1366 1007 671 3:5 P,,ak 15.1ein FICO'.21 k0 Northbound Simi htround Eestb5und Weathound Tal I Loll Thru Rgt U R' Ct Len Mr I, Rat U R" E Lott Thru Rs,t U R` Loft Thru Rqt U R` All V ri las 1-1665ry Tucks 1 Petfeslllana @kyca~as Raked &Waved 65+5es 24 372 26 10 P 4 1 A 12 g 6 44 1044 66 d I) 12 0 4 0 a 0 60 73 64 6 0 0 0 3 4 0 0 10 40 28 0 12 0 0 8 0 4 0 1662 16 24 12 Lbti Tbr1: North Miami Ave & NW 4661s; - PROJECT ID: 16-3000-019 CITY/STATE: Miami DATE: Tue, fan 12, 2016 3 542 Ilk 53e T 1 Peak.-H our: 05:00 PM-06'00 PM 4 Peak i5-MGnute: 05;30 PM -05;45 PM 0a (,.4 an 8.11. e,9 f Ell eo Rest: Hour Factor t a a On 0.ay \\ ,� -. „r. u, ;E n ti 0a oo *ii. 4 1,4. 39 ,3dG 9a 5072 1206 4 g , •J� + * Qtl 0.4 e.3 011 e.4 t 2 fl National Data & Surveying Services e +I ♦ 4 s v tl t 140°111. J4•Vt,•.. 941 4. _ t ' ri 14 : ,„,.., ,+.tl 3 4 .I 4 LL] cl t U 4" iJ # 4 I 4. +1 # ter a f .,, —F as 11. 1 NA # X + vr, { 4- 4 41 t i * NA � t *I ♦ eft Y+l 16•1.111nCoutrt Period Beginning At North Miami Ave Wartnbound North Miami Ave S$utnbeund NW 46th St 6aszomund N4+146th St Westbound Total R6uriyt Tmtat Left Thru Rgt u R' Leff Thru Rgt U R' Left Thru Rgt tJ R' Left Thru Rgt U R' 04;C0 PM 04:166 P61 c :30 PM, :::: 7 221 6 0 6 266 3 0 12 27'0 6 6 0 VI F 9 a 36B .5 II 0 1'7 7 0 1 430 12 0 0 127 0 0 a1095 0 1 1311 12 n 14 6 7 0 15 5 12 0 21 0 5 0 21 7 6 0 lr i I , •:i 3 3 0 0 4 0 1 0 1 1 2 0 3 2 2 4 ,, 2 2 0 396 457 465 402 sea 15575 1410 1426 1005 Peek '6-rdift Flemitetee Nerinue um saw:or:um bailee:WM W6$ICOta1m Toter Lett Uvu R9t u R' Left Tflflt Rat U Ft' Leif Thru Kg! u R' LOP Tnra R t LJ R' AII VeIit:les 1-10avu TnJ 00 PO e°rrillre, 13Ieycca R,Aboatl S.16Ppetl Pules 4.4 4432 24 4 0 5 0 0 0 4 0 46 508 48 0 0 0 0 4 4 0 0 84 32 d0 G 0 0 0 16 0 0 0 Lib 32 8 1 0 0 S 0 0 0 224, 8 26 6 LOCATION: NE2ndAve &NW39th5t PRai ECTIU:1f-30W-00 a CITY/STATE: 1Jt+arnI DATE' Tuerlen 12,2011E s+a ,tn 19 ISO 422 +I I= 4 f Peak•Hour. 0S:00 AAA- 09.00 J kI 4 04 PP Peek XS-Minute 0$7, 5 AM - OS:30 AAA P9 9S 9P 4I• 4. +1 4 4 11. 4I- 24R 2 Peak HC14r Fi41p Pi an 4.0 4.V 0.0 t. 4.0 1r ♦ 0.99 4`' -.10 co .. $ d,9 in a 11. 4- 64 Z3 4.6 9P l c 9.9 9A '!}' 41 Ili• II ie9 09 � . tr 5d7 21e T 41 0.0 06 0'P OA 0.0 11 National Data & Surveying Services 3 + a 3 0 11 { _ r" 0 LLL777 444JJJ 4- 0 , ,� r J r ,-10./ v 7 .4 �C tiJ7 Lk I" 1- 1 • it P 4 U + ✓ HA 4 # 4 t r1- 4- NA r t jt e '- H0. 7 W #. 411.• 1.1. 4- _ — -- +I f r► — h 1 �Y9. Nd + t ---- '5-11In:oust Porlbd Pioyl.tnortp At hE2ndAve Nor1I,I wad NE2ndAwe St...Mound FJW39thS1 Eastbound NW39thSt Westbound Ta1al Hourly TOtel L4tl Thr.J Ryt U R' L61t Thru R9t U 3e Lift Thru Rgt tJ R' Lett rhru_ it t €I R' U6ARA 07:14Aki 07:80Aki 07:46Akt 0 :1 13 U 0 '2 11 6 1 73 19 4 1 '..1 11 1 2 37 14 5 '4 14 53 c 0 11 5a 3 a 19 98 4 C. 39 ins 1 26 106 3 6 2 a 0 4 4 14 2 11 4 27 1 G 0 7C 1 0 1'- 28 7 11 91 14 0 24 10 15 0 17 39 25 0 21 g3 13 0 '63 15.2 278 283 t716�. 11452 1' 82 1•'70 rmetermr Ai ..�... ,r, Ingi' 1230 ou'5 F1r,E 5 47 1,7 n ?5 ' L 1 .: :, 13 ,1 r1 7S '_R 13 11 117 471 ilIM 3 36 16 4 1 29 ie 4 28 109 2 21 116 3 2 1 11 8 0 0 1.4 ,8 ❑ 21 01 11 0 23 56 16 4 204 3 5 029 305 Peak 1!-MinNorthbound Flowrylr r Ssuuthbound Eastbound INesibountl Total Left Thru Rgt U IV Lell Thru Rg5 U R' Left Thai Rat U Ft' Lail Tiro Rat U R` APVe tel9s Heavy fruek8 Pedtrstidna &crdos Puilrca:: 5:3Spr,0 9u sroo 12 168 76 0 6 6 0 15 0 0 G 112 460 12 14 0 8 0 12 0 0 n 4 112 29 01 14 0 0 28 0 0 4 10a 244 80 0 0 0 0 9 0 0 G 1369 �, 9 64 8 LOCATIDN: NE 2nd Ave & NW 39th 5t P€t81ECt ID: 16-3000-020 CITY/STATE: Miami DATE: Tue, Jan 12, 2015 149 447 7d 265 46 4I t ti, t ya k-Ftau r: [ta:65 RM - 06A5 pr./ + 0.9 o.o Peak 35-Minute: 05,00 PM - 05:15 PM o.e a.e aA '1- 4- 4 i 4 f _ 4- 330 20 Peak Hour Factor IL to 3t8 no 0.6 t #.P 0.6 IS ♦ 0.97 int 1% a ♦ I } rn 1, 39 I'd9 133. Uri ma r, .. oe• 4. as a>s as :r83 464 at as as 1,'� G It T _ + 6.0 II a I i T # National Data St Surveying Services a n 2 40 ♦ 4 ♦ ♦ == a t 1 1 }''� j f ♦ t 1.• L= 1 1 4I 'k 4 . ! , - ♦ 4 f 1.LA —I- 1— 1., 4 II cI-, r ,k 4, 1 IQ 41,6 10 j #7 j t e rs4 . t 'r ■" 16-141In Count Period Beginning At NE 2nd Ave Northbound NE 2nd Ave 5outhbaund NW 39th SI Eastbound NW 35th Et Westbound Total Hourly Total L6ft ThN Mgt 0 R' Leh Thru Rqt U R' Lail Taro Rgt U R` Lail Thru Rgt U R' 04:04 PM 04.16 PM 04.30 PM _T' 0601Phi 08laOM 115 JO PM rib di'r't , 11 75 11 9 11 72 9 1 7 73 6 3 16 72 19 1 16 54 10 0 16 64 11 0 6 10 9 9 3 9 13 0 6 6 11 0 74 54 37 0 4 34 at 0 17 30 43 0 —13i 25a. s':17. 293 3:19 294 -30' 781 i i n2 1157 1185 1lit3 1I134 678.. 662 76' -r 'tilr "fl" 9 'a7- - 0 3 BO 15 9 7 80 12 9 9 82 11 C '` f tk it '4 36 1 8 60 A 0 i4 6B 3 1 1.8 `_4 91 3 ., 19 a 8 5 15 9 0 7 I2 10 0 _ 13 3 11 aal--9111111f 22l et, 20 0 13 36 32 0 14 2$ 38 0 13 _• :37 n Peak 1641in Flararate. Northbound Snuthbound Easteound wentttound Total Lab Thfu Rgt 13 R' Leh Thru Rgt U R' Len Toro Rgt U R' Lein Thru All Vat tea MeowTn,Pka PaiaetrIons Dioxins Raeasd Stopped peas T32 386' 50 1' 0 0 0 38 0 20 4 55 798 64 4 0 0 0 40 4 8 0 28 54 46 0 0 0 0 02 0 4 4 60 160 152 0 0 0 0 116 0 0 4 1448 9 234 48 Peak Season Conversion Factor 2014 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY 8700 MIAMI DADE NORTH WEEK DATES SF MOCF : 0.97 PSCF 1 01/01/2014 2 01/05 2014 01112 2'014 4 01/19 2014 5 01/26/2014 6 02/02/2014 * 7 02/09/2014 * 9 02/16/2014 * 9 02/23/2014 *10 03/02/2014 *11 03/09/2014 412 03/16/2014 *13 03/23/2014 *14 03/30/2014 *15 04/06/2014 *16 04/13/2014 *17 04/20/2014 *16 04/27/2014 *19 05/04/2014 20 05/11/2014 21 05/18/2014 22 05/25/2014 23 06/01/2014 24 08/08/2014 25 06/15/2014 26 06/22/2014 27 U5/29/2014 28 07/06/2014 29 07/13/2014 30 07/20/2014 31 07/27/2014 32 08/03/2014 33 08/10/2014 34 08/17/2014 35 00/24/2014 36 08/31/2014 37 09/07/2014 38 09/14/2014 39 09/21/2014 40 09/28/2014 41 10/05/2014 42 10/12/2014 43 10/19/2014 44 10/26/2014 4 11 02 2014 48 11/23/2014 49 11/30/2014 50 12/07/2014 51 12 /14 /2014 52 12/21/2014 53 12/25/2014 * PEAK SEASON 01/04/2014 01/11/2014 dl]/2014 01/2S/2014 02/01/2014 02/05/2014 02/15/2014 02/22/2014 03/01/2014 03/08/2014 03/15/2014 03/22/2014 03/29/2014 04/05/2014 04/12/2014 04/19/2014 04/26/2014 05/03/2014 05/10/2014 05/17/2014 05/24/2014 05/31/2014 06/07/2014 o6/14/2014 06/21/2014 06/28/2014 07/05/2014 07/12/2014 07/19/2014 07/26/2014 08/02/2014 08/09/2014 08/16/2014 08/23/2014 00/30/2014 09/06/2014 09/13/2014 09/20/2014 09/27/2014 10/04/2014 10/11/2014 10/18/2014 10/25/2014 11/01/2014 11 08/2014 5114 22 2014 - 11 29/2014 12/06/2014 12/13/2014 - 12/20/2014 12/27/2014 - 12/31/2014 09-MAR-2015 16:07:55 1.03 1.03 03_ 1.02 1.01 0.99 0.98 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.98 0.99 0.99 0.99 1.00 1,00 1.00 1.01 1.01 1.02 1.02 1.03 1.04 1.03 1.03 1.02 1,02 1,01 1.01 1.01 1.02 1.02 1,01 1,01 1.00 0.99 1.01 1.03 1.05 7 1.09 . 1.08 1.06 1.05 1.03 1.03 1.03 1,06 1.06 1.06 1.05 1.04 1.02 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.02 1.02 1.03 1.03 1,03 1.C4 1.04 1.05 1.05 1.06 1,07 1.06 1,06 1,05 1_05 1.04 1.04 1.04 1.05 1,05 1,04 1,04 1.03 1.02 1.04 1.06 1.08 1,10 1.12 1.11 1.09 1,08 1.06 1.06 1.06 830JPD 6 8700 KSEASON. TXT Signal Timing Data Print Date: 11113f2016 TOD Schedule Report for4200: 1- 95 SB&NW 62 St Print Time: 12:16 PM .COD TOD Active A a i r+. ! Asset Iniersectlan Schedule Op Nlude Flan rr .cji= Otbset $actin; 1'tiayeFianti . Ia►imuni 4200 1- 95 SB&NW 62 St DOW-6 N/eN 0 0 N A 0 Max 0 Si Zits LILL yidi Elia ELL..1.nu Pll6 PIF 1 P11 8 tABT WBL EBT - SBT 0 0 0 0 li 0 0 Active Phase Bank: Phase Bank 1 Phase Watk Don't Wank Min Initial Veh Ext Mix Limit Mex 2 ialltE at Phase Bank 1 2 1 2 3 1 2 = 1 2 3 1 2 3 1 2 3 1- 0- 0- 0 0-0- 0 0- 0- 0 -0-00 0- 0- 0 0- 0- 0 0 0 2 WBT 0 - 1 - 7 0 - 12 - 12 15 - 7 - 7 1 - 0 - 1 15 - 15 - 52 0 - 30 - 63 4 2 3- 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0 - 0 D- 0- 0 0- 0- 0 0 0 4- 0- 0- 0 0- 0- 0 0-0-0 -0-00 0-0-0 0- 0- 0 0 0 5 WBL 0 - 0-0 0-0-0 5-5-5 2 - 2 - 2 5 - 5 - 12 12 - 12 - 12 4 2 6 EBT 0 - 7 - 7 0 - 12 - 12 16- 7 - 7 1 - 1 - 1 15- 15 - 62 0 - 30 - 03 4 2 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0-0- 0 0- 0- 0 0 0 8 S BT 0 7 - 7 0 12 12 7 7 - 7 2.5 -2.5 - 2.5 45 - 30 - 54 55 - 54 - 40 4 2 Last In Service Date: unknown Permitted Phases 1234567E ❑etault-23-56-8 External Permit -23--6-8 External Permit 1-23-6-8 External Permit 2-23--6-6 Page 1 , Print Date: .11113t2015 TOD Sch( a Report for 4200: 1- 95 SBBNW 62 St rYurrent C- clg 1 - 2 Win' 1 - ree.n_Time 4 - - 0.-ii-L. 6 HIT 7 - 8 SBT Ring Offset Off TOD Schedule Finn 1 60 0 32 0 D 4 22 0 16 0 25 2 85 0 42 0 0 1 29 0 31 0 22 3 - 105 0 66 0 0 11 49 0 27 3 44 4 115 0 67 0 0 52 JD 36 0 46 5 105 0 60 0 0 __,9 7 47 0 33 0 42 B _ 115 0 70 0 0 9 55 0 33 0 34 9 0 65 0 p_ 4 65 0 1 B 0 25 10 95 0 60 0 0 7 47 0 23 0 17 11 115 0 70 0 0 9 55 0 33 3 34 12 115 C 67 0 r 9 52 0 38 0 46 13 115 C 67 0 0 9 52 0 36 0 31 16 125 0 65 0 0 11 49 0 47 0 52 18 115 C 70 0 0 9 55 0 _ 33 0 49 Print Time! 12:16 PM Local TOD Schedule -me Plan DOW C000 1U SuM TWThF S 0600 5 M T W Th F 0630 3 TOTWThF 0700 16 MTWThF 0800 5 Su S 0800 Free MTWThF 0900 5 M T W 'PI F 1300 5 MTWThF 1415 4 W 1430 18 M T Th F 1430 12 W 1500 11 W 1515 13 M T Th F 1515 B W 1600 Free MTWThF 1800 5 M T W Th F 2200 9 Su M TIN Th F S Current Time of Day Function Function 0000 TOD OUTPUTS 0630 7013 OUTPUTS 0800 TOD OUTPUTS 0900 TOD OUTPUTS 1430 TOD OUTPUTS 1600 TOO OUTPUTS 1300 TOO OUTPUTS Settings -7-2- Day or Week SuM TWThF S M T WV ThF MTWTIF M T WTiF MT ThF MT ThF MTWThF Local Time cf Day Function Time Function 0000 TOD OUTPUTS 0630 TOD OUTPUTS 0800 TOD OUTPUTS 0900 TOD OUTPUTS 1415 TOD OUTPUTS 1430 TOD OUTPUTS 1500 TOD OUTPUTS 160C TOD OUTPUTS 1800 TOD OUTPUTS Settings ' Dow of Week -7- -- 2- SuM T W ThF S .- MTWThF -7--3- M T W ThF -l�i- MTWThF 4V ---- M T ThF -7-2- VV -7-4--- M T ThF -7-4-- M T + ThF No Calendar Def/nedlEnabled Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bunk 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA Page 2of2 Print Date: 11113)2015 TOD Schedule Report for 41997 1- 95 N8,i' N W 62 St Print Time: 12:16 PM TOD TOD , Aetivt , ctive .usl tmersectton Scheduie tills Moue Plan ni fzilf Offs EL 5SLIJAZ, TltaseBnrsk Maximum 419'9 I- 95 NR&NW 62 St dO'4'+J-3 N/A 0 0 Niq D Max 0 Splits Put PIT 2 PH 3 PH 4 PIT PT! 6 PII 7 PI1 I1 EBL VtiiBT - l iBT - EBT - - 0 0 0 0 0 0 0 0 S F T Active Phase Bank: Phase Bank 1 Phase Walk don't Walk Ain Initial Veil Ext Max Limit Max 2 cw Red Phase Bank _ 1 2 3 1 2 3 I 2. 3 1 2 3 1 2 3 1 2. 3 1 EBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 15 - 15 - 15 25 - 25 - 25 4 2 2 VdBT 7 - 0 - 7 7 - 0 - 7 7 - - 7 1 - 1 - 1 50 - 50 - 50 0 - 60 - 60 4 2 3- 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 NBT 7 - 0 - 7 17 - 0 - 17 7 - 7 - 7 2.5 -2.5 - 2.5 30 - 30 - 30 40 - 40 - 40 4 2 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 -- 0 0- 0 - 0 0- 0- 0 0 0 6 EBT 7 - 0 - 7 7 - 0 - 7 7 - 15 - 7 1 - 1 - 1 60 - 50 - 50 0 - GO - 60 4 2 7- 0-0-0 0-0-0 0-0-0 0-0-0 0-0-0 0-0-0 0 0 6- 0- 0- 0 4- 0- 0 0- 0- 0 0- 0 - 0 0- 0. 0 0- 0. 0 0 0 Last In Service Date: unknown Permitted Phases 12346678 Default 1234-6-- Extemal Permit 0 -234-6— External Permit 1-234-6-- External Permit 2-234-6-- Page 1 Print Date: 1/13/2015 TOD Sche ? Report for 4199: 1- 95 NR&NW 62 St Current Gvcle 1 EEL 2 'WBT Green Time 5 6 = TOD Schedule Ell 1� 60 0 17 0 31 0 17 0 0 (1 18 85 0 36 0 37 0 35 0 0 0 22 3_ - 105 6 51 0 30 0 63 0 0 0 39 51 0 2 _ 51 0 0 0 - 47 5 11;lk 14 41 0 32 0 61 P 0 0 29 5 7 125 9 61 0 07 0 75 0 0 0 10L 3 115 9 61 0 37 0 & 0 0 0 23 9 05 6 41 0 30 0 53_ 4 0 0 4 10 05 6 41 0 30 0 53 0 0 0 4 11 115 6 53 0 36 0 65 0 0 0 45 12 115 6 53 0 36 0 6,5 0 0 0 49 13 115 6 51 0 40 0 Q3 0 0 0 23 1€ _12,5 9 57 0 41 0 72 0 0 0 5B 8 115 9 53 0 35 0 68 0 0 0 4 — J 1 Print Time: 12:16 PM Local TOD Schedule rme Eka DOW 0000 10 S u M T O,I Th F S 0600 5 M T UV Th F 0630 3 M T t! Th F 0700 16 M T Vr1 Th F 0800 5 Su S 0800 5 MTWThF 0900 5 MTWThF 1300 8 MTWThF 1430 18 M T Th F 1430 12 W 1500 11 W 1515 13 M T Th F 1515 B W 1600 7 M T W Th F 1600 5 M T W Th F 2200 g Su M T W Th F S Current Time of Day Function Eat 0000 0700 0800 1.430 1515 furlctic n TOD OUTPUTS TOD OUTPUTS TOD OUTPUTS TOD OUTPUTS TOD OUTPUTS Settings" Dav of Week -7-- Sukil T VV ThF 1 MTWThF -7-- MTWThF 1 M TWThf 7 M TVU'Tk1F Local Time of Day Functfon Time Junction 0000 TOD OUTPUTS 0700 TOE OUTPUTS 0800 TOE OUTPUTS 1430 TOD OUTPUTS 151.5 TOD OUTPUTS Settings -7--- - 1 -7- - 1 7-- Dav of Week SuM TWThF MTWTh7 MTWThF M TWThF MTWThF No Calendar Definecf/Enab)ed *Settings Blank - FREE - Phase Bank 1, MU 1 Blank - Plan- Phase Bank 1, Max 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 8, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA Page 2 of 2 Print Date: 11113/2015 TOD Schedule Report for 2080: NW 2 Av&MW 62 St Print Time: B:22 AM 2080 1 n to uectiQ[I NV1i 2 Av&NIAI 62 St TOD Schedule I1R M1Q(1 DOW-5 Non h Splits PH 1 PH 2 PH 3 PH 4 PH ? P11 6 PH 7 1}I EBL WBT SBL NBT VOL EBT NFL SBT 0 0 0 0 0 0 0 t f"-*14/f [{yp Active a%i.tire (_4fil@ oft vet ! Crilno Phaseliank Ma.intiuln N+A 0 NIA 0 Max 0 Active Phase Bank• Phase Bank '[ Phase Phase Walls Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Bank 1 2 2. 1 2 3 1 2 3 1 2 3 t 2 3 l 2 3 1 E13L 0 - 0 - 0 0 - 0 -0 5 - 5 - 5 2 - 2 - 2 10 • 10 - 10 15 - 15 - 15 3.7 2 2 W8T 7 - 0 - 7 12 - 0 - 12 7 - 16 , 7 1 - 1 - 1 36 - 46 - 37 0 - 37 - 37 4 2 3 SBL 0 - 0- C 0-0 -0 5-5- 5 2 -2 - 2 10-10-10 15 - 15 - 15 3.7 2 4 NBT 7 - 0 - 7 12 - 0 - 12 7 - 7 - 7 2.5 -2.5 - 2.5 30 - 36 - 30 38 - 35 • 35 4 2 a VOL 0 - 0 - 0 0 - 0 - 0 5 - 6 - 5 2 - 2 - 2 10 - 10 - 10 15 - 15 - 15 3.7 2 6 EST 7 - 0 - 7 12 - 0 - 12 7 - 16 - 7 1 - 1 - 1 38 • 46 - 37 0 - 37 - 37 4 2 7 NBL 0 - 0l - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 10 • 10 - 10 15 - 15 - 15 3.7 2 6 SCrT 7 - 0 - 7 12 - 0 - 12 7- 7 - 7 2.5 -2.5 - 2.5 30 - 36 - 30 38 - 35 - 35 4 Last in Service Date: unknown Perrnitled Phases 1234.5678 Default 12345670 External Permit 0 -234- 5-8 External Permit 1-234-8-8 External Permit 2-234.8-8 Page 1 Print Date: 11 f 13/20'15 TOD Sche a Report for 2080: NW 2 A v&NW 62 St Print Time: S:22 AM Current 1 EEL 2 W131- 3 SBL Greer Tirne j WBL 6 EBT 7 1+1k3i_, 8 5BT Ring QfSet Oifsll! 4 NET TOD Schedule Plan 3 16D 12 75 12 37 12 75 12 37 0 42 5 120 12 46 12 26 12 46 12 26 0 16 9 130 _10 56 15 25 10 56 15 25 0 12 12 150 12 G6 12 36 12 66 12 36 t 16 13 110 7 42 7 30 7 42 7 30 0 12 14 90 7 35 5 19 7 Z..5 5 19 0 16 19 90 5 . 32 6 22 6 3.2 e 22 0 10 20 110 10 42 1D 24 1Q 42 10 24 1 48 21 120 10 44 10 32 10 44 -10 32 0 52 22 100 J_ 43 7 19 7 43 7 19 0 72 Currant Time of Day Function Time Functtea 000D TOD OUTPUTS 0645 TOD OUTPUTS 0915 TOD OUTPUTS 1415 TOD OUTPUTS 1615 TOD OUTPUTS Settings"- _7_ 1 -7- 1 7 Day of Week SuM T V` ThF 5 MTWThF MTWThF 141TWThF MTWThF Local TOD Schedule 1'Jme 0000 0600 0600 0645 0915 1000 1000 1200 1300 1415 1618 1600 /900 2200 2200 Plan Free 3 19 Free 3 20 5 9 21 Free 12 22 13 14 Free DOW SuMTWThF S MTWThF Su S MTWThF M T W Th F Su S MTWThF MTWThF Si S MTWThF MT1NThF Su S MTWThF S MTTh F Si Local Time of Day Function acne 0000 ' 0645 0915 1415 1615 unction TOD OUTPUTS TOD OUTPUTS TOD OUTPUTS TOD OUTPUTS TOD OUTPUTS Settings * Day of Week -7- -- SuMTWThF S 1 MTWThF -7— 1 7— MTWThF MTINThF MTWThF No Calendar Defined/Enabled *Settings Blank - FREE - Phase Bank 1, Max 1 Blank -Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Pha se Bank 2, Max 2 3- Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTZRNAL PERMIT 2 7-X-PED OMIT 8-TBA Page 2 o12 Print Date: 1111312115 TOD Schedule Repnrt (or 2110: NE 2 Av&NE 61 St&NE 62 St Print Time; 8:26 AM ToI) `I'O) Active , l;tive + t [nter ectien }schedule Up iwkic Plan # LULL Offset sanng. Xri a ig MA Mt eli.1uiimum 211C NE 2 Av&NE 61 St&NE 62 St DOW-6 VA 0 0 NIA 0 Max 0 Splits P111 PH2 PH3 PH PH 5 PHk PH7 PH SBT EBL WET NBT WBL EET 0 0 0 0 0 0 0 0 Active Phase Bank- mak 44— Phase Bank 1 t —)ta Phase Waik Don't Walk Min initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 2 3 1 2 3 I 2 3 1 2 3 1 a 3 ] 2 3 1- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 7 - 7 - 7 28 - 28 - 28 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 44 - 44 4 2 3 EBL 0 - 0- 0 0- 0 - 0 5 - 5 - 5 2 -2 - 2 12- 12- 12 7n -20-2n 31 2 4 WELT 7 - 7 - 7 12 - 12 - 12 7- 7 - 7 2.5 -2.5 - 2 5 20 - 20 - 20 40 - 30 - 30 4 2 66 - 0. 0- 0 0- 0- 0 0. 0- 0 0 - 0 - 0 0- 0- D 0- U- 0 0 0 6 NBT 7 - 7 - 7 28 - 28 - 28 7 - 7 - r I _ 1 - 1 30 30 - 30 } - 44 - 44 4 7 WBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 _ 12 - 12 - 12 20 - 20 - 20 3.7 2 t3 SBT 7 - 7 - 7 12 - 12 - 12 7 - 7 - 7 2-5 -2.5 - 2.5 20 - 20 - 20 41) - 30 - 30 4 2 Last In Service date: unknown Permitted Phases 12345678 Default-234-678 External Permit0 External Permit 1 External Permit -2-4-i-8 Page 1 Print Date: 11113I2015 TOD Sche 3 Report for2110: NE 2Av&NE 61 .St&NE 62 St Current Cycle 1. 2 - SIB Green Time b \ST J WBL n EBT Bing Dftset offset. 3 4 EBL ''kT 5 - TOD Schedule Plait 2 90 0 9 19 0 d4 1 56} 3 120 0 14 34 0 54 14 34 0 27 4 100 0 5j_ 9 22 0 51 9 22 0 30 8 110 0 59 10 23 0 59 0 39 0 6 3 129 0 9 14 29 0 59 1.4 29 e7 11 120 0 59 14 0 59 14 29 1 E1 13 100 0 44 14 0 44 14 24 0 65 14 100 C. 44 __26 14 24 0 44 14 24 0 85 19 106) 0 49 14 19 0 49 14 19.. 57 20 90 fi_ 44 9 19 0 44 9 19 4 79 21 110 0 59 14 19 0 0 14 19 0 91 22 90 0 44 9 19 0 44 9 15 0 13� 24 100 0 51 9 22 0 51 9 22 0 30 26 105 0 44 15 28 0 44 15 28 0 42 26 90 0 39 14 19 0 39 14 19 0 44 27 __ _ 105 0 53 9 25 0 53 9 25 0 38 28 105 0 53 9 25 CI 53 _ 9 25 0 42 29 120 0 53 16 33 D 53 16 3 0 0 Print Time: 8:26 AM Local TOI] Schedule Time Plan DOW 0000 Free M TIN Th F 0000 Free Su S 0600 2 M UN TIC F 0700 3 M T W TIT F 0700 19 Su S 0900 24 MTThF 1100 20 Su S 1400 21 Su S 1400 11 liATWThF 1900 14 M T W Th F 1900 22 Su 5 2300 Free Su S 2300 Free M T W Th F Current Time of Day Function Time Function 0000 TOO OUTPUTS SettingsDav of Week SuMTWThFS Local Time of Day Function Time Function 0LiMU TOD OUTPUTS Settings ' Day of Week SuMTVVTIiF S No Calendar Defined/Enabled *Settings Blank - FREE - Phase Sank 1, M.ax 1 Blank - Plan - Phase Bank 1. Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-IBA Page 2 of 2 Print bete: 1V1312015 TOD Schedule Report for 4777: U.S I &NE 62 St Print Time: 1:21 PM TOD 'lY}I1 .4ctive +ertisc sEt Intense tinn .+ehedu[e Op 4 1e lan t ('}°eJe Ofty t setting Ph.asetianlc Slasinti�sm 4777 US 1 &N E 62 St DOVV-5 N; A 0 0 l l 1 0 Max 0 Splits PH 1 PH 2 PH 3 PH 4 PH 5 P1•i ti P11 7 I'll fi NCL S8T WBT NET 0 0 0 0 0 0 0 0 1r ctive Phase Bank: Phase Bark 1 Prase Walk Don't Walk Min IPitial Vel: Ext, Max_Limit Mara. Yellow Rut Ph;i$ Bank I 2 3 1 1 ? .; 1 3 3 1 2 3 1 2 .3 1 NBL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 5- 7- 7 15 - 15 - 15 4 2 2 SET 0 - 0 - 0 0 - 0 - 0 14 - 14 - 14 1 - t - 1 50 - 50 - 50 - 50 - 50 4 2.3 3- 0- 0- 0 0- 0--- 0 0- 0- 0 0- 0 - 0 0- 0- 0 _0 0- 0- 0 0 0 4 WBT 0 - 0- 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 7 - 7 - 10 30 - 7 - 10 4 2.4 5- 0- 0- 0 0- tJ - 0 0- 0- 0 0- 0 - 0 0. 0- 0 0- 0- 0 0 0 6 NET 0 - 0 - 0 0 - 0 - 0 14 - 14 - 14 1 - 1 - 1 50 - 54 - 50 0 - 50 - 50 4 2.3 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- o- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 Last In Service Date: unknown Permitted Phases 12345678 Default 1234-6-- External Permit 0-234-6— External Permit 1 -234-5— External Permit 2-234-6-- Page 1 Print Date: 111131201E TOD Sche , Report far4777: US 1&NE 62 St Print Time: 1:21 PM gurrent - 1 NBL 1 5BT Green Time 6 NBT 7 M Rung Offset Offset 3 4 5 - lVJF3T - TOD Schedule .9 1 110 11 56 0_ 25 0 73 0 - - 0 0 36 2 150 11 91 0 30 0 108 0 0 0 100 11 46 0 7,5 0 63 0 0 0 22 4 120 't1 66 0 25 0 83 0 0 0 46 5 1} 13 00 0 39 0 10e 0 0 0 110 5 120 8 69 0 25 0 83 0 0 0 118 t 106 8 64 0 25 0 Be 0 0 2 8 140 83 _ $9 0 25 0 1 03 0 0 0 89 9 130 11 76 0 25 0 03 0 0 0 12 1 C, 90 11 41 0 20 0 5 0 0 0 88 11 125 8 71 0 28 f1 �7 0 12 8 54 _ 75 0 68 0 0 0 8 13 125 8 71 0 28 0 85 0 0 0 38 .- 130 8 9 0 25 0 93 0 0 0 90 15 140 8 81 0 33 0 95 0 0 n 16 105 8 54 0 25 0 68 0 0 0 98 1+ 130 _ 64 4 39 0 79 0 0 d 78 18 130 6 79 0 25 0 93 0 0 0 90 _ 19 150 97 0 27 0 11 0 0 0 90 20 160 9 94 39 0 109 0 0 0 108 2t 120 8 69 0 25 0 83 0 2.2 75 0 69 0 0 0 6, 0 0 0 --0 Local TOD Schedule Time 0000 0600 0600 0800 1000 1200 1330 1500 1900 2200 Plan Free 1t 2 1 1 4 9 5 3 10 DOW SuMTWThF S Su S MTWTt1F Su S M T W Th F M T W Th F M T W Th F M T W Th F M T W Th F SuMTWThF S Current Time of pay Function Tirne Function 1 oOn TOD OUTPUTS Bettnas "' Day pf Week SuMTWThFS Local Time of Day Function Time Functioi C►000 TOD OUTPUTS Settings " Dayor Wee11 ------- SuM T W ThF S k Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1- Phase Bank 2, Max 1 2- Phase Bark 2, Max 2 3 - Phase Bank 3, Max 1 4 Phase Bank 3, Max 2 5- EXTERNAL PERMIT 1 6- EXTERNAL PERMIT 2 7-X-PED OMIT S-TBA Paget of 3 Print Date; 1111$12O15 TOD Schedule Report for4777 US 1&NE 62 St Print Ttrne: 1:21 PM No Calendar Defined/Enabled Page 3 a Print Date: 11113/2015 Assei 21D9 TOO Schc s Report for 2109: US 1&NE 61 St TO Ta tnterxectiun Srhedu Te OD Mode Ilan US 1&NE 61 St DOW-6 Splits 1�11-1- PH t P113 3'11 4 PA 5 f Pft 7 SBT - SBL NBT WEFT EBT 0 0 0 0 0 0 0 0 Active Phase Bank! Phase Bank 1 Print Time: 8:26 AM TOt? Relive Active Cycle Offsei Srltie ( Pha efl hhh. ',Li.thlU119 0 0 NiA 0 Max 0 , nog_ Walk Phase Bank P_un't Walk i4lin [raja! Veh Ext Max Limit ) Yellow Rail _ 1 2 3 1 2 3 1 2 3 1 2 3 1 1- 0- 0- r 0- 0 - D 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 7• Q- 7 8-0 -8 7-18- 7 1 -1 - 1 40-50-40 0-50-4D. 4 2 3- 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 D- 0- 0 0- 0- 0' 0 0 '5 SBL 0 - 0- 0 0- 0 - 0 5- 5 - 5 2 -2 - 2 7.15- 7 15-15-15 1 2 6 NBT 7 - 0 -- 7 8-0 - B 7 - 18 - _ 7 1 -1-1 40 - 50 - 40 0 - 50 - 40 4 2 7 AST 4 - 0 - 4 11 • 0 - 11 7 - 7 - 7 2.5 - 2.5 - 2.5 7 - 1 B - 7 35 - 28 - 12 4 2.5 EBT 4 - 0 - 4 11 - 0 - 11 7 - 7 - 7 2,5 -,2.5 - 2.5 7 - 1B = 7 35 . 28 - 12 4 2,:: Last In Service Date: unknown Permitted Phases 123 4567 8 Default -23-5678 External Permit 0 --- External Permit 1-23-878 External Penriit 2-23--678 Pagel of 3 Prirt Date: 11f13J:2015 TOD Schedule Report f r 21109: US ?&hNE 61 St Print Time: 8:26 AM Current Cycle 1 2 _ 13'I` ien Tire 6 NBT 7 WBT 8 EB'r Rind Offset Offset 3 4 5 - - S,aL TOd Schedule Plan 1 110 0 52 0 0 9 37 20 20 0 28 2 150 0 80 0 0 11 63 26 26 0 84 3 100 0 46 C] 0 9 31 lb 18 Q 12 4 120 0 62 a 0 9 47 20 20 0 36 5 180 0 94 0 0 11 77 24 24 0 98 6 120 0 68 0 0 8 54 8 26 0 4 7 105 0 99 0 0 0 99 0 0 0 0 6 140 0 87 6 0 5 75 15 20 0 10 9 130 0 70 0 0 9 55 20 22 0 110 10 90 0 41 0 0 9 26 16 15 0 52 11 125 0 72 0 0 5 60 15 20 0 94 12 105 _ 0 57 0 0 6 46 14 16 0 99 13 125 0 72 0 0 6 60 15 20 0 104 14 130 0 7 0 P 6 61 15 24 0 82 3..b 140 Cr. 91 0 0 6 79 - 15 1Li 0 78 15 105 0 56 0 0- 6 44 15 1 G 0 48 17 130 0 58 0 0 9 53 12 32 0 74 18 130 0 5+3 0 0 6 57 10 33 0 _ 76._ 19 150 0 101 3 D Ei 89 lb 16 0 6 20 160 0 911 0 0 9 133 13 0 104 21 120 0 _71 0 _ 0 6 59 10 _31 21 0 f 72 150 7) 3D 0 0 11, 43 26 46 0 88 Current Time of Day Function Time Function 0000 TOD OUTPUTS 0700 TOD OUTPUTS 0900 TOD OUTPUTS ]300 TOD OUTPUTS 1500 TOD OUTPUTS Settings 7 -7-- -2- 7— Day of Week SLIM TWTh.FS MTWThE M TVV ThF M TVVThF M TThE Local TOD Schodule Tame 0006 0600 0600 0700 0800 0900 1000 1200 1300 150D 1900 2200 Plan Free 1D 2 22 1 2 1 4 Free 5 3 10 DOW SuMTWThF S Su MTWThF MTWThF 50 5 MTWThF MTWThF MTWThF MTWThF MTWThF MTWTI F SuMTWThy S Local Time of Day Function Time 0000 0700 0900 1300 1500 Function TOD OUTPUTS TOD OUTPUTS TOD OUTPUTS TOD OUTPUTS TOD OUTPUTS Settings 7 2 -72 Day of Week SuM 7WThFS MTWThF M T W ThF MTWThF MTV+1ThF Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bark 1, Max 2 1 - Phase Bank. 2, Max 1 2 - Phase Bark 2, Max 2 3 - Phase Bark 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA Page 2 TOD Sche Report Print Data: for 2109: US 1&NE 6i St print Time: 11113121)16 8:26 AM No Calendar DefirtedlEnable d Page 3of3 Print Date: 11/13,2015 TOD Schedule Report for 2108: NE 2 Av&NE 59 St Print Time: 6:26 AM ASSV 2108 TOD TOD . t i.Le .' rtIve t11iersecii Si11_ ScIetlliic tip , iorie 1"1:311 ., k'I -' VITs L'1 Sei.ung Faa 1h1Rk 1Ma ii jrL NE 2 AvSNE 59 St DDVV-6 NI/A 0 0 NIA 0 Max 0 SoIits I 1 Pill 2 P11 3 PIT 1 r'li :, P11 fi PH 7 11-1 S SBT WET - NBT Eel- 0 0 0 0 0 0 0 T 11+ Active Phase Bank: Phase Hank 1 Phase Walk. Don't VVaik Min Initial Yet Fitt Max Limit Max 2 Yellow Phase Bank 1 3 1 - 3 1 _ a 1 2 3 1 2 3 1 2 3 1- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - a 0- 0- 0 0- 0- 0 ,0 2 SBT { - 7- 7 14-14 -14 7 - 7 - 7 1 -1 - 1 40- 40- 40 0 -40-40 4 2 3- _ 0- a- 0 0- 0 - 0 0- 0- 0, 0 - 0 - 0 0- 0. 0 0- 0- 0 0 0 4 WBT 7- 7- 7 1 5- 15 - 1 5 7- 7- 7 2.5 - 2 5. 2 5 1 5- 15 - 15 65 - 30 - 30 4 2 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 NBT 7 - 7 - 7 14 - 14 - 14 7 - 7 - 7 1 - 1 - 1 40 - 40 - 40 0 - 40 - 40 4 2 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 #3 EBT 7 7 7 15 - 15 - 15 7 - 7 - 7 2,5 -2.5 - 2.5 45 - 15 - 15 65 - 30 - SO 4 2 Last in Service Date: unknown Permitted Phases Default External Pemn it 0 External P errrl it 1 ExterriaL Parrnit2 123456713 Page 1 Print Date. 11[ Ur2C15 TOD Sche , Report for 2106: NE 2 A v&NE 59 St jy_rrcnt Cvcte 1 2 - SBT 3 - Green Time G NBT 7 $ - E8T Ring Offset Offs-t 4 ls:'I3T 5 - TOD Schedule Flan 2 90 C 39 0 39 D 39 Q 3_9 0 74 3 I 1 120 0 54 0 54 0 54 0 54 0 _ 53 4 t 10D 0 44 0 44 3 44 0 4 0 10 a 110 0 56 0 42 0 55 0 42 0 6 8 12D 0 54 0 54 0 54 0 54 0 73 11 120 0 54 0 54 0 54 0 54 0 73 13 10❑ r — 0 44 D 44 0 44 0 0 14 100 0 44 0 44 D 44 0 44 0 0 19 lop 0 44 0___ 44 3 44 0 44- 0 0 20 90 0 39 0 39 39 0 _ 39 0 44 1 t 49 0 49 _D 0 48 0 49 0 11 22 90 0 39 0 39 0 39 0 39 0 0 24 se + 44 0 44 1 _ 0 0 19 25 105 0 70 0 23 0 70 0 23 0 68 .1, 1 55 0 71 0 56 0 23 Co 58 27 105 a 1 g. 23 0 70 0 23 0 62 28 $ 1 2 I - 1 5 0 21 0 0 29_ 105 0 79 0 23 3 70 0 23 0 68 Print Time: 8:26 AM Local TCD Schedule Tirne 000E DODO 3600 0700 0700 0900 1100 1400 1400 1900 1900 2300 2300 Plan Free Free 2 3 19 24 20 21 11 14 22 Free Free DQ W MTWThF Su S MTU"u'ThF MTWThF 5u MTWThF Su s S+ S MTWThF MTWThF 5u 51.1 S MTWThF Current Time of Day Function Time Function 0003 TOD OUTPUTS Settings * Day of Week — — SUM T Vd ThF S Local Time of Day Function Time. Function 0000 TOD OUTPUTS Settincts ' Day of Week SuM T VVThF5 No CalendarDefrnad/Enabled *Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Pian - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Rank 2, Max 2 3 -Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5- EXTERNAL PERMIT 1 6-EXTERNAL PERMIT2 7-X-PED OMIT 8-TBA Page 2 of 2 Print Date: 11113J2015 TOD Schedule Report for 5327: 1- 95 SB&NW 54 St Print Time: 2:16 PM TQQ 1,.4et I nterststion Kcheklidiir Op MiJe 71an 5377 1- 95 SB&NW 54 St DOti+V-6 Splits Phil i IL nil PH 6 EJrP 8 B7 SDI NBL EDT - 0 0 0 0 0 0 0 0 Nra IQJ Actke Active Cvelfi ()Use( PhNsrkttnik rl;vtim.urrt 0 0 NIA 0 Max 0 ctive Phase Bank; Phase Bank 1 Phase Walk Cvn't thiIaCk Min Initial Veh Ext Max Limit hdaLi Yelio-Xy get Phase Bank 1 2 3 J ? 3 1 2 3 1 2 3 J 2 3 1 2 3 1- 0- 0- 0 0- 0- 0 0- 0- 0 0. 0 - 0 0- 0- 0 0- 0- 0 0 0 2 WBT 7 - 7 - 7 18 - 18 - 18 7 - 7 - 7 1 - 1 - 1 20 - 20 - 20 0 - 40 - 40. 4 2 3 $BT 0 - p - 0 IJ - ❑ - 0 7 -7- 7 2.5 -2.5 - 2.5 30 - 30 - 30 40 - 40 - 40 4 2 4 NBL 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 10 - 10 - 10 20 - 20 - 20 4 2 6- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 EI3T 7 - 7 - 7 13 - 18 - 18 7 - 7 - 7 1 - t - 1 20 - 20 - 20 0 - 40 - 40 4 2 7 - '0 - 0- 0 0-0- 0 0- 0- 0�0 - 0 - 0 0- 0- 0 0- 0- 0 0 0 6- 0- 0- 0 0- 0- 0 0- 0- 0 0 - 0 - 0 0- 0- 0 0- 0- 0 0 0 Last in Service Date: linknawn Permitted Phases 12245678 Defo uit-234.6— External Permit 0 External Permit 1 External Permit 2 Page 1 1 Print Crate: 1111312015 TOO Sche ' Report for 5327: 1- 95 SR&NW 54 St Print Tirne: 2;16 PM Current Cycle 1 I - W3T `I31r Green Time 7 - - F ing Milli Offset 3 4 NR1, 5 G EDT TDDScfaedule ELM 1 160 0 103 19 20 0 103 0 0 134 2 85 0 48 9 10 0 48 0 0 0 1 3 140 0 83 19 20 0 83 0 0 0 134 4 BO 0 43 9 10 0 43 0 0 0 64 5 120 0 83 9 10 0 83 0 0 0 8Q 0 p 0 53 9 10 0 53 0 0 0 20 7 90 0 53 0 10 0 53 0 0 0 2 6 119 D 73 9 10 0 73 0 0 0 94 9 110 0 Z3. 9 10 U 73 C 0 0 96 10 100 0 63 9 10 0 63 0 r 0 ,, 14 11 140 0 83 19 20 0 33 0 0 0 134 _ 12 85 0 48 9 10 0 48 0 0 0 20 13 90 0 53 9 10 - 53 0 0 1 16 14 140 0 88 24 10 0 88 0 0 0 15 110 Ci 73 9 10 D 73 0 0 0 100 16 90 _0 53 9 10 0 53 0 0 0 16 :17 90 0 53 9 - 10 0 53 a 0 0 16 18 90 0 53 9 10 0 53 0 0 0 20 19 85 0 48 9 10 D 48 0 0 _ 0 26 20 90 0 53 4 10 D 53 0 0 0 16 21 90 0 53 9 10 Cr 53 C 0 0 16 Loea1 TOD Schedule Time 0000 0600 0600 0716 0900 0930 1345 1634 2000 2100 2200 Dian Free 4 5 1 12 16 13 15 7 4 4 DQIIY 5uM TW ThF Su S MTWThF MTWThF 5u S Aura ThF M TWThF M TINThF MTWThF 5 MTWTl-i Current Ting of pay Function Tine fun tion 000r TOD OUTPUTS SettingsDay of Week SuMTWThFS Local Tirr`e if Day Function Time Function 0030 TOD OUTPUTS Settings* Day of Week Su M T Uti Th F S Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4- Phase Bank 3,Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 = X-PED OMIT 8-TBA Page 2 of 3 Print Cate: 11,1112015 TOO Schedule Report for 5327: r- 95 SB&NW 54 St Print Time: 2:16 PM No Calendar Defined/Enabled Pane 3 . TOD Sche 3 Report Print Coate: Print Time: 11f 13f2416 2:02 PM for 5179: !- 95 NR&NW 54 St TOO) he lnlcrsast vn Sche[Isde On Mode Plan 5179 1-96NB&NW54 St ROW-6 Splits 1. PH z Mt PEl 4 Mill NT G Y il PH S WBT NBT - EBT - d 0 0 0 0 0 0 0 4 T NiA 1./J2 Active Arrive. ElliL Offaet St nine Pti eBarik „Maximum 0 0 N/A C Max 0 Active Phase Bank: Phase Walk Don't Walk Min Initial Vgh Ext Max L[rriTt Max 2 Yelraw Red Phase Bank I 2 3 a 2 3 1 2 3 L 2 3 i 2 .i 1 1- 0- 0- 0 4- 0- 0 4- 0.,0 -0-00 0- 0- o 0- 0- 0 0 0 2 WET t - 0 - 0 0 - 0 - 0 16 - 16 - 15 1 - 1 - 1 35 - 35 - 35 0 - 40 - 40 4 2 3- 0-0-0 {1-0-0 0-0-0 C -0-0 0-0-0 0-0-0 0 0 4 NBT o - o - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 30 - 30 - 30 40 - 40 - 40 4 2 5- 0- 0- 0 0- 0- 0 0- 0- C E1 - 0 - 0 0- 0- 0 0- 0- 0 0 0 6 EST 0 - 0- 0 0- 0 - 0 15-15- 16 1 -1 - 1 35- 35- 35 0 -4C-40 4 2 7- 0- 0- 0 0- 0- 0 0- 0- 0 - 0 0- 0- 0 0- 0 - 0 0 0 s 1a-0-0 0-0-o 0-0-0 0 -0-0 0--o o-0-0 0 0 Last In Service Date: unknown Permitted Phases /2345678 Default-2-4-6-- External Permit 0 External Permit 1 ExterriEd Permit 2 Page 1 of 3 Print Date: 11A13f2015 TOD Schedule Report for 5179;1- 95 NB&NW 54 St Print Time: 2:02 PM Current Cycle 1 2 \ DT Green Time S 6 - EBT 7 - - Rind Offggt Offset 3 4 - TART TOD Schedule Elan 1 160 0 98 0 50 0 98 0 0 0 13.0 2 85 0 43 0 30 0 43 0 0 0 10 3 140 0 78 0 50 0 75 0 0 0 130 4 80 0 48 0 20 0 46 0 0 0 70 5 120 0 78 0 30 0 78 0 0 0 76 3 90_ 0 48 0 0 48 0 0 0 19 7 90 0 48 0 30 0 48 0 0 0 M FI 110 68 0 30 0 68 0 _ 0 0 90 .; 114 _ G8 0 30 0 65 0 0 0 92 10 109 9 fi8 0 3D 0 58 0 0 0 10 11 140 0 78 i 50 0 78 0 0 0 130 12 85 0 43 0 30 0 43 0 0 0 16 13,. 90 9 48 0 30 0 48 0 0 Q 12 14 140 0 98 0 30 0 9' 0 0 0 120 15 _ L1_0 0 OS 0 3D 0 86 0 0 0 [-)5 15 _ 90 0 48 0 30 0 48 0 0 0 12 17 90 0 48 0 3❑ 1 4$ o (] 4 12 18 90 0 48 0 30 0 48 0 0 16 19 85 0 43 0 30 0 43 0 0 0 22 90 90 0 48 0 30 0 48 0 0 0 12 21 90 2 48 0 30 0 48 0 0 0 12 Currant Tirna of Day Function Tirne Fu rtction WOO TOD OUTPUTS Settings ` Day of Week SLIM TWTIE S Local TOD Schedule Tame 0000 0600 0600 0715 0900 0930 13.45 1630 2000 2100 2240 Plan Free 4 5 12 18 13 15 7 4 4 DOW SuMTWThF S Su MTWThE MTWThF Su S MTWThF MTWThF MTWTt1F MTWThF Su 8 M T +iv Th F Local Time of Day Function Time Function U004 TOD OUTPUTS Settings ' Dav of Week --- SuMTWThF Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 - Phase Barak 2, Max 1 2- Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5- EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 -X-PED OMIT 8-TBA Page 2 Print Date: 11111'2015 TOD SchG ? Report for 5179: 1- 95 NBBNW 54 St Print Time 2:02 PM No Cahndar Defined/Enabled Page 3 of 3 Print Date 111'1314115 TOD Schedule Report tor 2071: NW 2 Av&NW 54 St Print Terrier 8:21 AM asset 2071 FC312 TOD Active Active interStetien Schedule Op Moilt gam,# 4Yck Offset Setting Phase Hank maximum NW 2 Av&NW 54 St f]OW-ei NIA 0 0 N/A 0 Max 0 Splits PH PH2 PH PE-11 1'11= PHfi PH PHS W13T NBT EDT SBT 0 0 0 0 0 0 C 0 Active Phase Bank: Phase Bank 1 Please ik Phase Bank Pari l Walk Mira Initial Veh Ext Max Limit Mar Z. Yelloyv Fat _ 1 2. 3 1 2 3 1 2 ., 1 2 2 1 2 3 1 2 3 1- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - it 0- 0- 0 0- 0- 0 0 0 2 MT 7 - 7 - 7 : 10 - 10 - 10 7 - 7 - 7 'I - t - 1 30 - 30 - 30 0 - 30 - 30 4.4 2 3- 0- 0- 0 0- 0- 0 0- 0- 0 0 - 0 - 0 0- 0- 0 0- 0- 0 0 0 4 t' BT 7 - _7 - 7 12 - 12 - 12 7 - 7 - 7 2.5 -2, - 2.5 20 - 20 - 20 62 - 58 - 55 4 2 5- 0- 0- 0 0- , - a 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 i3 EBT 7 - 7 - 7 10 - 1�0 - 10 7 - 7 - 7 '1 - 1 - 1 30 - 30 - 30 , 0 - 3C - 30 4e4 2 7- 0- 0- 0 0- 0- 0 i7 - 0- 0 , 0- 0 -- 0 0- 0- 0 0- 0- 0 0 0 8 SI3T 7 - 7 - 7 12 - 12 - 12 7 - 7 - 7 2.5 -2,5 - 2.5 20 - 20 • 20 62 - 58 - 55 4 2 Current Cvc1e 1 2 - WBT G reen Time 6 _ FBI 7 - 11 .Si- lr Ring Offset Offset 3 4 - NBT' 5 - TOD Schedule Rlan 3 1 0 94 0 54 0 94 0 54 0 6 5 120 0 75- 0 33 0 75 0 33 Q _ 65 9 130 0 75 0 43 __ 0 75 43 0 60 12 150 0 95 0 43 0 95 0 43 0 08 13 110 0 57 0 41 0 57 0 41 0 62 14 90 0 47 0 31 0 47 0 31 0 60 1 s 90 0 49 0 Ali 0 4E r 29 0 18 _ _20 110 0 60 0 38 0 60 0 38 0 26 21 120 0 70 0 38 0 70 0 3B 0 60 22 100 0 57 0 31 0 57 Q 31 0 62 _ Last In Service Date: unknown Permitted Phases 12245678 Default-2-4-6-8 Eternal Permit 0 External Permit 1 External Permit 2 Local TOD Schedule Time Plan DOW 0000 Free Su M T W Th F S 0600 3 MTWThF 060D 1g Su S 1000 20 Su S 1000 5 M T W Th F 1200 9 M T W Th F 1300 21 Su 5 1500 12 lvl TVV Th F 1800 22 5u S 190D 13 M T W Th F 2200 14 NIT W Th F 220D Free Su S Page 1 Print date: 11/1312015 TOAD Sche 3 Report for 2071: NW 2 Av&NW 54 St Print Tirne: 8:21 AM Currerat Time of Day Function �irne Funoiior 11oi11 TO❑ OUTPUTS Settings* Dav of Week SuM T }r"ti1 ThF S Local Time of bay Function Time Function 0000 TRH} OUTPUTS Settings' Day of Week SuMTWThFS No Calendar Defined/Enabled Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1- Phase Bank 2,Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 -Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA Page 2 of 2 Print Date 111'1312Q 15 TOD Schedule Report for 2070: N Miami Av&N 54 St Print Time: 8:20 AM ,asset Tnterstetion Schedule OoMoir PiloT' Cvcle Offset PhaosSanit Matimum 2070 N Miami Av&N 54 St DOW-6 Nr'A 0 0 N/A 0 Max 0 Sf74its pH 1 T*Ti 2 PFf. Pail 4 PTT M. Pin l'ff 8 NSL SET ESL MT SBL NBT lArBL EST 0 0 0 0 0 0 0 0 -44 4-4, t Active Phase Bank: Phase Bank 1 Pktase Walks Phase Bank P n't VVIth., Min Initial Vefii Ext. Max -Limit Maur 2 Yellow $esi 1 - 3 C 2 3 1 2 3 C 2 3. 1 2 :+ 1 ? 3 1 NEL C- D- 0 0- 0. 0 5• 5- 5 2- 2 - 2 7- 5- 7 15 - 5- 12 4.4 2 2 SBT _ - 7 - 7 14 - 14 - 14 7 - 7 - 7 1 - 1 - 1 30 - 24 - 30 0 - 24 - 30 44-4 2 3 E B L r; - 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 7- 6- 7 12 - 6- 12 4.4 2 4 VVRT 7 - 7 - 7 16 - 16 - 15 7 - 7 - 7 2.5 -2.5 - 2.5 20 - 23 - 20 40 - 23 - 30 4,4 2 5 S B L 0- +0 - 0 0- 0- 0 5- 5- 5 2- 2 - 2 7- 5- 7 15 - 5- 12 4.4 2 6 NBT 7 - 7 - 7 14- 14 - 14 7 - 7 - 7 1 - 1 - 1 30- 24 - 30 D - 24 - 30 4.4 2 7MI- 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 7- 6- 7 12 - 6- 12 4.4 2 8 EDT 7 - 7 - 7 16 - 15 - 15 7 - 7 - 7 2.5 -2.5 - 2.5 20 - 23 - 20 40 - 23 • 30 4.4 2 Current TOD Schedule Plan Cycle 1 NBL 2 SBT 3 EEL Green Time 6 NBT 7 WEL 8 EEiT RingOrf el ffs t 4 WET 5 �BL ,3 160 12 72 12 40 12 72 12 40 0 36 5 12.0 12 49 12 23 12 49 12 23 0 75 _ 9 130 10 56 1.0 30 10 55 1D 30 0 124 12 160 12 66 12 36 12 66 12 35 0 40 13 110 7 42 7 30 7 42 7 30 0 52 14 90 5 31 7 22 5_ 31 7 22 0 2 19 90 9 n .9 22 9 25 9 22 0 54 20 110 12 36 12 25 12 36 12 25 0+ E2 21 120 12 46 12 225 12 45 '2 23 55 22 1CD 7 36 ( 26 I 35 54 Last In Service Date: unknown Permitted Phases 1234567S Default 1234567'8 External Permit 0 -2-4-8-8 External Permit 1 -2-4-6-8 External Permit 2-2-4-6-8 Local TOD Schedule ii a Plan DOW 3000 Free Su M T VW Th F S 0500 19 Su S 0600 3 MTWThF 1000 5 M T W Th F 1000 20 Su S 1200 9 MTWThF 1200 21 Su S 150E 12 MTWThF 1800 22 Su S 1900 13 M T Th F S 2200 14 MTIN ThF 2200 Free Su S PEgc 1 Print Date: 1111312015 TOD Sac ? Report for 2070: N Miami Av&N 54 St Print Time:. 8.20 AM Current Time of Day Function me FumctiOn COO TOD OUTPUTS Settings* 3/ay of Week Sti M T W Th F S Local Time of Day Function Time Functic r 0000 TOD OUTPUTS Settings Day rrf Week SuM T V+I ThF S No Calendar Defined/Enabled Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bask 2, Max 2 3 - Phase Bank 3, Max 4- Phase, Bank 3, Max 2 5- EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7-X-PED OMIT 8 - TBA Page 2 of2 Prirt Date: 11;1312015 TOD Schedule Report for 2104: NE 2 Av&NE 54 St Print Time: 8:25 AM TOD LI= intersection M1lu11rC. 2104 NE 2 Av&NE 54 St DOW-6 N;A Sp l its PEi 1 PH2 PH 3 PETS PTT 2 PTI & Phi ' ill 8 SET WET NET E1 T 0 0 0 0 0 0 0 0 4f —)o• 0 Active Phase Bank: Phase Bank 1 Phase Walk Don't Walk Mln Initial Veh Met Max Limit Maxi Yellow e Phase Bank 2 3 I 3 1 2 3 E 2 3 1 2 3 1 2 3 1- 0- 0- 0 0- fl- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 7 - 7 - 7 12 - 12 - 12 7 - 7 - 7 1 - 1 - 1 40 - 40 - 40 0 - 40 - 40 4 2 3-- 0-0.0 0.0.0 0-0-0 0-0.0 0-0-0 0-D-0 0 0 4�VVBT 7 - 7 - 7 12 - 12 - 12 7 - 7 - 7 2-5 -2.5 - 2,5 20 - 20 - 20 5S - 40 - 40 4 2 5- 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 5 NUT �7 - 7 - 7 12 - 12 - 12 7 - 7 - 7 1 - 1 - 1 40 - 40 - 40 0 - 40 - 40 4 2 7- C-0-0 0 0 s 1-BT 7 - 7- 7 12-12-12 7- 7 - 7 2.5-2.5-2.620- 20-20 E5-4a-40 4 2 TOD 111P,1 4eiIin2 Aciwc I'I]:rseBar1k Maximum NVA 0 Max 0 Last in Service Date: unknuwi Permitted Phases 12345678 Default-2-4-6-3 External Permit 0 External Permit 1 External Permit 2 Page 1 Print Date: 11,113/2015 TOD Sche Report for 2104: NE 2 Av&NE 54 St Print Time: 8;25 AM Cuerriit Cycle 1 2 _ SLAT Green TIme 7 Fs - EST Ring Offset Offset 3 4 WBT 5 6 - NIT TOD Schedule Plan 2 90 13 45 0 33 0 45 0 33 0 30 3 128 i g 0 39 0 69 0 39 0 110 4 10D 0 54 0 34 0 54 0 34 0 83 6 113 0 62 0 36 0 62 0 36 0 6 3 120 0 69 0 39 0 69 0 39 0 104 11 123 0 60 0 39 0 69 0 39 0 104 13 100 0 54 0 _ 34 0 54 0 34 0 -46 14 100 0 54 0 34 0 64 _ 0 34 0 46 19 1 0D 0 54 0 34 0 54 0 -Z4 0 9 20 90 0 49 0 -29 0 49 0 Z9 D 31 0 0 64 0 34 0 64 0 34 D 44 22 90 0 42_ 0 25 0 49 0 29 D 45 24 100 0 54 0 34 0 54 0 34 0 83 5 105 0 5B 0 35 0 so 0 35 0 _ 98 26 9D 0 45 0 33 0 45 0 3.3 0 24 27 105 0 5B 0 35 0 _ 58 0 35 0 65 28 105 0 5B 0 35 0 58 0 35 0 _4 29 105 0 58 0 35 Q & 1) 3E 0 98 Local TOD] Schedule Time 0000 0000 OB00 0700 0700 0900 1100 1400 1400 1900 1900 2300 2300 Flan Free Free 2 3 19 24 20 21 11 14 22 Free Free DOW M T W Th F Su S M T W Th F MTWThF Su S MTWThF Su 5 Su S MTWThF MTWThF Su S S1.r S MTWTh Current Time of Day Function Time Function C000 TOD OUTPUTS Settings ` Day of Week SuM TWTiiFS Local Time of .)ay Function Time Function 0000 TOD OUTPUTS Settihas' Dav of Week SuM TWThF S ND Calendar Defined/Enabled Settin g5 Elank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1- Phase Bank 2, Max 1 2 - Phase Re 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 5 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA Page 2 of 2 Print Date: 1111312015 TOO S&hedute Report for 2105: Federal Hwy&NE 54 Si Print Time: :25 AM 2105 IniersectIon Federal Hwy&NE 54 St .1.110 TOD Attire Active 5cliedule 44 1Ivile Plan dt 4rle Oltsit SEti al. ?hsioeRank Maximum DOW-6 NIA 0 3 IVA C Max 0 Splits Ella glil y}l 3 PH 4 a5 f HA PH 7, PH k - UVBT - MST WIVBL EDT NI_ Sir- 0 0 0 d (} 0 0 0 lk f--*-414 Active Phase Bank: Phase Bank 1 Phase Walk Phase 3ank Don't Walk Min Initial, VEIL Ext Max Lirnit Max 2 Yef ow Rid 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1- 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- U- 2 VWBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 30 - 30 4 2 3- 0- 0- 0 0-0 - 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 4 NBT 7 - 7 - 7 11 - 11 - 11 7 - 7 - 7 2.5 -2.5 - 2.5 18 • 18 • 18 _ 45 - 25 - 25 4 2 5 V1BL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 7- 7- 7 15 - 15 - 15 4 2 8 EST 7 - 7 - 7 , 10 - 10 - 10 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 30 - 30 4 2 7 NBL 0- 0- 0` 0- 0- 0 5- 5- 5 2- 2 - 2 7- 7. 7 15 - 15 - 15 4 2 8 SBT 7 - 7- 7 11 11 - 11 7 - 7 - 7 2.5-2.5-2.5 18- 13 - 18 45 - 25 - 25 4 2 Last In Bermes Date: unknown Permitted Phases Default External Permit 0 External Permit 1 External Permit 2 12345678 -2--45678 Page 1 - Print Date: 11t13.i2D1S TOD Sale ? Report for 2105: Federal Hwy/NE 54 St Currenl 1 Cycj - 2 WBT Green Tlme- 6 EBT 7 h1Ri, 8 SRT Rini laffs.Rt Offset 3 4 '3' - NBT WBL TOD 5thrfulc Plan T 110 0 62 D 36 1.0 46 12 18 0 14 2 150 0 95 .3 10 79 10 26 0 82 2 100 Q _ 48 0 40 10 32 12 22 0 9 4 120 I e': 1 ';1 11 2 22 0 19 6 180 0 97 0 51 15 76 15 30 0 86 6 120 0 43 0 65 8 29 9 0 1111 7 100 5-6 0 37 13 41 1'1 20 0 90 8 140 0 86 0 42. 9 71 11 25 0 6 9 1A0 0 75 0 42 10 59 12 25 0 85 IQ_ 90 0 45 0 33 6 33 6 21 0 33 1.1 125 0 11,E 0 0 0 119 0 0 0 Q 12 105 0 56 D 37 8 41 11 20 0 96 13,. 125 0 119 0 D 0 119 0 0 0 0 14 130 0 43 0 75 8 9 9 51 0 58 15 140 0 134 0 0 0 134 0 0 0 0 56 0 37 9 41 11 20 0 90 17 130 _ 0 47 0 7 11 30 14 1 0 58 tB 130 0 43. 0 75 8 28 9 50 0 56 19 150 0 94 0 44 9 79 12 26 0 2 2D 16Q 0 59 0 69 11 42 14 39 0 21 120 CI 1i4 0 0 0 114 0 0 0 0 22 75 0 35 0 Z8 6 23 6 16 0 18 Print Time, B:25 AM Local. TOD Schedule Time Pian DOW 0000 Free Su M T W Th F 8 0600 10 Su S O600 2 MTWThF 0800 1 Su S 1000 1 MTWThF 1200 4 M T W Th F 1330 9 MTWThF 1500 5 M7WThF 1900 3 M T W Th F 2200 10 Su M T W Th F 5 Current Tfine of Ray Function Tune Function 0►00 TOD OUTPUTS Settingsjay of Week SuMTWThFS Local Tate of Day Fuaictiorr Time Function 0000 TOD OUTPUTS Settings • Day ofWe lg SuMTWFIE B Settings Blank -FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1 Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 13 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA Page2of3 Print ❑ate: 1 /113/2015 TOD Schedule Report for 2105: Federal Flwy&NE 54 St Print Time: 8:25 AM No Calendar Defined/Enabled Page 3 Print Dade: 1112612 016 TOO Schc ; Report for 2103: US $&NE 54 St i.“Pt Inleracrt ri 2103 US1&NE54St Tor) hcd u1c HOLIDAY-5 Plan ti pl its f"tt 1 £ll I MI VFiI i'] 5 3'!r 6 I? PH a NU SBT - NBT - EET 0 0 0 0 0 0 0 3 VA Print Time: 2:00AM FOD Active Active Cycle Difsr Setiiiax rhase133n14, 14rsakin' n d NtA 0 Max0 Active Phase Bank: Phase Bank 1 Phase Walk Don't Walk Mire initial VeUxt Max Limit /Ylax 2 Yellow Red Phase Bank L 2 3 1 2 3 1 2 3 1 2 3 1 ? 3 1 2 3 1 NBL .0- c- 0 0- 0- 0 5- 5- 5 2- 2 - 2 5- 5- 5 22 - 22 - 22 4 2 2 SBT 7 - 7 - 7 15 - 15 - 15 7 - 7 - 7 '1 - 1 - 1 40 - 40 - 40 0 - 0 - 0 4 2 3- 0- 0- 0 0- 0- 0 0- 0. 0 0- 0 - 0 0- D- 0 0- 0- 0 0 0 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 + r r 0- 0. 0 U 0 ,- - 0- 0- 0, 0- _01 - 0 3- Q- 0- 0 - 0 + s 1 0- 0- 0 0 0 E I'd Fi f 7 - 7 - 7 15 - 15 - 15 7 - 7 - 7 1 - 1 - 1 40 + + I] - 0 . 0 4 2 - 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 -❑ 0- a- 0 0- 0- 0 0 0 _ilFT • 7 - 7 18 - 18 - 18 7 - 7 - 7 =MEM 7 - 7 - 7 40 - 40 - 40 4 4 7 Last In Service Cate: unKrown Permitted Phases 12345678 Default 12- 6=8 External Permit 0 External Permit 1 External Permit 2 Page 1 cif 3 Print Date: 1112BI2(11S TOD Schedule Report for 2103: US MINE INE 54 S! Print T irne: 2*00 AM Current � 1 l[ii. 2. B i aregiai _ 3 4 5 - - - 6 NB 1 z 8 - F13.1. Rims Offset Offset Ted Schedule Plan i 110 10 60 0 0 0 76 1 22 0 70 2 150 10 90 0 0 0 106 0 32 0 2<; 100 10 48 0 0 0 64 0 24 0 66 4 120 10 6t8 0 0 0 $4 . _ 24___ 0 93_ - 5 160 15 95 0 0 0 116 0 32 _ 0 28 6 _ 120 10 69 0 0 0 86 0 23 00 68 7 1%, 1c 0 0 0 70 Q 21_ G 8 140 10 89 0 0 0 105 a 23 — 0 _2 -_ 14 9 130 10 74 0 0 0 9Q 0 28 0 34 10 90 10 38 0 0 0 54 0 24 0 32 11 125 15 5_ 0 0 77 0 36 0 84 12 105 10 54 _0 0 9 0 70 0 23 0 32 13 125 15 55 0 0 0 77 0 36 0 78 14 130 6 73 0 0 0 85 0 33 C 8 15 140 20 67 0 0 0 93 D 35 0 04 16 105 10 54 0 0 0 70 0 23 0 34 17 130 5 85 0 0 0 96 0 22 0 22 18 130 6 73 0 0 0 85 0 33 0 8 19 150 6 103 0 0 0 115 0 23 0 148 20 160 9 9,9 0 0 0 114 0 34 C 6 21 120 6 73 0 0 0 85 0 23 0 08 22 75 5 29 0 0 0 40 0 23 c 52 T__ LBCaI TOO Schedule Time 0000 060a 0600 0800 1006 1200 1330 1500 1900 22200 plan FLOW Free Su M T VV. Th F S 10 su s 2 MTWThF 1 Su S 1 MTWThF 4 MTWThF 9 MTWThF 5 MTWThF 3 MTWThF 10 SuMTWThF S Current Time of Day Function Time Function 0000 TOD OUTPUTS Settings Dav of Week SuMTThFS Local Time of Day Function Time Function 0002 TOD OUTPUTS Settings ` Pav of Week SuMTViThFS Settings Blank- FREE - Phase Bank 1, Max 1 Blank- Plan- Phasa Bank 1, Max 2 1 -Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 0, Max 1 4 -Phase Bank 3, Max 2 5 -EXTERNAL PERMIT 1 6 -EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA Page 2 Print Date: 11125/2415 TOD Schm s Report for 2103: LIS 1&NE 54 St Na Calendar Defined/Enabled Print Time: 2:00 AM Page ?Ur3 Print Date: 1'I 113112015 rap Schedule Report for 4737: NE 2 Av&NE 5T St Print Time: 1:15 PM 4737 101) ID& Alta_ ____ haul -section Schedule Op 41v is Plan 4 Cx,_$lc. Offset -ettin YhasetiIrlk Niaximum NE 2 Av&NE 51 St DOW-6 NIA 0 0 NfA 0 Max 0 $L}Iit-S PH1 PH2 PH3 PH1 PT-!5 PH6 PH7 PFI NBA SET EBR WBT SBL NBT f� 4 0 0 0 0 0 13 Active Phase Bank: Phase Bank 't Phase Walk Dora Walk Min Initial Veil Ext Max limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 1 I 2 3 1 N B L 0- 0- 0 0. 0 - 0 5- 5- 5 2- 2 - 2 5- 10 - 10 12 - 15 - 15 3.7 2 2 SET 7 - 7 - 7 20 - 20 - 20 14 - 14 - 14 1 - 1 - 1 40 - 40 - 40 0 - 50 - 5O 4 2 3 EBR 7 - 7 - 7 12 - 17 - 17 7 - 7 - 7 '2,5 -2.5 - 2.5 TO - 22 - 22 43 - 30 - 30 4 7 4 WET 7 - 7- 7 12-12 -12 7- 7 - 7 2.5-2,5-2.5 10- 22- 22 4D- 30-30 4 2 5 SBt. 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 5 - 10 - 10 25 - 15 - 15 3.7 0 6 NBT 7 - 7' - 7 20- 20 - 20 14- 14 - 14 1 - 1 - 1 40- 40 - 40 0 - 50- 50 4 2 7- 0- 0- 0 0-0- 0 0- 0- t7 0 - 0 - D _ 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 D 0 Last hi Sen./Ice Date: unknown Permitted Phases 12345675 Default 123456-- Extemal Permit 0 External Permit 1-234-6— i External Permit 2 Page 1 Print Date: 11113/20 t 5 TOAD SchE ? Report for4737: NE2Av&NE51 St Current Cycle 1 NBL 2 SBT 3 ERR men Time 4 S WWF :III. fi :NIT 7 8 - Ring Offset Offset TOD Schedule FAsla 2 90 9 25 18 11 9 2i 0 0 0 6 3 120 9 44 19 24 9 48 0 0 0 87 4 1Q0 9 29 19 19 a 31 0_ 0 0 80 6 110 7 37 20 22 7 39 0 0 0 6 8 120 9 39 29 19 9 41 0 0 0 117 11 120 9 39 29 19 9. 41 0 0 0 117 13 100 9 29 19 1.ci 9 31 0 0 0_ 0 14 100 9 29 19 19 9 31 _. 0 0 0 0 19 100 9 29 VI 19 9 31 0 0 It 13 20 90 9 21 18 15 9 23 0 0 0 6 21 110 9 39 19 19 9 41 0 0 0 47 22 90 9 21 18 18 9 23 0 0 0 10 24 ¶fl B 29 19 1 9 31 0 0 _ 0 50 28 105 9 35 18 18 9 33 0 0 0 86 29 9D 5 24 14 19 9 26 0 0 0 0 Current Time of Day Function Tln1e 000-0 500 2200 Function TOD OUTPUTS TOD OUTPUTS TOD OUTPUTS Settings* pay of Week -ems— SLIM T W ThF S -- MTWThF --8---- SuM T ,+ThF S Print Time: 1:1S PM Local TOD Schedule Time 0000 10000 0600 0700 070E 0900 1100 1400 1400 1900 1 000 2300 2300 Plan. Free Free 2 3 19 24 20 21 11 14 22 Free Free. IDOW M T VV Th F Su S MTWThF M 7 W Th F Su S MTUVThF Su S 5u S M7WThF MTWThF Su S Su S M 7 UV Th F Local Trrne of Day Function Time 2000 25O0 0700 2200 Function TOD OUTPUTS TOD OUTPUTS TOD OUTPUTS TOD OUTPUTS Settings " Day of'Week —5— SuM T W ThF S M T Lf Th F Su S SuMTWThFS No Calendar Defined/Enabled *Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1- Phase Bank 2, Max 1 2- Phase Bank 2, Max 2 3- Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7-X-PED OMIT 8-TBA Page 2af2 Print Date: 11113/2015 TOD Schedule Report for4397: US 1 NE 50 Ter Print Time: 12;38 PM 4307 if/i) 1UI}. Active Active Itntergectiijn •ehctlulr Qp Mude RLUL. # LULL Dad Sertio 1'hase.Bank Maximum US 1&NE 50 Ter DOW-Fr NIA 0 0 1V1A 1.: Max 0 UAW PH I P112 PTi 3 MU Jall i'll 6 I'll 7 PF1 8 - SBT WBT - NBT 0 0 0 0 0 0 0 0 F T Active Phase Bank: Phase Bank 1 Phase Walk Don't Walk Min Initial 'Oh Ext Max l-irnit Max 2 YeJLow Red Phase Bank 1 2 3 1 2 3 1 2 1 1 2 3 1 2 3 I 2 3 1- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 0 -0-0 0-0-0 14 - 14 - 14 1 -1 - 1 25 - 25 - 25 0 - 50 - 50 4 2 3- 0. 0- 0 0- 0 - 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 tiIIBT 7 - 7 - 7 16 - ie - 15 7 - 7 - 7 2.5 -2.5 - 2.5 15 - 15 - 15 4D - 25 - 25 4 2,5 5- 0- 0- 0 0- 0 - 0 0- 0- 0 0 -0 - 0 0- 0- 0 0- 0- 0 0 0 6 tBT 0-0-0 0-0-0 14- 14- 14 1 -1 - 1 25- 25- 25 0 -50-50 4 2 7- 0- 0• a 0- 0- 0 0- 0- 0 0 - 0 - 0 0- 0- 0 0- 0- 0 0 0 R - 0- 0- 0 i- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0-0-0 0 0 Last In Service Date: unknown Permitted Phases 12345575 Default -2- External Permit Permit 0 External Permit 1 External Permit 2 Page 1 Print Date: 1111312 015 TOO Schc s Report for 43917: LIS 1 &NE 50 Ter Print Time: 12;38 PM Current Cycle t 2 Green Time 4 Ni3'1" 7 6 _ - tuna dAfset Offset 3 4 - V4'BT 3 - TOD Schedule MO 1 110 0 63 0 32 0 0 0 D 35 2_ 150 0 95 0 42 0 96 0 D 33 3_ 100 0 58 0 30 0 55_0 0 D 16 4 12C 0 75 0 32 0 75 0 0 Q 53 +: 160 0 106 0 42 0 106 0 0 0 33 5 120 0 85 0 22 0 8E3 0 0 0 114 7 105 0 71 0 22. 0 71 U 0 0 21 8 140 0__ 100 0 Ze 0 100 0 0 0 55 0 130 0 85 0 32 0 Kip U a 0 6 10 90 0 53 0 2 0 53 0 0 0 4 11 125 0 91 0 22 0 01 0 0 p 108 12 105 0 71 0 22 0 71 0 0 13 13 125 0 91 0 22 0 141 0 0 D 106 130 0 96 0 22 0 96 0 0 0 108 15 140 0 108 0 22 0 106 0 0 0 44 105 0 71 0 22 0 71 0 0 3 10 17 1O 0 95 13 22 0 96 0 0 0_ 1B 130 0 96 0 22 0 96 f7 0 108 ,1f3 150 0 116 0 22 0 116 0 0 0 6 20 16C 0 125 0 22 0 126 0 0 r 156 21 120 0 85 0 22 0 86 0 0 3 116 22 75 0 fig 0 01 0 69 0 0 0_ 0 Local TOD Schedule Time 0000 0600 0600 0800 1000 1200 1330 1500 1900 2200 FI$n ❑QW Free SuM T W Th F 5 10 Su S 2 MTWThF 1 Su S 1 TVV 4 MTThF M T W F 5 MTWThF 3 MT 'WThF 10 SuMTWThF S Current Time of Day Function Time Fyne;ion 0000 TOD OUTPUTS Settings* Day of Week SuM T WThF 5 Local Time of Day Function Time Function 1C0t10 TOD OUTPUTS SeJjoas Day of Week SuM TWThF S ` Settings Plank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1- Phase Belk 2, Max 1 2 - Phase Bank 2, Max 2 3- Phase Bank 3, Max 1 4- Phase Bank 3, Max 2 5- EXTERNAL PERMIT 1 6. EXTERNAL PERMIT 2 7 - -P ED OMIT 8-TBA Page 2 03 Print (Pate: 1111312C15 TOD Schedule Report for4397: US 1&NE 50 Ter Print Time: 12:38 PM Na Calendar Defined/Enabled P8ge 3 Print Date: 11/13/2015 TOD Sch€. ? Report For 2064: NMiamiAte&N46 St Print Tine- 6:19 AM [nterA ` _liars 2064 N Miami Av&N 45 St T(U) ell la to DOW-6 )t7 Nilotic SDllts PIE 1 PH 2 1 PI1 4 PH 5 Pj 6 PN ? NI t SBT - WBT NET EBT D 0 0 0 0 0 0 0 4 T O it n i'y r6i Ofrw[ Ec111112 N/A Active Phase Bank: Phase $ank Phase Walk t7on"t Vllalk jVliln Initial Veil E xt Max Limit Max 2 Ye Row t Phase Bank l 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 1 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 1 - 1 - 1 40 - 27 - 20 0 - 0 - 0 4.4 2 3- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 D- 0- D 0- 0- 0 0 n 4 WET 7 - 7- 7 16• 16 -16 7 - 7 - 7 2.5-2.5-2.5 10- 23- 20 15 - 13- 10 4 2,3 5- 0- 0- 0 0- 0- 0 0- 0• 0 0- 0 - 0 D- 0- 0 0- 0- 0 0 0 6 NET 7 - 7= 7 10- 10 -10 7 - 7 - 7 1 - 1 - 1 40- 27 - 20 0 - 0 - 0 4.4 2 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 0 EBT 7 - 7- 7 1ti-10 - 16 7 w 7 - 7 2,5-2.5-2.5 10- 23- 200 15 - 13- 10 4 2.3 Current Cycle [ - 2 S3T Grggin Time 6 NI3T 7 - $ EDT Ring Offset Offset 3 4 5 - WBT - TOD Schedule PIi—aii _- 80 0 42 c) 26 0 42 0 2Q 0 a 5 120 _ 0 76 0 3? 0 Th T O _ 32 0 78 9 130 0 06 0 32 0 €36 0 32 0 66 12 75 0 43 0 20 0 43 0 20 0- 40 13 110 0 D 29 D 39 0_ 29 D 52 14 90 0 53 0 25 D 53 0 25 r 2 19 - 90 0 53 0 26 0 53 U 25 0 32 20 110 0 66 0 32 {1 56 0 32 0 34 21 120 0 69 0 39 0 69 0 39 0 36 22 100 0 62 0 76 0 62 0 75 0 24 Lest In Servict Date: Active ,Active t'ha?orBank : i ir.] D Max unk-wan Permitted Phases Default External Permit 0 External Permit 1 External Permit 2 12345576 Local TOD Schedule Time Plan DOW 0000 Free SUM TW ThF S 0600 19 S u S 06DQ 3 M 7 V/ Th F 1000 5 MTNThF 1000 25 Su 5 1200 9 M TIN Th IF 1300 21 Su 3 1500 12 M T w IT& 18D0 22 Su S 1904 13 M TWThF S 22D0 14 M T W Th F 22D0 Free Su Page 1 of 2 Print Date: 11 / 1302015 TOD Schedule Report for 2054: N Miami Av&N 46 St Print Tim a: 3:19 AM Currant Time of Fay Function Time Function WIN TOD OUTPUTS ( 500 PERMIT 1000 PERMIT M0 PERMIT 1900 PERMIT Settings' Day of Week SUM T VW ThF MTWThF - -2- MTWThF MTWThF — 3-- M T W Th F Local TImP of Day Function Ti!n Eunction 0000 TOD OUTPUTS 0500 PERMIT 0600 PERMIT 1000 PERMIT 1500 PERMIT 1900 PERMIT 1900 PERMIT Settings' Day of Week Surd TWThFS —2- Su S --- I~R T ViThF —2 MTWThF MTWThF 3— MTWThF ----3-- Su B No Calendar Defined/Enabled " Settings Blank - FREE -Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1 Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 -Phase Sank 3, Max 1 4 -Phme Bank 3, Max 2 5 - EXTERNAL. PERMIT 1 5 -EXTERNAL PERMIT 2 7 -X-PED CMIT S -TBA Page 2 TOD Sch# = Report Print [date: for 2102: NE 2 Av&NE 39 St Print Time: 1111312015 8:25AM sfiet InlerrecHon 2102 NE 2 Av&NE 39 St 5i11s TOD Schedule Op 11odc DOW5 Plan i€ PEI.[ PIT PSI 3 FEt. 1115 YH6 PH i'11R 56T - WET NBT - EBT 0 0 0 0 0 0 0 0 Active Pltase Sank= 4 Phase Bank 1 TDD Active Active cir Offfct :eiFin+ 1'.haseioink AiErdawe N/A 0 0 tJlA 0 Max 0 Phase Walk Don't Walk Min Initial Veit Ext. Max Limit JPIax 2 Yellow Reel Phase Bank _ 1 2 3 I 2 3 1 2 3 1 2 3 2 3 1 2 3 1- 0- 0- 0 0- 0- 0 0- 0- 0 0. 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SST 7 - 7 - 7 10 - 10 - 1 q 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 20 - 311 4 2 3- 0- 0- 0 0- 0- 0 0- 0- 0 -0-00 0- 0- 0 0- 0- 0 0 0 4 WBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 2.5 -3.5 - 2.5 15 - 30 - 15 50 - 50 - 50 4 0_2 5- , 0- 0- 0 0- o- 0 0 - 0- 0 -0-00 0- 0- 0 0-0- 0 0 0 5 NBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 1 - 1 - 1 30 - 30 - 30 0 - 20 - 30 4 2 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- C 0 0 5 EBT 7 - 7 - 7 10 - 10 - 10 7 - 7 - 7 2.5 -3.5 - 2.5 15 - 30 - 15 50 - 50 - 50 4 2 Last In Service Date: tinkriown Perrnitled Phases 12345678 Defa ult-2-4-5-B External Perm it 0 External Permit 1 External Permit 2 Page 1of2 Print Date: 11/13,2015 TOD Schedule Report for 2102: NE 2 4v&NE 39 St Print Time: 8:Z5 AM Current CaSI&- 1 2 SBT Green Time 6 h'BT 1 3 - EBT Ring Offset Offset 3 4 - WTI a - TOD SuhetkLee all,- 1 110 0 73 0 25 0 73 0 25 0 75 2 65 0 28 0 25 0 28 0 25 0 31 3 90 0 30 0 48 . - 0 30 0 48 0 70 4 $0 _ 0 24 0 44_ 04 0 44 C 17 a 85 0 39 0 34 0 39 0 34 i', 16 70_ Q _ »19 0 39 .0 10 0 30 0 0 ( rU U 19 0 39 U 19 U :1i U .3 8 80 0 29 0 39 0 29 0 39 0 48 9 85 0 48 0 25 0 48 0 25 0 49 11 70 0 34 0 24 0 34 0 24 0 10 12 90 0 49 0 29 0 49 0 29 0 56 14 70 0 34 0 24 0 34 g 24 P__ 3 _ 16 60 0 29 0 19 0 29 0 19 - _ 0 0 17 80 0 29 0 19 0 29 0 19 0 36 18 55 0 24 0 10 0 24 0 10 0 34 19 70 0 34 [1 24 0 34 0 24 0 32 21 70 0 34 0 24 0 34 0 24 0 30 22 60 0 2.e 00 22 0 25 0 22 0 35 23 80 0 43 0 25 0 43 0 25 0 40 Current Time of Day Function Time Function 0000 TOD OUTPUTS ;Wrings* limy of Week —2- SuMTWThFS Local TOE Schad uke Time CD00 0000 0230 0300 0500 0600 0700 1000 1100 1400 1600 1600 2000 2200 2200 P are 17 18 Hash Flash 2 19 4 11 7 8 12 21 14 16 22 DO W MT4+1ThF Su MTTh F Su M T 4,11 Th F Su M T Th F M T 4V `Ch F MTWThF MTWThF MTINThF Su MTTh F MTUVThF Su 5 5 Local Time of 'Day Function Time Function ONO TOO OUTPUTS ,5pttings * Day _of Week —2- SuM T W ThF S No Calendar Defined/Enabled R Settings BEank - FREE - Phase Bank 1 Max 1 BEank - Plan - Phase Bank 1, Max 2 1- Phase Bank 2, Max 1 2- Phase Bank 2,Max2 3 Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7- X-PEC} OMIT 8 - TBA Page 2 Appendix D: Miami -Dade Transit Data Route 2 Legend Weekday Weekena Selected ?eak hour trips operate to Horace Cann Mi(idle School. (See schedule) North Parkway Miami Regional Beach Hospital NE 167 S` Bus Terminal ri z NW95S`�■a North Map not to scale 8rp8 NW91St1., Horace Mann Middle School !� r 163 St Mal I NE 163 St Miami Shores SHORT RJFIN z co NW 20 St NW 14 St d NE87St D P z 'MI19St E 84 St NW 14 St as Z Historic Over tcwrof Lyric Thrsatre stetroraiI Station NW'INE 6 St Government Cen er Metrorail Station) k < MDC II —Wolfson Campus w z S/SE 1 St UJ Downtown bus Terminal 2P1 i r20T8 Rules Schedule- Miar w-L ade County Miami -Dade County Transportation and Public Works Routes Schedule miamidade «c t EOBUS CO Milosliwmidecetiook ffitt rsJl?wlPar.camfiRirJJ NE1AVE NWSST& NilN2AVE & NW2AVE& NE84ST& NW2AVE& NMIAMIAVE& NE167ST&N NE1SAVE & & 4 ST 1 AVE 35 ST 79 ST 2 AVE 91 ST NE 119 5T MIAMI AVE 165 ST 05:30AM 05:33AM 05:44A4M 05.55AM 06.00AM . 05:55AM 05:58AM 06:09AM 06:2OAM 06:29AMII 46:40AM 06A9AM 06:25AM 06:26AM 06:39AM 06:5OAM 06.55AM - 06:4SAM 06:48AM 06:59AM 07:14AM 07:25AM 07.7AM 07:46AM 07:a5AM 07:09AM 07:22AM 07:37AM 07-42AM - 07:25AM 07:2DAM 07.42AM 07.57AM 08:02AM - O7:45AM 07.49AM 08.02AM 08.17AM 08:22AM - 08:Q5AM 08 9AM 08:22AM 08:37AM 08:43AM Q8;52AM 09:04A41 09:13AN1 06:25AM 08:29AM 08:42AM 08.57AM 09:02AM - 108:45AM 08:49AM 09:02AM 09:16AM 09:21AM - 09:05AM 09:09AM 0922AM 09:36AM - 09:46AM 09:58AM 10)07AM 09:25AM 09:29AM 09:42AM 09:56AM 10:01 AM 09:45AM 06:49AM 102AM 10:15AM 10:21AM - 10:06AM 10-09AM 10-22AM 10:36AM - 10:46AM 10:58A 1 11:07AM 10.25AM 10:29AM 10:42AM 10:55AM 11:O1AM . - 10:45AM 10.49AM 11:02AM 1 1:16AM 11.21 AM 11:05AM1 11:09AM 112.2AM 11:36AM 11:46AM 11:58AM 12:07PM 11:25AM 11:29AM 11:42AM 11:56AM 12.01 PM - - 11:45AM 11:49AM 12:Q2PM 12:16PM 12:2/PM - - 12:0SPM 12.09PM 12:22PM 12:36PM 12:46PM 12:58PM a1 8PM 12:2QPM 12`.24PM 12:37PM 12151PM 12:56PM - 12:40PM 12:44PM 12:57PM 01.11PM 01:16PM - 01:00PM 01:04PM 01;19P1u1 01;33PM 01:44PM 01:56PN 02:06PM 01:20PM 01:24PM 01:39PM 01;53PM 01.58PM - - 01:40PM 01:44PM 01:59PM 02:13PM 02:18PM - htlprih wwemiamldadeyovhransitirouies scheddle ,p7srwINEEKDAYeRar NpciP 4un t2&rNem e=2 1/2 2/11/2018 Routes Schedule- Mi mi-Dade County 02:00PM 02:04PM 02:19PM 02:33PM - 02:44PM 02:56PM 03:06PM 02:2OPM 02:24PM 02:39PM 02:53PM 02:58PM - - 02:40PM 02:44PM 02:59PM 03:15PM 63:21PM 03.00PM O3:O4PM 03:19PM 03:35PM 0]3:48PM 04:00PM 0410PM 03:20PM O3:24PM 03:39PM 03:55PM 04:01PM - - 03:40PM 03.44PM 03:59PM 04;15PM 04:21PM - O4;OOPlu1 04:O4PM 04:19PM 04 35PM - - 004:4OFM 05:O1PM 05:12PM 014:25PM 04 29PM 04:44PM 05:OOPM 05:06Prw1 - - 04:45PM 04:49PM 05:04PM 05;19PM 05:25PM O5:05PM 05:00PM 05:24PM 05:39PM - 05.51PM 06:040M 06,15PM 05:25PM 05:29PM 05:44PM 05:59PM 06:05PM - - 05:a5PM 05:49PM 06:04PM 08:19PM 06:25PM - - - - 08:10PM 06:14PM 06:29PM 05:44PM - - 06:56PM 07:09DM 07:18PM O6_30PM 06:34PM 06:44PM 07:04PM 07:09PM - 08:50PM 05:554PM 07:09PM 0722PM 07:27PM 07:10PM 07:13PM 07:25PM 67:3RPM aiA9PTv1 O 1.11PM 0$:10PM 07:35PM 07":38PM07:50PM 00:03PM 08;OBPM - 08:05PM 08:08PM 08:20PM 08:33PM - 3844PM 08 6PM 09 5PM 08:35PM 06:38PM 00:50PM 09:03PM 09:08PM 09:05PM 09:08PM 09:16PM 09:29PM 09:34PM - 09:4OPM J9:43PM 09:53PM 10:04PM 13:09PM 10:15PM 10:18PM 10:28PM 10:39PM 1 D:44PM - 11:10PM 11:13PM 11:23PM 11:34PM 11:39PM - J 80lt10 Drei451.1 1150 r, v.a rrikr, hrstvy_vl-pl t Page Last did Man Dec 21, 2015 11:21.23 PM MIAMl COUNT! 'nirp:llwww,rri iarildade govrtrans itlroukesschadute:2sp?Snr- WEEKLIAY1:1 r-- N ortWound&rt=2&rtNem e-2 212 2f11f2616 Routes Schedule- Miami -Dade County Miami -bade County Transportation and Public Works Routes Schedule mbmiciade. _Tk NE15AVE a 165 ST N MIAMI AVE & FJW1E7ST METROBUS ROBUS :Ft WI:1:-It(JAY 0 i Tons: J1tw&t®r,corm+7R$i@ NMu4MIAVE & NW2AVE& NE•84ST& NW2AVE& NW2AVE& SW1ST& NE1AVE & NW119ST 91ST 2AVE 79SST 35ST 1CT 4ST 04:55AFA 05:OOAM 05:12AM 05:23AM7 (5:213AM - - 05:20AM 05:25AM 05:37AM 05:48AM 05.53AM 05,23ANA O&:31 AM 05:41 A M • - D5:52Af41 06;04AM 06::16AM 06:23AM 06:07AM 06:12AM 06:24AM 06:38AM 08.43AM 09,16AM 05 4AM 06:34AM O$:45AM 07:00AM 07`17AM 07'23AM - - 06:26ANI 04331AM 06:43AMi 013:57AM 07;03AM - - - - 06:53A M 07:45AM 0720AM 0737AM 07:43AM 07.09AM 07:20AM 07,32AM - - 07:45AM 08.00AM 08:17AM 08;23AM 0718AM 0725AM 07;40AM 07:57AM 08:03AM - - - 07:58AM D8:05AM 08:20AM 08:37AM 08:93AM 08:OMM 08:19AM 06:31AM 03:44AM 08:59AM 09:16AM 09:23AM - - - 08:17AM 0824AM 0&39AM 08:56AM 09:03AM - - - 08:59AM 0906AM 0919AM 09:36AM 09:43AM • 09:19AM 0926AM 09'39AM 09:56AM 10:03AM 09:31AM 09:42AM 09:54AM 1O06AM 10;19AM 10:36AM 10:43AM - 09;39AM 09A6AM 09:59AM 1O:16AM 10:23AM 10:19AM 1026AM 10:39AM 1056AM 11103AM 110:32AM 10;43AM 10:55AM - 111)7AM 11:19AM 11:3S/W 11'43AM - - - - 10:39AM 10:46AM 10:59AM 11:18AM 11:23AMMI - - 1120AM 1127AM 11:39AM 11:56AM 12:03PM 11:29AM 11:30AM 11:50AM - i2:02PM 12:14FM 12:31PM 12:38PM - - 11.35AM 11ARAM 11:54AM 12:11PM 12:16PM - - 12;155PM 12:22PM 12;34PM 12:51PM 12;58PM 12;27PM 12:3TPM 12;46PM - 0i:00PM 01:14PM 01:31PM 01:38PM - - 12.35PM 12:42PM 12:54PM C1'11PM 01:16PM httpciiwww.rnlarnldala.ywRransitrroutes scheduleasp?srtr=WEEFCDAY8.dir=5oudtound8rt=2&r1idtame=2 1;y 2/110316 Routes SGhe vile - Miaml-Dade aunty 01•13PM 4i-20PM 01:34PM 01:51PM D1:58PM 01:27PM O1,37PM 01;48PM 02.0OPM 02:14PM 02:31PM 02:38PM 01:33PM 0140PM 01.54PM 0211PM 02:18PM 02:13PM 02_20PM 02:34PM O2:51PM D2:58PM 02:26PM 02:36PM 02:47Pis1 - 02.59PM 03:14PM 03:31 Phl 03:38PM 02:3.3P+M 02.40PM 02.64PM 03:11PM 03:18PM - 03:12PM 03.19PM 03:34PM 03.51PM 03:58PM 03:29PM Q3:4DPM 03:51PM 43~ TPM 04.04PM 04-19FM 1.14:36PM 04:43PM - - 03:37PM 03:44PM 03.59PM 0416PM 04:23PM 04:17PM 04:24PM 04:39FM 04;56'PM 05:113PM 4A:32PM 04:43PM 04:54PM 05:0OPM 05:05PM D5-19PM 05:3611M 05:43PM 04:37Pw1 0444P114 04:69FM 05116PM 05:23PM 05.24PM 05:31PM 05:44PM O6:01PM 05:08PM 05°34PM 05:4RPM D5:59PM 06:11PM 06:24PM 06:41PM 05;48PM 05:44PM 05:51PM 06:04PM 06-21Phil 05:25PM 06.24 PM 0G:38PM D6°49PM - O? 01 PM D7:13PM 07.26PM 07:33PM 05.26PM D6:33PM 06:48PM 07-03PM 07:06PM 07:26PM 07.31PM 07:43PM 07.68PM 08;03PM 07:31 PM 07:41PM U7 .51 PM 08,01 PM 08:13PM 08.25PM 03:33PM - 08/6PM 08:31PM 08:43PM 08:58PM 09.03PM 09:08PM 09:13PM 0922PM 09:34PM 02:35PM 09;22PM 00.29PM 00:39PM - Ott 48PM 09:57PM 10:09PM 10:13PM 10;25PM 1O 33PM 1042PM 10:54PM 10:55PM 1384K 10 Ore w4.US r aC19 f aur7SctiL'it'st ry1I i Page Lase Eiited: Man Dec 21, 2O151121:25 PM I+miAM C�QL1M r htip:riwww.mian) Idade_pcuJtransi.lrauaes sched asp` r+r-WEEKiDAYMir-5authb und8rt=28rINam 2 3t2 Route Bus Terminal Home Depot WM- Mort 163 St Mall 4, u-, North Miami > NE 172 St to NE171 St du NE 163 St 1 Downtown Bus Terminal Adrienne Arsht Center Metrornover Station/Bus Terminal Downtown Miami Aventura 199 Si Aventure Blvd I-114 AVENTURA MALL 41) NORTH MAP NOT TO SOALE 12i2009 2111)2016 Routes Schedule- Mearnl-Dade County 1 Miami -Dade County Transportation and Pub/k Works Routes Schedule miamidade.oavt nnErFtaBus 0 Ohtta ,reelbQ0S SW 1 5T & OMNI TERMINAL) BIISCAYNE BLVD E3ISCAYNE BLVD BISCAYNE t3LVD NE 163 ST $ NE 167 ST AA/ENT-LIRA SW I AV ARSHT METROMOVER & NE 36 ST & NE 79 ST E. NE 123 ST NE 23 AV & 15 AVE MALL 05:15AM O5:24AM 05 3DAM 05:39AM 05:49AM 05:58AM 113C8AM 06:25AM 05:35AM 05;44AM 05'50AM 05.59AM 06:11AM 0621AM 06:31AM 06:48AM 05:56AM 06:07AM 05:15AM 06:25AM 06;37AM 06:47AM 06:57AM 07117AM 06:16AM 06-27AM 08:35AM 06;45AM 05:57AM 07:09AM 0721AM 07.41AM 05:36AM 05:4TANI 06:55AM 07:08AM 07:19✓:rM 07:31AM 07:43AM 08:05AM 05:56AM 07;09.411 07:17AM 07;28AM 07:41AM 07:53AM 08:06AM 08:27AM 07:14AM 0727AN1 O7:35AT 1 07:46AM 07:59AM 08:1 1AM 08:23AM 08ASAM 07:32AM 07:45AM D7:53AM 08:05AM OB:19AM 08:31AM D8:43AM 0905AM J7:50AM 05:03AM 08:12AM 08:24AM O5'8 1 08:50AM 09:02AM 0923AM 08:08AM 08:21AM 08:30AM 08:42AM 08:56AM 09:Q9AM 09:21AM 09A2AM 08:26AM 08:39AM 08;418041 09:00AM 09:14AM 09:27AM 09:39AM 10:00AAM 08;44AM 08:57AM 09:06AM 09:18AM 09:32AM 09:45AM 09;57AM 10:18AM 09:02AM 09:15AM 0:23AM 09:35AM 09:49AM 10.02AM 11)'14AM 10'35AM 09.20AAA 09:33AM 09:41AM 09:53AM 10:07AM 10:2OAM 10:32AM 10:53AM 09.35AM 09:51 ANI 09,59AM 10:11AM 1025AM 10:38AM 1 D-5DAM 11:11AM 09:56AM 10.10AM 1118AM 10:30AM 11144AM 10;57AM 11:09AM 11:30AM 10:14AM 10:26AM 10:36AM 10:48.AM 11`02AN1 11:16AM 11:28AM 11:49AM 10:32AM 10:46AM 10:54AM 11:06AM 11.20Aryl 11:3401 11:46AM 12:08PM 10:50AM 11:04AM 11:12AM 11:24AM 11.38AM 11:52AM 12.04PM 12.26PM 11:08AM 11:22A4 11.30AM 11:42AM 11:56AM 12:11PM 1223PM1 12:46PM 11:26A1Vi 11:40AM 11:48AM 12:00PM 12:14PPd1 12:29PM 12:41PM 01:03PM 11:44AM 11:58AM 1207PM 12:19PM 12:33PM 12:48PM 01:00PM 01:22PM 12:02PM 12:16FM 12:25PM1 12:37PM 12.51PM 01:06PM 01:18PM 01:40PM 12:20PM 12:34PM 12:43PM 12;55PM 01110PM 01:25PM 01:37PM 01:50PM 12:38PM 12:521PM 01:01PM 01.13PM 01:28PM 01:43PM 01.55PPo1 02.18PM hittp:dAvwu.i.mlarnfdadeacivttr'ansit/mutes s hKluls.asp9srrWEEKIDAYMr=Narlh6aund8N-3&rtNameF3 1f3 2111 i2018 Routes Schalk- M iairl i- Dade County 12:56PM 01111PM 01.19PM 01.51PM 01413PM 02:01PM 021+4PM 02:37PM 01:14PM 01;28P l 01:37PM 01:49PM 02:04PM 02:19PM 02:32PM 02:55PM 01:32PM 011:46PM 01:55PMi LI2:07PM 02.22PM 02-37PM 02:5OPM 03:13PM 01:59PM 02:04PM 02:14PM 02;26PM 02:41FM 02:55PM 03:09PM 03:32PM 02:08PM 02:22PM 02:32PM 02:44PM 02:59PM 113:14PM 03.7PM B3:50PM 0226P0 02:40PM 02,50PM 03:03PM 03:111Pk4 03:32PM 0345PM 04-:39PM 02:44.PM 02:58PM 03;10PM 03:23PM 03 38Pk4 03:62PM 04:05PM 04:29PM 03:02PM 03:16PM 03:20PM 03.41Pfyl 03;56PM 04:10PM 04:23PM 04:47PM 03:20PM 03:34PM 03:46PM 03:52PM 04:14Pfu1 04:28PM 04:41PM 05:05PM 03:38PM 03:52PM 04:04PM 04:1 BFPO 04:33PM 04:47PM 05:O0PM 05:24PM 03:66PM 04:11PM 04:23PM 04.37PM 04:52PM 05:06PM 05:19PM 05:43PM 0414PN 04:29PM 04:41PM 04:55PM 05:10PM 05:24PM 05:37PM 06:01PM 04132PMN1 04:47PM 04:59PM 05:13PM 05:28PM 05:42PM 05:55PM 05:19PM 04;50PM 05;05PM 05:17PM 05;31PM 05:45PM 06:00PM 06:15PM :36PM 05:1:18PM 0523PM 05:35P14M 05:49PM 06:04PM 06:17PM 06:30PM 06:53PM 05:26PM 05:41PMM 05:53PM 06:07PM 06:22PM 067435PM 0645PM 07:11PM 05:44PM 05:59PM 0E:11PM 05:24FM 05:39PM 06:52PM 07:O5PM 0723PM 0G:02PM 06:16PM 05:27PM 0,3 40PM 06:55PM 07:08PM 07:10PM 07:37PM 06:20PM 06:34PM 05:45PM 06.513PM 07:13P1V1 0723PM 137:34PM 07:52PM 06:36PM 06:52PM 07.05PM 07:15PM 07:27PM 07:37PM 07:48PM 06:05PM 06_55PM 0710PM 07.18PM 07:30PM 07:42PM 07:52PM 08:03PM 0821PM 07:14PM 07:27PM 07.35PM 07;47PM 07:59PM 08:09PM 08:19PM 08:37P1 07:32PM 07:45PM 017:53PM 05:05PM 046.17PM 08.27PM 08;37PM 08;55PM 07:5OPM 08:03PM 08:11 PM 08:21 PM 05 33PM 06:43PM 03:53PM O9:11PM 08:20PM 08:33PM 08:41PMM 011:51P1M1 09:03PM 09:13PM 09:23PM 09:4-1PM 05:59PM 09:03PM 09.11PMM 09:21PM 09;33PM 09:43PM 09:53PM T0:11PM 09:20PM 09:32PM 09:41PM 00;51PM 10;03PM 10:19PM 10:22PM 10:41PM 09:50PM 10:03PM 10:11PM 10.21PM 10:33P11 10:43PM 10:53PM 11:11PM 10:30PM 10143PM 10:51PM 11:01PM 11:11PM 1120PM 11:27PM 11:43PM 11:10PM 11:21 PM 1 123PM 1 7:36PM 11:43PM 11:57PM 12:04AM 12:20AM 11:4OPM 11:51 PM 11:56PM 12:05AM 12;13AT 1 12;27AM 12:34AM 12:50AM 12:15AM 12:26AM 12:33AM 12:43AM 12:53AM 01:02AM CI' :O9AM 01:25AM 01:10AM 01:21AM 01:26AM 01:36AM 01:46AM 01;57AM 02:O4AM 0220AM 132:10AM 0221AM 4228AM 02:38AM 02:413AMW 112:57AM 05:04AM 03:17AMM 0310AM 03:19AM 03:25AM 03:54AM 03:44AM 03:53AM 04:00AM 04:13AM 04:10AM 0419AM 0425AM 04:34AM 04:44AM 04:53AM 05:00AM 05:13AM Back l4 previous gape iicraacrial. historitu f-li ! 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03:27PM 032UPM 02 54PM 03:O5PM 03:17PM 03:25PM 03:44PM 03:57PM 0437BPM 03:24PM 03:35PM 03:47PM 4355PM 04:14PM 04:27PM 04:38PM 03;54PM 04;35PM 0417PM 0425PM 04-44PM 04:57PM 05 8PM 04;24PM 04;35PM 04:47PN1 04.55PM 05:14PM 055:27PM 05:38PM 04;57PM 05'08PM 05.20PM 05'28PM 05'47PM 05-00PM 06:09PM harrAtrww_miarnidade.goviiraislVrages sch ule_asp7sruWEE{DAV8r1r-Snuthhound&ri=108rtNarnalb 112 211V2016 Rates Schedule- fa.iami-bade CoL r y 05:32PN 05:43PM 05:55PM 06:03PM 06:19PM 06:30PM 06:39PM 08:06P i 06:16PM 06:26PM 06:33PM 06:49PM 07:00PM 07:09PM 06:36Pt 06A6PM 06:56PM 07:03PM 07:19PM 07:30PM 07:39PM 07:06PM 07:16PM .07:26PM 07:33PM 47:A9P1.4 08:00PM 08:09PM 07-36PM 07.46PM 07:56PM 08143PM 08.19PM 08:30PM 018°39PM 08:09PM 08:19PM 0829PM 08,36PM 08.52PM 09:03PM 69.11 PM 09:09PM 09:16PM 09:27PM 09:32PM 09:45PM 09:54PM 1002PM 10:33PN 10:42PM 10:51PM 10:56PM 11:09PM 11:16PM 11:26PM Back to urevious oaie (%vascriot er .00,(41 1 Page La51 Edited: Mon Dec 21, 2015 11:21-25PM MIAMIC C 0UHT' 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More Dec 21, 261511 P1.?5 Plug hiE1k11MIF COUNTY 41ta.Jlwv, v.mearnId.{,ovitransItrrautes_schedule,aspPsrv=WEEKI7A adir=Southhcundart=168trtName=1B 412 21112016 Routes Schedule -Miexnl-fatl®Chrity Miami-Dad'e County Transportation and Public Works Routes Schedule miamidade .Gov1/' ;Ea5lh uirrJ1WEEKCJA\' NW 186 NVV 82 NW 87 IA124 AVE W 49 ST & 'N 8 AVE HIALEAH HIALEAH ST&87 AVE& CT& &50ST 17CT &2iST METRCRAIL OR&E4 AVE 154 ST 114 ST HIALEAH HIALEAH HIALEAH STATION AVE. 04`52AM 04.54AM 05`00Ak OS:0SAM O5'11 AM 051.22AM 05:26AM 05:28Afu1 05:34AM 05:42AM U5:50AM 05:56AM 05:37AM 05:42AM _ 05:51AM 06`00AM 06:10AM 06:20AM 06-28AM 06:1€AM 0B:1 BAM 06.27AM 06:37AM1 06.47AM O6:55AM O6'37AM 06:47AM 07`01AMM1 07'12AM 07:26AM 07.36AM 67:46AM 06;38AM 06:40AM 06:49AM O6:59AMI 07,10AM 07:20AM 07:27AM 07:29AM 07:40AM O7_53AiM 08:04AM O8:14AM 07:30AM 07:44AM 07:5 AM 08:99Afu1 08:22AM 08:33AM 06:43AM 0619AM 08:33AM 08:47AM 08:58AM 09:11AM 09:22AM 09:32AM 08:21AM 0B23AM 08:34AM O8:4TAM O8:56AM 09:OBAM 09:02AM 09:04AM 09:14AM 09:27AM 09:38AM 09:48AM 09:06AM 09:f9AM 09:31AM 09:41AM Q9:54AM 10:05Af44 10:15A;fu1 l]9:59AM 10:01AM 10:11AM 10:24AM 10.35AM 10:45AM 10:O1 AN1 10:14AM 10:26AM 10:38AM 1::49AM 11:00AM 11:10AM 10;54AM 10:56AM 11:06AM 11:19AM 11:30AM 11AOAM I0:56AM 11:09AM 11:2/AM 11:31AM 11:44AM 11:55AM 12:05PM 11:51AM 12:04PM - 12:16PM 12:26PM 12:39PM 12:5UPM 01 10PM 11:54AM 11:56AM 12:06PM 12.19PM 12:3(1PM 12:40PM 12:54PM 12:56PM 01:06PM 01:19PM 01:30PN1 01:4OPM 12:56PM 01:09PM 01:21PM 01:31PM 01:44PM 01:55PM 02:05PM 01:54PM 01:56PM 02'06PM 02:19PM 02:30PM 02:40PM 01:54PM 02-07PM - 02:19PM 02:29PM 02:42PM 02:53PM 03:05PM 02:47PM 02:49PM 02:59PM 03:12PM 03:24PM 03;36PM Q2:52PM 03:O5Pm - 03:19PM 03:31PM 03:44PM 03:58PM 04:O8PM 03:42PM 03:44Pr 03:56PM 04.09PM 04:21P1rI 04:33PM 0 ftitios :.Asvww. facebaak.c METROBUS NW54 BRCWNSVIL.E NW54 NE4CF ST & 32 METRORAIL ST 11.12 & 57 ST AVE STATION AVE 05 27AM I5`34AtiM O5'37AM 05`47AM O6:O2AM 06.06AM 06;17AM 06:29AM 66'34AM wskiAM 06:49AM 07.04AM 07:01AM 07;05AM 07;16AM Q7:31AM 07.52AM 07:56AM 08:O7AM 08:22AM QT:26AN1 07,30AM 01:41AM 07;56APvt OB:2OAM 08:24AM U8:35AM 08:50AM 08:49AM 03,53AM a9:O4AM O9:19AM 09:38AM 09:42AM 09:53AM 10:O6AM 09:14AM 09 18ATV1 09:29AM 09:44AM 09:54AM 09:58AM 1O;O. A 1 10:24AM 1Q:21AM 10:25AM 10:36AM 10:51AM 10:51 AM 10.55AM 11:O8AM 11;21 AM 11:16Al I 1 1:20AM 11:31 AM 11:46AM 11:46AM 11:50AM 12:01FM 12,1OPM 12:11 PM 12 :15PM 12:.26PM 12:41PM 01:06PM 01:10PM 41:21PM 01:30PM 12:46PM 12:50PM 01:01PM 01:16PM 01;46PM 01:50PM 02:01 PM 02;10PM 02:11ru D2:16PM 02:26PM 02:41PM 02:46P1M 02:50PM 03:01PM 03:16PM 03:11PM 03:16PM 03:26PM 03:41PM 03:42PM 03:46PM 03:57PM 04:12PM 04:14PM 04184 M 04-29PM 04:44PM Q4:39PM 04:43PM 04:54PM 05:09PM htipcNow w.rn I am klada.govilransit/routes seheaule_asp?srvWEEII AY&rJrr-Easttound8r1=54&rtN ne=S4 1/2 21112a16 Routes Schedule- MDacia County 03:47PM Q3:59PM 04.181pM 04:25PM 0438E 84:50PM 05:O2PM 05'418PM 05:12PM 05:23PM 05:3$PM 04:32PM 04:44PM - 04:56PM 05:1OPM 05:23P1M 05:35PtA 05:47PPA 05:53PM 05:57PM 05:09PM fie :23PM 04:36PM 04.38PM 04:50PM 05:03PM 05:15P1M 0527PM 05:33PM 05:37PM 05:45PM 0913PM 05:14PM 05:19PM 05;28PM 05:41PM 05:53Pfv1 06:45PhA 06:11PM 09.155PM 06;25PM 06:41PM 0521PM 05:33PM - 05:47PM 05:59PM 06:12PM 0524PM 06:36PM 06:42PM 06;45PM 06:54PM 07:O7PM 06:10PM 06°12PM 06:24PM 06737PM 06:45PM 0&53PPA 0659PM 07 02PM 07:11PM 07:24PM 06:12PM 013:24PM 05:38PM 06:45PM 08:55PM 07 $Pr1 07:11PM 07:17PM 0720PM 07:2 WM 07:42PM - 07:O1PM 07:03PM 07:1OPM 07:24PM 07:28PM 07:35PM 07:42PM 07:45PM 07:54PM O✓9:07PM 07 :07PM 07:16PM 07:29PM 07:36PM 07:46PM 07:54Ft 1 08:02PM O8:06PM 08:11 PM 08:20PM 06:33PM 07:47FM O7:49PM 07°56PM 0B'O6PM 08:14PM 06 22PM 08:28PM 0831 PM 08:4DPM OB:53PM 0824PM 08/6PM 08:33PM 08743PM 01351PM 06:59PM 09:05PM 09:06PM 09:17PM [}9:30PM 09119PM 09201=M 09:27PM 09:37PM 09:44PM Og:S1PPA 09:5EPM {}9:59PM 10:07PM 10:17PM 1005PM 10:08PM 10:13PM 10:21PfM 10:28Pl 10:35PM 10:40PM 10i43PM 1O:51PM 11:01PM 11:37PM 11 9PM 11:44PM 11:52PM 11:59PP+A 12:06AM 12:11AM 12:14AM 12:22AM 12:32AM flack (0 crevials ©aloe ekni amp& hislnrv.anl-1J Page Last Ldrted: capon Dec 21; 291511:21:25 PM M1AIO http:Pwww.rniarmidade.gov/Iransitiroutes 54 212 NW 87 Av€ NW 192 Si NW 192 St Miami Gardens Dr (NW 186 St) Weekday Only W60St Montrose Rd IOW 114 St li WESTLAND MALL cq W49St NW 112 St c o on z Short Turn and Weekends 49"N) MAP NGTTO SCALE O6i2o15 W20St Okeechobee Metrorail Station H c0 0 z Miami Lakes Dr (NW 154 St) Hialeah Metrorall Station W 1 t3 St W&E21 St I) w Hialeah Dr M ETRORAIL NW 53 Si Ro.e 54 LIBERTY CITY U - z NE 5 Si NA/ 54 St Brownsville Metra rai Station MIAMI 2i11e2016 Routes Schhedule- MIafn[-Dade Caunty Miami -Dade County Transportation and Public Works Routes Schedule miamidade.Govt M€Tp.C�BUS COI fhtloS face Go4tc j 01:10::Zfrvitta 0-Wade 1< NE 4 CT NW 54 BROWNSVILLE NW 54 HIALEAH HIALEAH W 8 AVE W 40 crT & W 24 AVE NW 87 NW 82 NW 186 & 57 ST ST & 12 METRORAIL ST & 32 DR 8 E 4 METRORAIL & 29 ST 17 CT & 60 ST CT & AVE & ST & 37 AVE STATION AVE AVE STATION HIALEAH WESTLANf HIALEAH 114 ST 154 ST AVE MALL O 5:00AM 05:09AM 05:16AM 05:19A 1 05:24AM 05:30AM 05:39AM 05:47AM 05:52AM 06:0SAM 06:14AM O 520AM 05:22AM 05:36AM O5:39AM 05:44AM 05:50AM 05:59AM 06;09AM 05:15AM O5:10AM O 5:40AM 05.49AM 05:56AM 05:59AM 06:06AM 06:13AM 0624AM 06:34AM 9i:40AM 06.53AM 07:02AM 05:55AM 06:06AM 06:14AM 06:18AM 06:25AM 06:32AM 06:43AM 06'53AM 06'59AM 07:02AM 00:1SAM 08.20AM 06:34AM 06:38A 1 06:45AM 06:52AM 07_06AM D7:19AM 07:26AM 67:42AM 07:51AM 00:40AM 08:51AM 06:59AM 07:O3AM 07:1OAM 07:18AM 07:32AM 07:45AM 07:52AM 07:55AM - 06;55AN1 07.07AM 07:17AM 07:21AM 07:23AM 07:36AM 07:50AM 081)3AM 08:10AM 06:25AM 08.35AM 07:15AM 0727AM 07.37AM 07°41AM 07:48AM 07 MAM 48'10AM 08`2SAM 08:30AhA 08'33AM - 07:45AM 07:57AM 08:07AM 06:11AM De:18AM 0826AM 08:40AM 08:53AM 09:00AM 09:15AM 02:24AM 08:10AM 08;22AM 0A:32AM 08:36AM 08:43AM 08:51AM ❑9:05AM 09;2OAM 09;27AM 09:3fiAM 00:35AM 00:47AM 08:57AM 09;O1AM 09:08AM 09:16AM 09:31AM 09:46ANI 09:53AM 10:0BAM 10:17kM 09'0 5AINA 09`1 BAM 09:28AM 09:32AM 09:39AM 09:49AM 10:02AM 10:17AM 10:24AM 10:27AM 09;35AM 09:48AM 09:58AM 10:02AM 10:09AM 10:19AM 1Q:32AM 10:41AM 10:54AM - 11:05AM 11:18AM 10;05AM 10:18AM 10:28A4M 10:32AM 10:39AM 10:49AM 1t:02AM 11:17AM 11:24AM 1127AM - 10:35AM 10:48AM 10:58AM 11:O2AM 11:09AM 11:19AM 11;32AM 11:47AM 11:54AM 12:09PM 12;18PM 11:05AM 11:1 RAM 1128AM 11:32AM 11'30AM 11.46AM 12:02PM 12:17PM 12'24PM 12'27PM 11:35AM 11:48AM 11:58AM 1202PM 12:09PM 12:19PM 12:32PM 12:47PM 12:54PM 01:49PM 01:18PM 12;05PM 121BPM 12:28PM 12:32PM 12:39PM 12:49PM 01:O2PM 01:17PM 01:24PM 01:27PM 12:35PM 12:48PM 12:581PM 01:02PM 01:09PM Q1:16FM 01:32PM 01:47PM Q1:54PM 02:Q6PM 02:18PM 01:00PM 01:13PM 0122PM 01:27PM 01'34P1/1 01:44PM 01:57PM 02'12PM 02:19PM 0222PM 01:30PM 01:43PM 01:53PM 01:57PM 02:04PM 02:14PM 02'27PM 02:42PM 02-49PM 03'05PM 03:14PM 01:50PM 02:63PM 02:13PM 02:17PM 02:24PM 02:34PM 02.47PM 03.03PM 63:16PM 03-13PM 02;20PM 02:33PM 02:43PM 02:47PM 02:54PM 03:04PM 03:18P1w1 03:34PM 03.41PM 03:57PM Q4:Q iPM 02:45PM 02:58PM 03:08PM 03:12PM 03:19PM 03:28PM 03:42P 1 03:58PM 04.05PM 04:08PM ttitfxtrvnvW,mfanidade. avltransitiroutcs schedule.asp7srv=WEEKDAY&clir=Westbound&rt=548rINam e=54 112 ?li 1 d2�116 Routes Schedule -Miami-Dade GoLnty 73:10PM 03:23PM 03:33PM 03:37PM 03:44PM 03:53PM 04:07PM 04:23PM 04:30PM 04:46PM 04:55PM 03:30PM 03:43PM 03:53PM 03:57PM 04:04PM 04:13PM 04:27PM 04'43PM 04;50PM O4:53PM - - 04 00PM 04:13PM 04:23PM 04:27PM 04:34PM 04:43PM 04:57PM 05:13PM 05:20PM - O5:36PM 05:45PM 04:25PM 04Q8PM O4:48PM 04:52PM 04:59PM 06:08PM 0522PM 05:38PM 05:45PO4 05:48PM 04:55PM 05 18PM O5:18P d 45:22PM 05;29PM 05:38PM 05:52PM 08:O8PM 06:1 5PM 06:31 PM O6:39PM 05:20PM 0532PM 05:43PM 05:47PM 05:54PM 06:43PM 06:17PM 06.33PM 06:30PM 06:42PM 05:50PM 05:03PM 06.13PM 06:17PM 06:24PM 0823PM 06:43PM 08:56PM 07:02PM 47:16PM 07:24PM 46:15PM 05:28PM 08:38P1u1 06'42PM 06:47PM 08:54PM 07 34PM 07:17PM 07:23PM 0726PM 06:35PM 06:46PM O6 54PM O6:55PM 07:03PM 47:10PM 0720Pi 1 07:33PM 07.39PM 07:53PM 08:01PM 06:55P M 07:05PM 07:14PM 07:1BPM 07:23PM 07:30PM 07AOPM 07:53PM 07-59PM 08:02PM 07:25PM 07:36PAA 07:44PM OT;48PM 07:53PM 40:4OPM O6 10PM 06:23PM 08.29PM 08.32PM 07:55PM 0E:06PM O6.:14PM 08:18PM 08:23PM 08:34PM 08:40PM 0813PM 08:59PM 09:02PM 08120PM 46:31PM Q8:39PM O$;43PM 0846PM 08:55PM 09:05PM D9:10PM 09:24PM 09:27PM 08:50PM OD:01PM 09;09PM 09:13PM 09:18PM 03:25PM O4;35PMWi 69:43PM 00;47PM 04:50PM 09:40PM 09:49PM Q9:56PM 10:W0PM 10:44PM 10;10PM 10:16PM 1026PM 1 l:3 JH 1 10:33PM 10:30PM 1O:39PM 10:46PM 10:50PM 10:54PM 11:O0PM 11:08PM 11:16PM 11:20PM 11:23PM 11:20PM 11:29PM 11:36PM 11:40PM 11:44PM 11:50PM 1158PM 12:4&AM 12;10AM 12:13AM Deck io raaao lia++ascrrcd- 4 t ry.vQa!-11 i Page Last Edited; Mori Dec 21, 2015 11'21:25 PM HIAM COUHrf • • httpcMorvevr.rniarnt ie,gavhrensItlrwt scheellaasp?sav=WEEKIOAY r4lestnclart=548.rNam 4 2.11 2(11.2016 Raute3 Sch Ie-MI ni-Oad® CO Miami -Dade County Transportation and Public Works Routes Schedule miamidade.covt (52 CEawbau►it11 WEEKrijV, METROBUS 0 r hII ..Wtrww. faceboak. 4 YV3ST&PA.Lru1 E9ST&8 NW62ST8 LIR'MARTINI LUTE! 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- 10:48AM 10:57AM 11:02AM 11.07AM 11:20AM 11:31AM - - - - 10:49AM 11:C2AM 11:13AM - - 11:24ARA 11:33AM t 1:38AM 11:40AM 1 1:58AM 12.07PM http_ltinvciv.miantIdadagovitrarasNrautas schsdtiaasp7Sr.o=WEEKDAYBdir Eastbaend8'1=628dNarnet62 113 2111)2016 Rautas Schott a-1411ami-fnc9a aunty 11:25AM 11:38AM 11:49AM - 12:00PM 12-09PM 12:14PM 12:19pm 12:32PM 12:43PM - - 12:01P441 12.14PM 112:25PM 12:36PM 12:45PM 12:56PM 12:55PM 61:OSPM 01:19PM 12:37PM 12D3PM. 01:01PM 01,12PM 01,21PM 01,26PM 01,31PM 01,44PM 01,55PM - - 01:13PM 0126PM Of :37PM 01.48PM 01:57PM 02:O2PM 02:07PM 02:21PM 02:31PM 01:49PM 02::02PM 02:13PM 02.24PM D2:33PM 02:38PM 02:43PM 02 56PNI 03:07PM - - - - 0225PM 02;38PM D2:40PM - - - 02:55PM 03:08PM 03:19PM 03:00PM 03:09PM 03:14PM 03:19PM 03:32PM 03;443PM - - 03:07PM 03:20PM 03;31 PM - - - 03:31PIwi 03:42PM 03:53PM 04:01PM 04:11PM 133:35PM 03:44PM 03:49PM 03:54 PM 04:O8PM O4:i 9PM 63,43PM 03:56PM 64;O7PM - 04:06PM 04:2OPM O4;31PM 04:39PM 04:49PM 04:11 PM 04:2OPM D4:25PM 04:30PM O4I:44PM 04:55PM 04:1BPM 04:32PM 04:43PM , 04.42PM 04:56PM 05:07PM 05:15PM 06:25P6.1 04:47PM I34:56PM 05 01PM 05:O6PM 05:20PIu1 05:31PM - 04:54PM 05:08PM D5`19PM - 05:18PM 05:32P101 65:43PM 05:51PU 06:01PM 05:23PM 05.32PM D5:37PM 05.42PM 05:55PM D6:01PM 45;30iPM 05:44PM 05:65PIuj 05:57PM 66;O6PM O0:1/PM 06:16PM 06:30PM 05:41 PM 05:59PM 06:13PM 06:24PM 06:27PM 06;36PM 0e:41 PM O6:46PM 07:0OPM 07:10PM 07:O5PM 07:12PM 07:16PM 07:20PM 07:33PM 07:43PM - 07:3DPM 07:46PM 07:OPM 07:54PM 013:07PM 0817PM 08:15PM 08:22PM 08 6PM 08:30PM 06:4OPM 06949PM 08:46PM 08:52PM 08:57PN1 a9700PM 09:10PM 09:19PM 09:16PM 69-22PM 09.27PM 09:30PM 69:40PM 09:49PM 09:52PM 43:57PM 10:0OPM 10:10PM 10:19PM 10-2_PM 10 7PM 10:.30P1u1 10:40PM 10.49PM 10:52PM 10;57PM 11:00PM 1110PM 11:19PM - 11.38P'M 11:43PM 11-46PM 11:56PM 12:05AM - Back to Ar®vioug_DAtieslayascfypt rt•-sktryooLLIJ httpcPorww.rniamidad e,govftransit/ routes salad ulea so7srv- EE OAYScrier=Eastbasxra8rt^628r1Mame=6i2 2/3 Route 62 HIALEAH m3 St 0470. °C& 2 7 $ / Dr. Martin Luther king Jr. Met -moral Station Snort Turn E 9 St MPS TO F 1212015 E13 St NA82St I NW 27 Ave NW 25 Ave $ Liberty ▪ o city w @ ƒ Z NEB St NE 61 St - NW 61 St Nm eD S 1 Seventh Avenue Transit Vim ge Rush-hour trips weekday only (see schedule), M� e| BEACH ra 0 CD k NE 38 St \ / NE B Aka tteCswy 41St 2 71 7 0 f 15 $ 44 St 39 St :N1132016 Rain Souln- MiamFaalin Cm* Miarm!-Dade County Transportation and Public Works Routes Schedule miam'idade.Gav't METROBUS 0 fhttosbook ,0 ihElps.-Mwa mr.cgm(IRxiE 415T& BISCAYNE NE62ST& NW7AVE DR!MAR TINLUTHER NVi62ST E9ST88 W3ST&PALM INDIAN BLVD & NE 36 BISCAYNE TRANSIT KING JR STATION &32 AVE CT HIALEAH AVE HIALEAH CREEK DR ST BLVD VILLAGE d5.45AM 05.56Am 06'09AM 06:14AM 06.19AV1 06'274110 = - 06:O5AM 06:1BAM 06;31AM 06:36AM 06:41AV1 06.49AM 06:25AM 06:38AM 116:51AM O628AM 06:40AM1 06:46AM 06:68AM 07:11AM 07:16AM O :21AM 07.29AM 06:56AM 07:08AM 07:13A1. 07:28AM 07:39AM 07:44AM 67:49AM 07.57AM - .. 0T:131Afa1 07:14AM al:27AM 07:25AM 07 8AM 07:51AM - 07:32AM 07:44AM 07:49AM 08:02AM 08:15AM 0820AM 48:25AM 08:33AM 07:37AM 07:5OAM 06:03AM 08:01AM 08:14AM 08:27AM 08:48AM 08:20AM 08:25AM 08:38AM OB:51AM 08:56AM 109.01AM 09:t19AM C813AM 08:26AM 4$:39AM C8:37AM 08:54AM D9:04AM C8:49AM 49:02AM 49:16AM 09:01AM 09:14AM 09:28AM 49:35AM 09:4DAM 09:48AM 09:13AM 09:26AM 09:ADAAM - 09:25AM 09:38AM 09:52AM - 0g:37AM 09:50AM 10:04AM 10:11AM 10:16AM 10:24AM 09:55A.M 1008AM 10;22AM 10:13AM 10:28AM 10:44AM 10:4(AM 10:52AMPM 11:CCA M 10:31 AM 10;44AM 10:58AM - 10:49AM 11:02AM 11:16AM 11-23AM 11:28AM 11;36AM 11:0TAM 11:20AN1 11:34AM 11:25AM 11:38AM 11.52AM 11;59AM 12:04PM 12:12PM 11:43AM 11:56AM 12:1OPM - hrttp:JM+ww.mearnidade.govilransitirautes s+cheduleasrasrv--W=EKDAY&dlr=Weed &rt=62$atName=62 113 211102016 Routes Schedule- PAWN -Dade County - 12.01 PM 12:14PM 12.26PM 12:35PM 12.40PM 12.48Ph1 - 12:19PM 12:32PM 12:46PM 12:37PM 12;50PM 01:04PM 01:11PM 01:15PM 01:24PM - - 12:55PM 01:08PM 01:22PM - 01:13PM 0126PM 01:40PM 01:41PM 01:52PM 02:00PM - - 01:31PM 01:44PM 01.56PM - - 01:49PM 02:02PM 02:16PM 0223PM 02:28PM 02:30PM 02:07 PM 02:20 PM 02:34 PM 02:25PM 02:38PM 02:52PM 02:59PM 03:041''M 03:12PM - 02:43PM 02:56PM 03:10PM 03:01PM 03:14PM 03 28PM 03:35PM 03:oPM 03:48PM - - 03:10PM 03:32PM 03'46PM - 03:37PM 03:50PM 04.04PM 04:08PM 04:13PM 04:22PM 03:55PM C 4:t19PM 04-23PM - 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Back to fStBVIOus Gate flevascripte hist°nr.r+ul-11 htWoryvoi.rnisividade.govttransitircues scherfule.asp?srv=WEEKDAY&di =UVestbaurrd8rt= 8r1Nameub'2 23 Route 93 Biscayne MAX MAKES ALL LOCAL STOPS NORTH OF 163 ST North Miami Beach North Miami CI Limited Stop MVliarni Shores 9S St 91 St 79 St Age Aventura AVENTURA MALL 163 St 151 St 146 St 135 St 123 St Sans. Souci Blvd 107 St 71 St 70 St (Northbound) {Southibound) Little Haiti Midtown Miami MAKES ALL LOCAL STOPS SOUTH OF 19 ST 17 Terr 15 St 14 St 13StiT 0cia d m NVVJNE 3 Downtown SW/SE 1 St Bus Terminal Downtown Miami 36 St 29 St 19 St 62 St 54 St N Bayshcre Dr Adrienne Arsht Center Metromouer Station/ Omni Metrobus Terminal MAP NOT TG3CALE '5 211112015 Routes Schedule- MlarnI-Dade Cc rity Miami -Dade County Transportation and Public Works Routes Schedule miamidade.cavt ME1!'OBUS 0 rnrips.,Frwr ercomin-Q 1 51N 1ST& O iNITERMINAL.1ARSHT BISCAYNE 1LVD BISCAYNE BLVD BISCAYNEBLVD & BISCAYNE BD & AVENTt1RA SW 1 AV h1ETROMO'VER & NE 3b ST 8 NE 79 ST NE 123 ST N E 163 ST MALL 05:25AM 05:34AM 05:39AM 05:47AM 05'55AM 08;04AM 06:15AM 05:45AM 05:54AM 05:59AM 06:07AM 06:16AM 05:25AM 06:07AM 06:00AM 06:11AM 05-17AM OR 24AM 0 i:33AM 08 42AM 08:54AM 00:15ANI 06:.213AM 06:32AM C6:33AM O6:48AM 05:57AM 07:10AM 06.30AM 0611AM 06:47AM 08:54AM 07:04AM E7'13AM 07:26AM 06:45AM 06::56AM 07:03AM 07:12AM 07 :22Alkol 07 31AM 07:44AM 47:04AM 07:12AM 07'19AM C7:213AM 07:38AM D7°47AM 08:0DAM 07:15AM 07:27AM OT:34AM 07:43AM 07:53AM 08:02AM 08:15AM 47'3MAM 0712AM 07=49AM C7:5&AM 0$A8AM 08'17AM 08:3DAM 07:45AM 07 7AM 48:05AM 08:14AM 08:24AM 08:33AM OS:46AM 08100Am 08:12AM 08:20P.M 08:29AM 08:39AM 08.48AM 09:01AM 08:18.AM a8:3OAM 08:38AM 08:47AM 08:57AM O0:O6AM 09.19AM 08:36AM 08:48AM 08'56AM C9:05AM 09:15AM 09:24AM 09:37AM 08:54AM 09:07AM OP' 14AM 09:22AM O9'32AM 0911AM 09'54AM 09:12AM 09;25AM 09:82AM 09:40AM 09:50AM 09:59AM 10:12AM 09:3OAM 00:43AM 09:5OAM 09;58AM 10:08AM 1017AM 10:30AM 09:48AM 10:01AM 10:08AM 10:15AM 10120AM 10:35AM 1048AM 10'06AM 10:19AM 10:26AM 10.34AM 1014A11.41 10:53AM 11:07AM 10.30AM 10:43AM 10:50AM 1 D;58AM 11109AM 11;19AM 11:33AM 11:00AM 11:13AM 11;2OAM 11:28AM 11:39AM 11:49AM 12:04PP61 11:30AM 11:43AM 11:50AM 111:58AM 12:09PM 12.2UPM 12'25FM 12.00PM 1213PM 12:20PM 12:29PM 1210PM 12:51PM 01:07PM 12.30PM 12:43PM 12:50PM 12:59PM 01:10PM 91:21PM 01:37PM 01:00PM 0113PM 01:21P14+1 01:30PM 0111PM 01:52PM 02:05PM 01 30PM O1:43PM 01:51 PM 02;09PM 02:12PM 02:23PM 02:39PM http:llwww.rovarnida lee.govlrranslthcwtes scheitJla sp?srv=WEEI AYBdr=NOr11ttx rd&rt=938rt 1amem93%209iSCSyne%2Cery AX 112 Z1112016 Routes Schedule- Mlam i-17ade Courly 02°00PM 02.14PM 02°22PM 0231PM 02.43PM 42.54PM 4311PM 02:15PM 02:29PM 02:37PM 02:46PM 02:58PM 03:09PM 03;25PM 02;311PM 02:44PM 02:52PM 03101PM 03:12PM 03:22PM 03:39P141 02:45PM 02:59PM 03:09PM O319PM 03:29PM 03:39PM 03:56PM 03:00PM 03:14PM 03:24PM 03:33PM 03:44PM C3:54PM 04:11PM 03:95PM 03.29PM 03:39PM 03;443PM 037,59PM 04:09P 9 04;25PM 03:50PM 03;44PM 03:54PM 04:05P r1 04.17P 1 04:27PM 0443PM 03:45PM 03;59PM 04:49PM 04:20PM 04;32PM 04:42PM 04:58PM 04:COFM 04:15PM 04:25PM 04:38PM 04.48PM 04;58PM 05:14PM 0415PM 04:3QPM 04.40PM Q4:51PM 05;03PM 05:13PM 45:29PM 04-30PM 04:45PM 04.55PM 05 6PM 05;18PM 05:28PM 45:44PM 04:45PM 05:00PM 05.10PM 05:21PM 05:33PM 05:43PM 45:59PM 05:O0PM 05:15PM 05:25PM 05:36PM 05:48PM 05:58PM 06:14PM 05:15PM 05:30PM 1)5:40PM 05:51PM 06:03PM 06:12PM 4B:26 M 05:3 OPM 05:45PM 45:55PM D5:D6PM 06:17PM 08:26PM 06:39PM 05:45PM 06:00PM 06:48PM D6:18PM O620PM 06.38PM 0B:59PM 06:00PM 46:14PM 06;22PM 06:32PM O6:4PM 08:52PM O7:05PM 08:15PM 0620PM 06:37PM 06 47PM [M 58PM 07 0?PM 67 10PM 06:3O M 06:44PM 06:52PM 07:02PM 07:12PM 07:2LPM U7:32PM 06:45PM 06:50PM 07:07PM 07'16PM 07:26PM 07:34PM a7:46PM 07:00PM Q7:12PM 47:19PM 07'28PM 07:38PM o7:45PM 07:58PM 07:2OPM 07:32PM 07:33PM 07:46P l 07:58PM 08:05PM O8;17PM Back to previous pace lia vesc rrjr: hrs i re.xmd- ? l 1 Page Lost Edilsc: Mon dec 21. 2015 11;21:25 PM M11 MIA /1WwrArsiligun i etle.gWitr ansl tiro iAeS schedlJ 0.5p?$Tw W EEKDAYadi rl.N rtlizioundar 938eINa ngra93 S20Blscare 520MAX 22 2.11 i (2016 Routes SChedlia- M I arnit-Dade Ccuity Miami -Dade County Transportation and Public Works Routes Schedule miamidade.covt METROBUS 0 10 crerk.1%6 AVENTLIRA BISCAYNB BLVD & BISCAYNE a LvEs & BISCAYNE BLVD BISCAYNE BLVD OMNI TERMINAL, ARSHT SW 1 ST & MALL NE 103ST NE 123 ST & NE 79 ST &NE36ST METROMOVER SIN 1 AV 05:47AM 0600AM 06:07AM 06;17AM 05:26AM 06:32A V 06 :43ANI 06.0 2AN1 46.15AM 0622AM 06.32AM 06:41AM 06:47AV DE 58AM 06:1 5AM 05,.2amvi 05:35AM 06.45AM 06:54AM 07:01AM 07 :13AM 06:28AM 06.41 AN1 06:48AM 06.58AM 07.:09AM 07.16A1 07 28AM 06:41)AM 06:53AN1 07:01ANI 07'1 aAm 07:24AM 07:3 1AN1 07:43AM 06154AM 07.0 6AN1 07.16AM 07.28AM 0739AM 07.46AM 07.58AM 07:1 2ALI 07:26AM 07:34AM 0746AM 07:57AM 08-04AM 08:16AM 07:3OANI 07:44AM 0752AM 0804AM 08:15AM 08:22AM 08:34AM 07:48AN1 08:02AM 08:10AM 08:22AM 00!33m4 00:40Am 08:62AM 08:06AM 08:20AM 138:28A14 138:40AM 08:51AM 08:58A1V 09:10AM 08:24AM 08:38AM 08:46AM 08:58AM 0909AM 09:1 6A1V 0920AM 08:44AM 08:58AM 09:06AM 0917AM 09:27AM 09.34AU 0946AM Og.:02AM 09:16AM 09:24AM 09:35AM 09:45AM 09`52AU 1104AM 09 27 AM 09:41AM 09;43AM 1001 AM 10:18AM 10:16AV 10:28AM Og :56AM 10:1 DAM 1 0:19AN1 10:31AM 10:40AM 1 a:46AM 10:58AM 1 0:26AM 1 0;40AN1 10:49AM 11;01AM 11:10AM 11 :17AIV 11;28AM 10:55AM 11;10AM 11:19AM 11:31Am 1I:4OAM 11:4 7AM 11:58AM 1125AM 1 1:4 ()ATV 11:49AM 12:01PM 1210PM 1 2:17PV 12:28PN1 11:54AM / 2.09PM 12:19PNI 1231PM 12:40PM 12:47PM 12:58PM 12:23PM 1 2:38PM 12:48P11 01:00PM 01:10PM 01:17PM 01 :261PNI 12:53PM 01 '08PM 01:18PN1 01:30PM 01:40PM 01:47PM 01:58PM 01:07 PM 01 :22PM 01 T'32PM 01:44PM 0154PM 02;01PM 02:10PM 0 1 22 PM 01:37PM 01:47PM 01:59PM 02-09PM 02:16PM 02:28PM 011.35PM 01 :50171V1 02:02PM 02:14PM 02 24PM 0231PM 02:43PM 014g PM 02:05PM (12:17PM 02:29PM 02-39PM 02.46PM 02-58PM hltriclAwww.rniarnIdade_gavAransiVraiies schecluleasp?srv=vVEEKDAY&dir-Se..11-Cound&rt93&rtName93%2138iscayne%-20MAX 112 2r1112016 Routes 611,0;1011- M igen i-Dade Conty 02.03PN 02:19PM 0231PM 02.43PM 02:53PM 03:00PM 03.13PM 0218PM 1.12;34PM 02:46PM 02-58PM 03 08PM 03:15PM 03.26PM 02:34PM 02:50PM 0302 PM 03:14PM 0322Pm 03:30PM 03:43PM 02.49PM D3:06PM 03:17PM 0329PM 03:38PM 03:45PM 03 55PM 03:04PM 03:21P1v 3332PM 0344PM 0353PM 04:08PM 0413PM 03,19PM 03.36PM 03:47PM 03.59PM 04.oa PM 04:15PM 04.28PM 03:34 PM 03.51PM 04:O2PM 04:14PM 04:23PM 04:30PM 0443PM 0349PM 04.018PM 04:17PM 34:29PM 04:38PM 04:45PM 0458PM 04:04 PM 0421 PM 04:32Phot 04-A4PM 0453PM 0500PM 0513PM 04:19PM 04.36PM 0447PM 04 ;59PIM 06;08PM C-6;15PM 0628PM 04:34FM 04 51PM 05:02PIM 05:14PM 05123 PM 05:30PM 05:43PM 04:49PM 05:06PM 05:17P141 a 5:29P M 0538PM 05:45PM 06:58PM C15:07PM 05:24PM 05:35PM 05:47PM 05:56PM 06:03PM 06:13PM 05;23PM 05,40PM 05:51PM 06;03 PIO 06:12PM 06.:18PM 0828PM 05:39PM 05 56PM 06:07PM 06:18PM 0627PM 06:33PM 06:43PM 05:55P1LM 03:12PM 0622PM 08:30PM 06:42PM 06:48PM 06:58PM 043:17PM 06.32PM 06:42PM 06:53PM 07132PM 07:08PM 07:18PM at*In n reviiou fl e liptraAcrini- histivvAni-i] Page Last Edited: Mon Dec 21, 215 11:21:25PM httpliviwumriamidadecpvta-ansillrocies schedAs.asp7sro--WEEKIDAY&di-Soutl-txpurciart=5:3,51-Varrte93%20Biscayn e%20MAX 21.2 Rou to 202 Little Haiti Connection ■ r■ ■ ■ ■ ■ NW8la NW7o6 § woe »■ist � ■ k ■ / ■ 2 ■ --- NW83m WEEKDAY MIDDAY TO BISCAYNE PLAZA KW 83 St me_-_-----ie — o■ <1 El ■ 2 .■ Village Carer zI ■ NW 85 fir •Palwa t E■ I La ■« 2� I/ ■� ■2 NW 83 8 WEEKDAY WIDDAY TO NE36ST Biscayne Shopping Plaza NE79St \ NWAE71 St NW./NE62St Edison Middle School NW/NE 54 St Douglas Gardens NE 81 q /�..=_=..�/ , ■ , ■ m @ ..------... 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Palm m \ @ E Post z Office � NE3St 1 E Miami Den Center NEB S NORTH MAP NOT TO SCAB ma, 2f1112016 Rrwtos Schedle- Miami -Carlo Canty Miami -Dada County Transportation and Public Works Routes Schedule miamidade.Gavt METROBUS 1CO NMIAMIAVE &NE38 NE54ST&1 NE2AVE&G2 NW71ST&2 NW85STRD&5 NW83ST85 NE5AVE &81 ST AVE ST AVE AVE AVE ST 08:30AM 08.34AM 08 42A6.1 08:49AM 08:56AM 08:557AM 09:05Ai.1 09:30AM 09:34AM 09:42AM 09748AM 09:55AM 09:56AM 10:04AM 10:15AM 10.19AM 10:27AM 10.33A141 10:40AM 10:41AM 10:49AM 11:00AM 11414AM 11:12AM 11:18AM 11:25AM 11:28AM 11:34AM 11:45AM 11:49AM 1 i:57AM 12:03PM 12:10PM 12:11PM 12:19PM 12:30PM 12:34PM 12:42PM 12:4APM 1.2:55PMu1 12:56PM 01:04PM 01:15FM 01:19PM 01:27PM 01:33PM 01:40PM 01:41PM 01:49PM 02.00PM 02:04PM 02:12PM 02:18PM 02:25PM 02:26PM 02:34PM 02:45PM D :49PM 02.:57PM D3:04PM 03:11PM 03:40PM 03:44PRA 03.52PM 03:59PM 04:06PM 04:45PM 04:49PM 04:57PM 05:04PM 05:11P1 05:46PM 05:50PM 05:58PM 06:05PM - 06:12Ph1 - ldacs( In ❑revious mane Oavascrurl. i'rkittwv.o 1-1) 1 Page Last Edrled: Mcn Dec 21, 201511:21:25 PM http:lAtmt ralamiwade.cgoultransUrcwtes ached�le.asp''srd=WE KDAY&Iir=Narlitanart=2028rWam 207%20tittle°h Halti q orviectian 2r11 f2016 Roultet Schedule- Miami -Dade Cainty Miami -Dade County Transportation and Public Works Routes Schedule miamidade.Gryvt METROBUS 1011 rnticrs Aviobv.racebookc 01 1 O tios:/ veittercomlJRide 1 214r_oillrrlc„tI ajU'IEEVur,,,, NE5AVE &61 NW83ST&5 NW&5STRD&5 NW2AVE &71 NE2AVE &63 NES4ST&1 h1MIIAAMIIAVE &NE38 ST AVE AVE 5T TERR AVE ST 07:5AM 08:05AM 08:11A1A 4S:1Af+11 03:24AM - 05:56AM 09'05AM 09:11 AM 0918AM 09:23AM 09:30AM 09:40AM 09:42AM 09:50AM 09:56AM 10:03AM 10:08AM 10:15AM 10:25AM 10:27AM 1f�:35AM 10:41AM 1t];48AM 10:53AM 11-00AM 11:10AM 11:12AM 11-20AM 11:26AM 11-33AM 11:38AM 11:45AM 11;55.AM 11:57AM 12:05PM 12;11PM 12;10PM 12.23PM 12:30PM 12:40PM 12:42PM 12:50PM 12:56PM 01:03PM 01:08PM 01:15PM 01:25PM 01:27PM 01:35PM 01:41PM 01:46PM 01:53PM 02-00PM 02:10PM 02:12PM 02'20PM 02:26PM 02:33PM 02:38PM 02:50PM 03:01PM 03:03PM 0312PM 03;19PM 03:26PM 03:31PM - 04:06PM - 04:15PM 04:22PM 04:2 PM 04:34PM 05:11PM 0520PM 05;27PM 05:34PM 05:29PM Back Sopeaiasrs page feivascriot: histrorw.troi-T1 r Page La I Edited: Mon Dec 21, 201511:21:25 PM hiliciivww.mIaril idacle.govitran+sillr schedule.asp`tsrv=WEEKDAY8dlr=E uthrkoundSrt=2fl2Frrthlarnew-2€2%20Ethle%2UHaiii%201'crrne on 112 ROute_lit AO1R6 AORTA_ AAARCPN DIRECi'ION TRIPTONL 41ME_PRR70D ADATDP ALMASI 2. LT 2 I 2 113RTN1WIAND 415 AN Pik 26 4.1 11.11 2 2 2 1 1090TNBOUDIF 655 A11 Pack 21 0.7 21.61 2 2 Z 1 KURT111135AJ76 711 AM Pikk 26 4.5 11.41 2 A 1 1 559401440005 719 557 11.nk 26 3-11 6-91 2 2 2 1113151701f505 7015 15111 79e8 26 2.4 5.91 2 2 15 N25t113DND NM AN Peak 26 11_6 21_19 a 2 1 NMR/29f5I9 MB PO Peak 26 1.1 14.45 Z 1 794044 w155T2 1193 AM 4..k 24 6.1 19,91 2 2 e soureeorml} I010 a41 Peak 19 11_1 21.65 2. 1 15t51444,069 641. 944 24.10 19 12-2 33_31 2 3: 2 D 4N1THBO71D 131 AM Prak 19 11.6 29.11. 2 d $05051477NP 741 AM Peak 1T In.4 37.14 2 Z I SONTI®D11ma 113 AN AAA It 19 1e.9 21.11 2 2 120.11124A411 723 Ns P..1 19 12.1 14.0 t 2 - 9O77t126UND 141 AA hark 19 14.9 27.31 2 3 0 Nrr,1471IDd14eW 112 AK Peat 11 14.0 40.14 2 2 2 n RtlIr1IR0151D 412 AM Peal 11 10.2 25_41 3 2 9 _ KORTHDO,3552 610 AN Perk 14 11. d 11.91 3 3 .951t01101914144 135 111 5ri1 44 4-5 10.61 3 3 3 75 0P1EOIRr1 651 AM Perk 44 26,5 14.77 3 3 4 1 706113101.12 111 AK 765510 44 37,1 11.30 3 3 3 1 NORTHBOUND 512 Am Peak 44 zs, a 74.16 3 3 1 NO5158Ie6VND 110 AA 11.0 44 C5.4 57.1k 3 NDATNIVIAID 9tl1 AN 94416 4t 23.2 50_04 3 Nuk`Il4 4,11r 021 4. leak 44 16.6 46.44 3 2 MN7741116A, 914 P14 leak 44 24-R 4241 3 saarrMaceme 401 Ali Peak 31 17.5 13.24 3 3 01Ao1945c59IC 523 AM 1911 42 23_5 57.44 3 3 3 aW21131csss❑ 132 AM Peak 111 2e.5 16.14 3 2 3 0 p 4,1'7W81tr17. 633 AN 4446 37 21.1 57.91 3 a PL:i171M1D1111D Tab AM Pear 17 24.5 61.44 3 P D 52175150 52 725 AM 861a1 97 21,.1 11,14 3 3 0 aau;^MB0L1 Td3 AN 9441 39 27.5 11.31 3 1 0 24U511441040 443 AN Past 37 24.1 44.10 3 P gourmand 1326 UM Pa.! 31 31.0 53-54 3 E 3 4 109TR140110 1$7 AK Ptak 37 3.9 4.21 3 3 3 u e01rPMss4NP ess 1641 Rda0 31 22.7 54,11 9 9 1 NPR1111124ND 61D AR Beak 92 1.1 30.41 9 5 46911460.40 039 AM 9441. 17 4.1 17-31 9 9 9 1 NDA'PNI CORD S42 Al_' Peak 92 14.1 37.61 9 9 9 1 NAA14074N10 114 A11 F051. °2 12.1 MRS 9 9 9 1 11711.21.R2UHD 4716 AM CHrk 92 14.1 34..11 9 R 4 1 0.02piA11Su,ID 715 An Peak 52 14.1 42.11 4 9 9 1 7151172960225 712 AM Pork 92 11.4 19.11 g 9 7 1 1127721.0411' 741 051 Peak 1215.1 17,51 9 1 1 A. 4140.01SRuuL 715 A14 299E 94 7.4 17,11 9' 1 1 MCA21191L36, ere AM Peak 42 MU 45.64 3 5 1 142P5H50L476 1125 1111 Prrk 92 10.3 23.94 g 9 1 795105a3B11m C22 Art Peak 92 10.4 2.5.21 9 9 v 1 021211201400 944 AM 74.1 12 34.2 46.41 9 1 CIU5THDQIR4] ehs AA PRIOR 92 10.4 1641 9 4 5 0 Sourramain 961 sN 24.5 15 15.9 14.54 9 9 5 D 91U5 11JD 610 Ad{ Park 19 13.2 34_51 9 a r D SDITIH60'JHD 620 Af5 Peak. E9 13.2 31.51 9 9 4 D '$51111002401 124 144 2.011 15 54,4 71.11 9 9 9 n SIYRY.RO n.o fig' 9 AM Peak. a9 11.1 14.31 9 9 9 a 111 1i1lydti14l. 646 AM Peak 14 19-2 30.14 9 9 9 0 SPU1112O6110 703 AN Peak 49 13.11 34.41 9 9 9 a 5.0270104N0 Tit AN 19e975 09 24.6 11.11 9 9 9 _ 2.611111115.19115 721 AM Peak 99 21_6 57_51 9 9 9 0 05217?4660906 714 AK 1..k 44 22.5 50.11 9 S 9 4 440741601040 751 194, Park 49 42.0 145.01 9 9 9 0 5613T1161110 12i AR Peak 15 10.6 21.50 9 9 11 c 2.e05141e1414 49e AR 14.1 19 57.1 10_11 19 in IA i NORr®01170 12a AN peak 92 1.1 10.91 10 11 15 1 N6417KMAII10 154 AN 24115 12 6.5 16.71 10 1D 10 1 NORTM902011 721 AN Park 92 11.1 32.71 10 11 SO 1 r10P1311 2JN0 134 AM 149.10 12 14.1 30.49 111 7a 16 1 19099-1135.Al1D s21 Am fte2 92 12.-4 31.01 10 10 13 1 757T1/71M6 411 151 Peak 91 11.0 24.41 10 19 1.1 D 20711121903 443 AM Park 19 24.9 11.69 10 ad 10 1a -131L[rrNewlm 526 AN Beak 49 17.0 12.01 19 10 10 P SPU13167$015P 095 AK 9.410 1n. 23,2 59-04 1a 1n 14 D AL[ryHR01Ae] 125 me Pe.k 19 19.1 19.14 10 10 30 6 241114404I1 7S% 1514 PraR 19 37,6 14.61 10 1R 19 R smir555 W a2! A11 5rak 12 34,1 5441 11 10 13 a 466111 6Mr 451 741 0444 44 174 12.67 16 .5 a6 4 M1A.T11B1UNO 613 A41 ?Pak 44 4_5 10.55 16 16 14 1 71.69111400116 617 AM Peak 44 5,1 12.14 16 16 46 1 ]AIATBN1INf 7,11 AM De.]. l9 14 -3 24.97 16 16 16 1 ]r4A1MY1UND 714 sal Peak 44 13.E 20.55 16 :4 16 1 NORTHBOUND 731 pal Peak 14 52.E 44.11 16 L6 16 1 9r6ATNBOOID 152 Ail PANE 44 13,] 33.11 16 L6 16 1 mna4 6L:611A BLS tat p..k 44 4 4 25.64- 16 16 16 1 6011T1BCU1fi4 BI 1M Peak 44 12.1 30.35 15 16 16 3 445l1141,027HG 440 Alt 054k 44 1,2 22,04 16 16 IC 4 9O+JTN&3JMD 605 AM peak 91 1.0.4 47.3. 16 46 14 0 s4,4,14271N6 314 Pit Peak 37 s, i 21.41 16 16 16 0 UOUTH504524 174715 141 Pack 37 14,3 40.14 16 46 16 0 06314116660 644 061 52e41. 11 MO 41.51 16 16 16 0 UOUTIICUNO 747 341 Peal 91 a4.2 24.E% 16 16 16 6 547JTBB11Nu 125 AM peak 37 12,1 42.61 16 16 1,6 0 50111660UND 713 AM 164k 5.1 13.2 54.17, 16 l6 16 6 361T461110 611. 1224 Peak 15 7.0 17.51 16 }6 16 r. teksitomusto 931 AM 5244k #1 14,3 40.15 16 3r to- u !t 2,BUOND 43k AM sya4 al e.4 24.41 16 16 16 0 1tlrtillis .217d 056 pal 4`41k 15 04,4 35.45 54 54 54 6 !, 4343ro 611 1551 Peak 123E 1.0 20.07 54 54 54 0 GUM I:, 430 cal 04i11 1214 4.5 16.14 54 54 55 6 enslecwlea 667 A51 Peak 327E 4.1 12,61 54 54 54 0 amarecaam 71.0 314 Perk 1214 .n A.04 54 54 54 0 Ek3T1454:10 711 AM 1k4k 1211 2,4 5.01 54 54 54 11 E.RPTBC4'ND 121 OH Peak 1211 2.6 4.57 54 54 44 0 62rEa242211 6111 1111 1644 1114 .0 0,05 54 14 54 0 En5T42116Se 0.6 2191 Perk 1244 43.0 107.45 54 54 54 R 52 11461165 411 aM 0+-41N 1211 1, S 3.11 54 34 56 0 FA&TBC4.741 156 FM Ptak 129E 1.7 1.21 54 54 54 s 5653005715 600 AM 4.6412 1211 2,7 4.11 54 51 Sa 4PP44`Be1411 . 616 AM 3e40 174.2 _5 0,54 54 54 54 1 Ire1T67L112 440 aM Park tail 4.1 11.71 $4 51 54 5 6131616111E 704 AM Ptak 123E 7.0 17.54 54 54 54 2 5EST1DUN . 1120 AM Ptak 1214 17.:4 43.45 54 54 54 k 6.251-4W46. 745 AM Palk 1209 2.0 5.64 54 54 54 1 NP6TPLCM. 410 AM Peak 1714. .4 a_6. 54 54 54 1 2k1TBOUN1 A15 Put Perk 1216 3.1 6.14 fit 62 52 0 S6521.511717 641 AM Peak 426 1.7 24..15 62 42 62 n 1J,1TBC4:lk. 421 AN Peak 426 2.6 5.01 62 62 62 6 30s16e41545 421 411 P.ak 426 .3 2,41 62 61 62 0 F.ESTPCLM6 OM AM Park 416 A 0-B4 62 6z 6z 6 DAMTDO41N1r 704 Pat teak 4t0 43.3 54.15 62 62 63 5 EASTBOUND 707 am Aaak 421E .l U.71 62: 32 a2 0 r.,41 6721r10 754 Am Peak 425 .+1 O.b4 62 62 A62 B EASTBOUND 7111 AM Peal 426 .0 n-nl 61 6A 61 6 CAM -MUM 716 kit Peak 419 .3 0.e4 62 62 6z a EASTBOUND 743 AM 2315 436 ,S 1.4% 62 62 62 0 s7151B0k4.0 607 3M Peak 412 .a 6.6a 62 62 53 B 2311411525 B16 145 1,445 622 4.5 1114 62 51 67 6 71.3T09U101 414 104 31.5 474. .1 1.75 el 62 62 0 L21671+:2N0 441 AM ?milk 426 .6 0.05 62 62 52 a EASTBOUND e43 PH Peak 4.2E .1 1.45 62 62 62 5 SA5.206066 952 1144 4.4.5 426 2.4 5.11 62 65 63 4 73.97B3UND 935 AM peak 426 .0 0,6E 62 ryl 62 0 Sh575010a0 055 Pal Palk 426 .# 2.05 62 62 62 1 4253552551 504 1241 Peak 7637 ,. 0.34 61 62 62 1 4111e64-010 621 Pit 60a5 7617 2.6 9.41 62 67 62 1 4757511255 671 AM 4344 7617 11., 21.71 62 62 62 1 WESTBOUND 661 AM Eaak 7631 5.3 13.31 62 63 SS k 403120160 701 514 3644 1611 44 6.11 $2 6.4 57 1 11.1710652p 7#7 AM P642 7637 3.7 4.24 62 63 61 1 6155.564444 724 Am e440 7647 14.E 45.24 62 62 61 1 633.5750115251 734 AM Peak 1637 2_5 5.57 62 12 62 1 5357166633 4417 AM 1..1 7647 3,3 6.11 6i 46 Bs i wasT1nu5e 114 AM 144k 7597 5,5 3.2.15 62 12 62 1 114672011110 e11 1144 7a.0 7637 3.2 7_1. 62 62 fa 5 11211211615 R24 2141 126.2 7657 2.6 1.11 62 62 67 1 2201240160 957 AN Falk 7637 4.6 11.14 79 74 14 0 'Az TD461N0 61! AM Peak 701 4.2 25.91 79 49 79 a EASTBOUND 612 AM Pats 745 12,4 BB, 14 79 74 14 a 5„7SEOUNn 71N4 AM Peak 101 12.7 41_11 70 73 71 6 I25T206SI6 71.0 AM 2..14 7E4 11.1 51-14 79 79 71 0 6ASPEOUN5 754 J111 Perk 155 16.6 26_21 79 76 79 0 1524355111E 414 tat p..., 756 1.1 21.24 in y3 14 1 24030 D1DSD an Al? Irma 712 4.4 44,41 79 79 79 i 17Esl4o1134G 615 Pm a.A0 112 2,6 11,11 79 71 7} y y''77797-060 651 AM Peak 112 11_0 27.11 79 79 79 „ 61731.113fua 711 AM zest 112 11.5 17_41. 79 71 79 44571o4145 747 AH ?M6 112 7_1 11,41 93 93 93 maAreavno 601 PM 1'c915 44 11.1 77,11 93 90 9] L K21tI4 1I6 631 As Nw.k 00 20_1 50. 44 93 35 93 1 NL1,TH961Ma f19 AM Peak 44 24.1 51.17 93 4o 52 L 449114104116 657 AN Pa41 94 ls.a 63,31 93 93 93 L Atat933k74267 129 AN '•4ak 24 22.4 57,24 93 PA 5.3 1 5ok7N2CONb 713 AI rank 44 is_,1 32_ 11 93 13 93 1 1460.711E60N6 171 AM P.I. 44 21.2 51.11 43 el 7,3 1 0217iW71l46 069 294 0..6 44 21.2 01.21 93 11 53 1 MP44'2161141.416 173 AN Peak 41 16.7 41.74 43 41 15 1 4412941192145 049 174 Penk 44 21,4 92_46 93 43 73 4 4617711461916 922 AN Peak 31 26.1 67.21 41 93 ss 4 solrr2eau4 110 AM Peak 27 11.5 11.71 93 01 13 4 411't11161A16 629 111 Peak 37 11_7 14.20 93 97 91 0 EtgrniE sm 149 AM 9145 $7 20-11 52,21 93 93 91 0 sw'Jieawrr 7C7 AM leak 37 31.2 63-24 93 93 99 4 5,641410045. Ili AM Paek t7 24.4 61.11 93 53 93 244.21111,410615. 943 1W Pomo 3? 31.3 7E.21 93 e3 62 a 4411e714617150 e71 AM 14E45 11 15.1 17.21 93 91 93 544,2465396 411 Art loos 17 .55.4 13_511 93 71 41 9841.4421166937 017 7'.a11 21 16.4 46.11 93 93 93 6442405Ai0 lit Ale Peek 77 1a.7 14.94 112 112 111 211919/544162 647 Ni Yeas 734 23.3 44.46 112 118 112 s7ETMW40 612 AM F442 746 12,6 31.44 112 112 11. 772110.716 471 270 Amax 14M 4.2 12_91 112 112 312 0411.2M41H6 212 AN leak 746 19,1 49,11 113 112 112 P ttsu617H0 140 AM Pall 711 41.9 90,21 112 112 112 046.4792150 450 AN Peak 746 24.2 55.41 112 112 112 6 LA41-110.END 715 077 Palk log 40_5 149-64 112 111 111 17047 M6 714 2101 Paale 116 21,9 54.11 132 112 112 4.149779601700 713 10 Peak 101 15,5 1E.71 112 112 119 W1.47904NP 733 AN Pant 345 21.3 11.41 112 71.3 143 L22301710111 116 AN 444k 104 24.3 54.41 112 112 112 1 1R111.71416 797 Am 7.1.1'. 766 31.9 69.01 112 1122 112 IA1750510 119 Ali Peak 747E 11,9 11.21 112 112 112 122.9170771422 020 AM Peak 19F 1.0 11.3a 112 112 141 6113260k71® 1343 AM 244k 195 21.2 51.4k 112 112 112 4 0022004141 146 AN 7.ak 706 7,2 16.11 112 111 112 1 WT27BOTAD 113 924 Paak 112 16.2 44.41 112 112 111 9162611179 414 AM Peak 712 11.5 31.91 112 112 112 949195924524 AM 7061 11C 7.2 11.54 112 112 112 _ 912PSE00H6 614. 074 Palk 112 4,5 11.51 112 122 112 3 670rb771.jN6 642 AN Peak 712 13.1 32.59 112 151 110 01.1355416. 646 AN leak 712 5.5 21,14 112 112 112 51E156.61HD 054 1.14 0.20 712 9.4 11.44 112 112 112 1 1.E91'483946 510 AN Peak 712 11.1 32,81 112 112 112 MEa76L1f1Na 722 Am Plumb 712 10.1 25.43 112. 122 112 31737_.56N6 734 Ali 6,r1, 712 26.4 41,21 11.2 122 112 NE11'87UNL 745 AK Peak 712 11.0 31,54 112 112 112 417too2N4 75a AN 2..70 717 3.1 7_114 112 112 112 74E91111AA16 316 AM Peak 712 15.5 21,3, 112 112 112 77ts5ll0U1J6 632 AN 17.k 717 14.1 36,11 3.12 111 111 17121.E06149 034 7019 Peak 112 11.4 41.51 112 112 1.12 1P18191141' 040 An 9.e14 112 15-1 36.14 1,12 112 112 1 06E7301144 455 RN F.aa k 712 16.1 41.41 202. 2112 242 1 969.7211612A25 435 4E 24.11 1229 4.0 14,01 Route Pat 42trie nun_ AAD4a2111 2110432T204 40it'22196 TYHS_t3P190 710340P u9129 .S LP 2 2 7 a 3 T106UMG 1503. 121 1433 26 11.2 21,94 2 2 2 L A10NT11H2UKD 1525 PH Pe91 29 a.3 2V_91 2 2 2 1 7reffiT29211192 1542 17r 990 26 9 5 21.11 3 2 1 1 1f9RT1®9U16, 1605 191 Pock 24 11,7 19.31 2 2 21 4011T402011p 1422 2172994 24 6.9 11.91 2 2 2 1 1109TaH91992 1646 291 2392 24 5.4 11-4$ 2 2 2 9 Lo2T311194Q 1'145 P11 140 26 17,5 11.01 2 2 2 1 514241119431916 1725 F91 9642 26 1.0 11-41 2 2 3 7 Nantf1PY4C 1745 6M Peak 26 4.6 11.4% 2 2 2 0 8191011m'AA1C 3321 311 73.731 SP 3.2 24,50' 2 2 2 0 moUtescouirt. 1512 FPI risk 3.9 12..3 alit 2 2 2 0 391411901922 1541 471 talk 11 1.0 11.31 2 2 2 0 121IrN57;A23. 1421 297 1.4.0 19 11.4 21-61 2 2 2 01 1t%1L1 UML441 1697 P91 79411 13 41,.9 29.11 2 2 2 4 Baf2MHo1A1rr 1993 WI .399k 71 7.1 74.4% 2 2 2 0 7a1T1Otl21NC 1724 111 P..k 11 2.1 11.41 2 a 2 M 6047TIID0INC 1734 F1.1 Park 39 43.7' 21.11 2 2 s 4 491124191442 1719 CH teak 19 4.2 12.91 3 3 1 1 2409r7e01262 L34 171 44174 14 .11,.3 111.14 3 3 3 1 3104.TI1174Ne L520 PM Peak 41 15.2 45_44 3 3 3 1 909T9071442 153E 011 Perk 44 34.1 21.11 3 4 4 1 14342112612116 L350 PH Peak 44 13..4 14.41 3 3 3 k P10R011A01MC 1414 311 4373 44 21,1 21.41 3 3 3 1 NGRTHH21NC 1437,_ PM 19ea1, 11 27.3 61.11 3 3 3 1 N621111511A19 1459 PM P..yk It la..f 51.11. 3 3 4 1 1.111929201.611 1106 FM hak 11 22_6 54.44 3 3 _ 1 11OR221121A1ti 6126 PM 14111 it 29.,7 11.11 3 3 1 1 N'1RTHa919m 11t1 gm Ptak 11 2E,2 51.14 3 1 3 a 2911r110944,99 1512 PM Prak 72 24.6 59-7,1 3 3 3 5 Bfl01'109043740 1510 161 Mak 37 22,3 54.11 3 2 4 P 2961118141110 1546 PII 23al1 31 22.5 52.31 3 3 3 B sn11t1144 730 1619 Pk 440 11 10.2. 17.91 3 $ 3 6 so rri1,24240 late ma Peal, 11 22,4 14.51 3 3 3 18 Ae43'118340146 1413 PM 111a3. 17 21.4 52.91 3 3 1 9 6202111820116 1113 1943 Peak 31 21.7 54.11 3 3 3 0 51o1,THMCUNl 1711 PP1 leak 37 2P.1 34.21 3 1 3 a 19 Apnuac an l'il 75 940 37 17,1 41.91 9 4 9 1 UORTI®913Hl 1512PM Peak 92 12.66. 91.11 9 9 9 1 1701222E1916 1536 319 P.a2 62 30.6 11.14 9 1 9 1 I94T499L0NU 4544 Al Peal[ 92 16,9 14,41 9 3 9 1 1109TIN1zUN0 419P PH 14419 12 20-7 51.ir 9 4 4 1 193FITHELLIMM 1312 151 eaat 17 23-1 51..71 13 9 7 1 46117444A16 1916 RI Peal, 12 14,2 36.11 9 9 9 1 ROFITINKFUND 1133 1.97 Pli63 PO 20.3 59.11 9 4 5 1 3.2.1171.1691220 1691 271 peel 92 29. R 12.99 9 s s 1 W125113e11n12 1794 141 719+71 P2 15.2 21.11 9 9 9 1 112912r9014m :111 RI Peas 12 29-i aa_s1 9 9 P 1 129MTHee11wa 1:94 PM 93.3 PC 25.9 199,99 9 1 9 3 10VFiT9e911HD 1_735 R1 mice 92 19.4 14,51 9 9 9 1 lo!71732I49 3711 PM 1..k 12 1I.I 52.0y 9 1 9 3 961J077901901 1317 122 7e90' 19 9-1 24-i1 9 k P 0 4110141191.441 1591 Fit Peak 99 23.6 33.94 9 9 2 0 101.171111oen1[ 1329 PH Pa32 PP 22.0 52.71 9 9 9 0 104709114 U 1582 911 peak 19 13.0 10,09 9 1 9 0 36.2.7615011419 1114 PM Ptak 49 14.1 19.74 9 1 9 LI 20111113901122 1551 011 Peak 99 14.4 36.44 9 P 9 0 3611T11Hd3RA 1401 Pi P044 MP 22,9 57,24 9 1 9 9 92J79502 D 1429 Mt Peak 9e 23.3 541,35 9 3 9 0 481r1711: m44 1411 P71 Peck 19 13.9 33.94 9 1 1 0 210U341BI J3422 1723 DM Ptak 99 21.4 64.14 10 19 49 1 vm17'k94A171 1539 Fit Ptak 92 16,4 44,91 14 10 lU 1 N1141P1POJMP 1059 Mt Peak 92 15.1 39,1% 1111 L9 19 1 F9' 1'HI.7.990 1429 PM Pest 92 44.2 4.7,41 14 10 19 1 7323717302710 3105 Pic P.41 02 16.4 46,11 10 10 19 1 1129RT13157UHD 1139 PH Peak 22 16.6 41.51 14 411 19 4 MP17P11114x91P 1911 Mt Peak 03 11.7 21.41 24 16 10 4 32171.1391719 1354 PH 2402 91 14.1 44.11 10 10 39 0 am0Tll1114Mo 1694 PM Pnak es 11.6 41 -1. 14 L0 'la f1 S317.MIR.u46 1E57 PM rook li 11.0 45,32 24 4P 10 6 1712111&31R40 1112 PH Peat 19 12.4 31.94 15 LP 16 1 1,129741.3642H2, 1531 PH 99473 14 11,7 33,2.. 15 16 71 1 11IRTI4SO111116 1311 tie 9a.k 14 24-0 39.9F 16 16 16 1 404121900261 11111 Pit 73.1 44 21.2 10_31. 16 16 19 1 9.0171130026 1E11 940 Paak 44 1L-6 26,91 Ig L6 06 1 l3 7a11nudn 1619 PH Doak 10 11,0 36.91 16 14 19; 1 116971e0111d1 17C4 494 root 44 11.0 92.91 16 16 16 4 IIu!TNea4P119 1721 641 41611 41 49.2 67_11 16 16 16 1 6,111TEB V1 P 1710 P1] Peale 44 17.4 44.54 16 14 16 0 9O4741P01110. 1024 PM 04e5 17 9.6. 22.11 16 x6 14 8 36UT6a716r6 1911 Pm 1i.k 1i 9.4 27.64 15 14 14 0 50111144422 1442 PM 7441 47 12-1 .3-41 16 16 16 6 6WTBBCIR1D 1616 634 9445 37 9.1 21. it 15 16 36 0 9041'r4 1611P 1631 In Pe*6 17 11-7 11,21. 16 16 16 4 66DrlBGlnCa 1446 MI Pant 37 14.4 75.]1 15 11 16 4 64L7E46EfJNO 3734 PN peek 27 14.4 34, P1 16 14 16 4 e41xyk4Ci u 3762 611 Wen 31 5.4 13.T1 54 5e 54 0 L16694414w 1541 ill Peek 1214 44.4 241,24 54 si 54 pe#r W16 rile DM 6..66 11sa 7_7 9_74 54 59 54 4 191F11110010 1641 MI rook 1291 2.1 1.04 54 61 58 15MS411E1410 16 1 PR 4144 1294 2.1 7.14 54 Si 34 23I7Te40144 16J0 PM peek 1240 4.1 12.11 54 64 54 1.11100,K, 1710 P4 PM11 179a -7 6-11 54 54 34 1AB16O662 1124 PM Peek 1196 4.1 10.21 54 61 59 7 111611446643 751O PR 4.01 1061 41.1 19.14 54 51 24 2 1843Te1]111611 1539 PP 41111 1291 6.9 17.14 54 54 54 46 44o30a 15.60 Am Pock 1190 1-2 3-at 54 54 54 116211/0 1/2 1615 PM Ptak 1296 7.4 14.41 54 54 51 9610e01.016 1625 111 Peak 1211 1.2 15.51 54 6-1 54 ■1174626444 412P 114 411+4 2714 e.7 11.21 54 54 51 4612MDUe11 1150 EDI Peat 2224 5.6 19.41 62 62 742 1 ftR7T81O4U1x 1514 519 leak 124 .6 1.11 62 62 62 Id!ey 11Pe119ite1 lase PH prat 126 7.4 11.14 52 42 42 4 11.19141650 1502 PM 14e4 424 1.2 24.14 62 62 62 2 T14TTIMUND 1e55 PM 0160 425, 2.0 4.O1 62 i4 41 6AB7M0,166 1555 04 1.86X 424 .1 5_51 62 42 41 223711CUNO 1403 R. Pree 126 1.1 1.91 62 42 62 1713.7134641' 1603 511 Pooh 424 1,6 11-44 62 62 62 £A3^.1414L1Na 1621 PH Peel 426 .1 0.31 62 4x 61 a 4477609162 1499 PM peek .426 4.4 15.94 62 42 62 1.:0749O141.64 1413 PN Pant 426 5.4 14.71 62 62 52 27/27341912 1707 Pk Peek 421 1,1 1.91 62 62 42 0 40-T641311 1711 211 Pe1k 444 4,1 11.11 62 62 ax 64066115! 17L9 PM Peak 826 1.0 17.14 62 62 62 0 t.46.2k614713 1742 1411 leak 426 .9 0.76 52 62 12 41111966U14. 1162 PM leak 421 .1 1.24 52 62 62 671.51501612 1151 }41 Peal 424 -7 1,111 52 62 62 4621'56)IN6 1303 P4! 164k 1697 14.3 37_11 62 62 11 1 14.E2111.0167 2521 mu leak 1614 5.5 19.44 62 42 42 66.171497414 1524 41r 4ae4 1641 2.6 6,54 62 62 62 1EE9750UNO 1551 04 Peat 7621 5.1 12.51 5i2i 42 42, i11'-19iba7NU 1492 7r4 1 28014 1697 3.3 6.2 52 63 62 1 147OT1611110 1619 PM Peek 7637 3.1 7.54 62 63 42 1 1/t14114/01115 1430 914 Pee% 4d55 1.0 17.4% 62 63 62 14471.424191 1621 PM Pm1 7637 4.2 11.54 62 62 62 1 446150017b 1431 1.14 Peak '2437 i2. f 24-04 62 67 42 1 141111591496 1656 PM P.ok 7617 4_1 211.11 62 12 Ai 1 1111911361.146 1762 P11 peek 1-687 6.5 11.11 42 54 62 1 64,74IO1111 1727 TN Pali 7637 3.0 1.51 62 62 e2 1 1e117'44L414 I711 AM Peak 1637 1-4 11.64 62 41 62 1 ,4-12rL m04j. 1719 IN 04411 1151 5.4 42.61 79 19 41 a 8115160156] 1556 PM 6..3 '42,E 7.I 19.41 � 799 71 44 6 k4s'P 1AI5 Mt PM Peak 741 IA10.11 •9 79 19 6 U75119011113 464Z 114 P.4.1 746 9.9 24-46 79 71 '49 0 L1642'41I.66 1106 Pm Peals 7OI 2.1 24.41 79 11 73 0 C 951164/1/5 3132 151 5.66 74E 6.1 24.14 79 11 79 1 142311607110 1571 FM 1..5 714 5.1 12.44 79 71 11. 1 11147749146 4441 511 1645 742 1.3 42,41 79 19 29 1 141.11139-64 1614 011 41e6e 112 9.2 12.11 79 74 15 1 1450'4'1➢4414O 2642 141'7 P4111 112 0.4 14-141 79 19 79 1 1p_9T161UMD 1101 444 P.45 712 6.6 15.41 79 19 71 1 141056601p46 1111 Pmweek 712 0.1 11.01 7Gy 15 19 1 4147461414 1154 119 4616 712 1.1 14.6i 93 93 41 1 113311e401240 1502 PM Peek 44 23.1 19.54 93 13 11 1 2,442t6/1511e11 1120 144 Peek 44 22-2 14.61 93 93 11 1 N 14224L71Rr2 1231 141 Peaks 44 11,4 12.11 93 93 41 - NaR714107419 1554 241 Peak 41 11-7 31_31 93 43 91 L 1511411121101114.3 161i 114 665o 41 24.4 45.11 93 04 43 PI407115.404 1116 144 Peak 44 22,0 71.41 93 13 13 1 k2Gk°M18s.JN0 L654 114 Peek 44 16.7 11.41 93 93 13 1 416417OL7144O 2712 PMPunk 41 17.1 41.71 9? 655 93 1 422171101`41N4 1734 444 11.15 14 23_6 63.51 93 43 93 1 4474711664160 L-044 416 Peak 41 11.4 32,64 93 51 13 4 5237P141.1141 1024 PK reek 31 264 61.64 92 13 91 0 3c1R0110.1.49 )529 ri Pnaa 07 24.2 ta.14 91 91 93 0 5O1J70BO1A10 1545 ;'11 2119 31 11.1 52.91 53 01 10 0 10610150119 1101 217 Peak 17 20.7 11.11 93 01 1.3 0 SCUTHB9iA16 1fi32 Al fpal 22 27-1 P7,21 93 13 93 0 lllfiH9911146 1612 PH Poet 11 111_1 1J_P1 93 43 93 0 991J1101611110 1290 911 Pita 37 25.9 61.11 93 70 23 0 S0USM604A112 171E 111 Peak 37 20.1 31.21 93 51 93 9 sW711651115 273E PH lkak 47 16.2 11a,64 93 41 41 B FC1f714e01la6 1114 7W Peat 11 16.E 54.74 112 112 112 0 4211 6111 :5G: 911 7t,i9 106 15.9 16.71 112 112 112 0 6i10r9tnsr 1105 371 Peak 770 5.3 12.61 112 212 112 0 674E 1301RIk 1520 PM Peak 701 22,3 97.31 112 112 132 0 622T291A0f 111G 141 1.411K 746 13-3 37.79 112 112 112 0 1015:9LLWD :593 PM Penh 106 1.5 7.31 112 112 112 0 01O7104IN1- :554 Pi Ptak 705 20.1 52.21 112 212 222 0 61.511301W } 1117 PH leak 70E 16.6 41.44 112 112 132 0 6.13t49 11. leis 171 3PPa 755 )2.1 41.21 112 1l2 /II 0 R4S7'6611YP :la: P11 Pent 701 13.E 12_81 122 112 113 0 kk2.121122# :142 11 Paoli 166 15.1 11.11 112 11.2 322 0 112T001132 1105. PH Pon 105 15.9 11.21 112 312 132 0 6A+YYo4Nl1 :106 em PPno 116 26.6 10.11 11.1 112 192 A 632r9,1a01Ti ;721 1!1 Peak 741 16.4 41,11 112 112 112 0 9 59:555 1710 P1 Peal 761 20.4 51.21 112 112 112 0 EABPB917212 1193 991 Pant 105 9.3 25.11 112 ill 312 0 4.9T922RI1 051 PH Plak 706 23.0 E7.1# 112 212 112 1 EIL*C96uti. 191111 1^1 47.41 112 26..1 16,24 112 112 112 1 P9sreovOm 1512 PH Peak 712 21.E 60.15 112 112 331 1 atut91111E1 1111 991 Poll 712 21.1 54.25 112 113 172 1 VE&PE UND 3146 1?1 Penh 712 14.k 14.52 1R2 313 131 1 0ES9EV1766 014 Om 0.111 711 32.1 11.11 112 112 112 1 11C29Bo0501 1210 191 Ppat 712 10.1 17-71 112 112 132 1 W9a2.60:9 1122 241 P.tl 112 5.1 16_37 112 112 112 1 11E29Ee1.:11. ;134 141 Pnok 712 17,1 94.61 112 112 113 1 21139021ito 1216 111 Peas 112 2.9 23.20 112 112 172 1 Si28T5:e1029 1134 PH Punk 112 22.1 61,31 112 f12 ii2 1 vr2lrnorten :111i 1w Penh 112 11-7 36-141 112 112 112 1 64771511* 1722 171 Ptak 71.2 6.9 15.04 112 112 112 1 EE8'roaL19 .114 P11 Peek 1L2 22.5 15.21 1-12 112 112 I 2CET60'1N2 1116 121 Pen k 212 18.1 14.71 202 162 202 1 k2PTa11?r1r o 1440, hi Part 1225 2.4 6, 14 202 242 702 1 M01111AM1T 1115 111 Pack 1229 1.4 3.61 202 102 2E2 i Nnatatat40 Ziae PM Paak 4219 2,0 5,11 Appendix E: Existing Conditions A.M. Peak Hour Timings Existing Conditions NW 6th Avenuell-95 SB Of Ramp & NW 62nd Street A.M Peak Hour --r ' \ # Lane Group EFT WBL WBT SBL SBT Lane Configurations # 111 11' �r Traffic Volume (vph) 524 319 454 119 126 Future Volume (aph) 524 310 454 1 IQ 126 Turn Type NA pmmpt NA Split NA Protected Phrases 6 6 2 8 6 Permitted Phases 2 Detector Phase 6 5 2 8 8 Switch Phase Minimum !dial (s) i5.0 5.0 16.0 7.0 7.0 Minimum Split (s) 250 11.0 25.0 25.0 25.0 Total Split (s) 55.0 17.0 72.0 53.0 53.0 Total Split (4) 44.0% 13.6% 57.6% 42.4% 42.4% Yellow -ime (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2,0 2.0 2.0 2.D 2.0 Lost Tine Adjust (s) 0.0 0,0 0,0 0.0 0,0 Total Last Time (s) 6,0 6.0 6.0 6.0 6.0 Lead+Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Linde C-tvlin None C-Min None None Intersection Summary Cycle Length: 125 Actuated Cycle Length: 125 Offset: 52 (42%), Referenced to phase 2:VU8T1 ana 6_EBT, Start of Green Natural Cycle_ 65 Central Type: Actuated -Coordinated Splits and Phases: 1; NW 6th l venue/I-95 SB Ott -Ram lx & NW 62nd Street 77sI 5ss 17s 1 ■55s K 1FTL_.TPTC 1 43752000 - DesiOn placelCalcslSynchrn4E=xisting AM.syn HCM 2010 Signalized Intersection Summary 1: NW 6th Avenuell.-g5 SR Off -Ramp & NW 62nd Street Existing Conditions A.M. Peak Hoar Movement EBL EBT EBR WBL WBT WBB f'1BL NBT NBR $BL BBT SBR Lane Configurations 11. 11 14 li To. Traffic Volume (veWh) 0 524 405 319 454 0 0 0 0 119 126 70 FutureVolume (vehih) 0 524 495 319 464 0 0 0 0 119 126 70 Number 1 6 16 5 2 12 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped--ike Adj(A_abT) 1.00 0.99 1,00 1.00 1,00 1.50 Parking Bus, Adj 1.00 1,00 1.00 11.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flo. vehih/1n 0 1853 1900 1853 1863 0 1853 1883 1900 Adj Flow Rom, vetrlh 0 529 500 322 459 0 120 127 71 Adj No. of Lanes 0 2 0 1 2 0 1 1 0 Peak Hour Factor 0 99 0,99 0_99 0.99 I).99 0,99 0 99 0.99 0,99 Perm, Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap, vehih 0 1135 1001 502 2717 0 242 153 86 Arrive On Green 0.00 0.85 0.85 0.10 1.00 0.00 0,14 0.14 0.14 Sat Flow, vehlh 0 1863 1560 1774 3632 0 1774 1123 628 Grp Vc!ume(v), vahlh 0 529 500 322 459 0 120 0 198 Grp Sat FIow(s),vehIhiln 0 1770 1560 1774 1770 0 1774 0 1760 Q Serve(g_s), s 0.0 9,1 10.2 7.7 0.0 0.0 7.8 0.0 13.8 Cycle Q Clear(g_c), s 0.0 9.1 10.2 7.7 0.0 0.0 7.8 0.0 13.8 Prop In Lane 0,00 1,00 1.00 0.00 '.00 0.36 Lane Carp Cap(o), vehih 0 1135 1001 502 2717 0 242 0 239 VC Ratio(X 0.00 0.47 0_50 0.54 0.17 0.00 0.50 0.00 0.83 Avail Cap(c_a). vehih 0 1135 1001 519 2717 0 657 0 558 HCM Platoon Ratio 1,00 1.33 1,33 1.33 1,33 1.04 1.00 1,00 1.00 Upstream Fiiter(I) 0.00 1.00 1.00 0.83 D.83 0.00 '.DO 0.00 1.00 Uniform Delay (d). stveh 0.0 4.0 4.0 6.6 0.0 0.0 50.0 0.0 52.6 Incr Delay (d2). slveh 0.0 1.4 1.8 1.6 0.1 0,0 1.2 0.0 5.5 initial 0 Delay(d3),siveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back 0.1Q(50%),veF'ln 0.0 4.7 4.7 3.8 0.0 0.0 3.9 0.0 7.0 LnGrp Dslay(d),siveh 0,0 5.3 5.8 8,2 0.1 0.0 51.2 0,0 58,1 LnGrp LOS A A A A 0 E ,Approach Vol, WA 1029 781 318 Approach Delay. s+veh 5.5 3.4 55.5 Approach L0S A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 102.0 15.8 85.2 23.0 Change Poriod (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting Prim), s 66_0 11.0 49.0 47,9 Max Q CI= Time (g_c+11), s 2.0 9.7 12.2 15.8 Green ext Time (p_c), s 4,4 0.1 4.4 1,2 Intersection Summary HCM 2010 Chi Delay 12.2 HCM 2010 LOS K_1FTi__TPTGkk043752000- Design Placecalcs1SynchroiDisting AM,syn Timings Existing Conditions 2: NW 6th Avenue/NW 5th Court & NVV 62rtd Stfeet A.M. Peak Four Lane Group EEL EET WST NBT Lane Configurations _ ' .ti' 11 1 Traffic VoIurne(vph) 2.6 343 527 456 Future 'Volume (vph) 226 343 527 456 Turn Type pm{pt NA NA NA Protected Phases t 6 2 4 Permitted Phases 6 Detector Phase 1 6 2 4 Switch Phase Mininiur i Withal (s} 5.0 7,0 7.0 7.0 Mlnimun Split Cs) 11.0 20.0 20.0 30.0 Total Split (s) 15.0 70.0 53.0 47.0 Total Split (%) 12,0% 62.4 X 50,4% 37,6'Y Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red rime (s) 2.0 2.0 2.0 2.0 Lost Tirne Adjust {s} 0.0 0,0 0,0 0.0 Total Lost Time (s) E0 6.0 6.0 6.0 Lead&ag Lead Lag Lead -Lag Optimize? Yes Yes Recall Wade None C-Min C-Min None Intersection Summary Cycle Length: 125 Actuated Cycle Length_ 125 Offset; 58 (46%), Referenced to phase 2:.WBT and 6:EBTL, Start of Green Natural Cycle; 65 Control Type; Actuated -Coordinated Splits and Phases: 2: NW 6th Avenue/NW 5th Court& rav 62nd Street ci * 02 01) I5 s ' 1163 s —111`p6 (R) 44.04 47s , i K:IFTL_TPTC1043752000 - Design PlaceCalcs15ynchrrolExisting a M.syn HCM 2D10 Signalized Intersection Summary Existing Conditions 2: NW 6th Avenue/NW 5th Court & NW 62nd Street A.M. Peak Hour 4\ Movement EBL EBT EBR UWBL WBT WBR fvBL NBT NBR SBL SBT SBR Lane configurations *1 Traffic Volume (vehlh)) 296 343 0 0 527 169 240 456 191 0 0 0 Future Volume (uehth) 296 343 0 0 527 169 240 456 191 0 0 0 Number 1 6 16 S 2 12 7 4 14 Initial C (QL), ueh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.99 Parking Bus, Adj 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.04 1.00 Adj Sat Flow, vehlhlin 1853 1863 0 0 1863 1900 1900 1863 1900 Adj Flaw Rate, vehlh 398 357 0 0 540 176 250 475 199 Adj No. of Lanes 1 2 0 0 2 0 0 20 Peak Hour Faetcr 0.96 0.96 0,96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 0 0 2 2 0 2 0 Cap, vehih 461 2136 0 0 1267 404 275 547 240 Arri�re Din Green 0.10 0,80 0.O0 0.00 0.64 0 64 0-30 0,30 0,30 Sat Flow, vehlh 1774 3632 0 0 2713 837 914 1818 799 Grp Volume{v}, vehlh 308 357 0 0 370 355 497 0 427 Grp Sal Flov4s),vehu'hdln 1774 1770 0 0 1770 1687 1817 0 1714 a erve(g,,$), s 9,0 2.9 0.0 0.0 12.9 13.0 32.9 0.0 29.0 Cycle b Clear(g_c), s 9.0 2.9 0.0 0.0 12.9 110 32.9 0.0 29.0 Prop in Lane 1.00 0,00 0.00 0.50 0-50 0.47 Lane GTp Cap(c), vehlh 461 2136 0 0 655 816 546 0 515 V!C Raiio(X) 0.67 0,17 0.00 01.00 0,43 0.44 0.91 0 00 0.83 Avail Cap(c_a), vehlh 461 2136 0 0 855 516 596 0 562 HCM Platoon Ratio 1.33 1,33 1.00 1.00 1.33 1.33 1.00 1.00 1,00 Upstream Filter(I) 0,77 0,77 0,00 0.00 0.97 0.97 1.00 0.00 1.O0 Uniform Delay {d), siveh 18.0 5.2 0.0 0.0 13.8 13.9 42.1 0.0 40.7 Ina Delay {d2), slveh 2.3 0.1 0.0 0.0 1.6 1,6 17.0 0.0 9.0 Initial Q Delay(d3),slveh 0,0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 99i1e BackOfQ(50%),vehlln 5.6 1.4 0.0 0.0 6.7 6.4 19.1 0.0 15.0 LnGrp Delay(d),slveh 20.3 5.3 0_0 0.0 15.4 15.5 59.1 0.0 49.7 LnGrp LOS C A B B E D Approach Vol, vet h 665 725 924 Approach Delay, slveh 12.3 15.4 54.7 Approach LOS B B b Tinier 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 15.0 66.4 43.6 814 Change Period (V+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax). s 9.0 57.0 41.0 72.0 Max Q Clear Time (g_ +11), s 11.0 15.0 34.9 4.9 Green Ext Time (p_c), s 0.0 2.8 2.6 2.8 Intersection Summary HCM 2010 Ctrl Delay 30.2 HCM 2010 LOS G K:1FTL_TPT01043752000 - Design PlacetCalcslSynchro\Exisling AM.syri Timings Existing Conditions 3: NW 2ndf Avenue & NW 62nd Street/NE G2nd Street A.M. Peak Hoar Lane. Group EEL EST WBL WET Nl3L NBT NBR SEL SET SBR Lane Configurations ' ft. 'i 1'T 1 + ' 1' fr Traffic Volume (vph) 387 34 44- Bg 154 41 48 219 89 Future Volume (vph) 3 387 34 444 59 154 41 48 219 59 Turn Type pro+pt NA prtn+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phan 1 5 5 2 7 4 3 8 Permitted Phases 6 2 4 4 8 8 Detector Phase 1 6 5 2 7 4 4 3 B 8 Switch Phase Minimum Initial (5) 5.0 7.0 5.0 7.0 5.0 7.0 7.0 5.0 7.0 7.0 Minimum Split (s) 10.7 25.0 10.7 25 0 10.7 25.0 25.0 10.7 25.0 25.0 Total Split (s) 24.6 37,8 24.0 37.8 24.6 38.0 39.0 24.6 28.0 36.0 Tel Split (%) 19,7% 30.2% 19.7% 30,2% 19.7% 30,4% 30.4% 19.7% 30.4% 30.4% Yellow Time (s) 3.7 4.0 3.7 40 3.7 4,0 4.0 3,7 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Arijust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 6.0 5.7 6 0 5.7 6.0 6,0 5.7 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lags Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode Nora C-M1in None C-Min None None None None None None Intersection Summary Cycle Length; 125 Actuated Cycle Length; 125 Offset: C (0%), Referenced to phase 2:WGTL and 6:EBTL, Start of Green Natural Cycle:75 Control Type: Actuated -Coordinated Splits and Phases' 3: NW 2rd Avenue & NW 62nd StreetINE 62nd Street f01 c2(.) - . 04 2.4,6s 1 37.3s [ 24,6s 1 38s [ p5 p7 I 08 '6r) 4.63 1 37,.E s l 24.6 s 1 s I 9C:'FTL_'PTO4,043752000 - Design PlaceiCalcslSynchraExisting AM.syn HCM 2010 Signalized Intersection Summary Existing Conditions 3 NW 2nd Avenue & N31U 62nd Street/NE B2nd Street A_101 Peak Hour Ter 4- Movement EBL EBT EBR VOL WET WBR NBL NET NBR SBL SET SER Lane Configurations {' '1 +t• '1 1 F t r Traffic Volume (vent) 33 387 90 34 444 19 89 154 41 48 219 89 Future Volume (vehih} 33 387 90 34 444 19 89 154 41 48 219 89 Number 1 0 16 5 2 12 7 4 14 3 8 18 lnifial 0 {Qb),, veh 0 0 0 0 0 0 0 0 0 0 0 0 Pad -Bike Adj(A_pbT) 1,00 0.98 1.00 0.97 0.99 0.97 0.99 0.96 Parking Bus, Adj 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flew, vehihdln 156 1863 1900 1853 1863 1900 t663 1853 1663 1853 1863 1853 Adj Flow Ratio„ vehih 35 407 95 313 457 20 94 152 43 51 231 94 Adj No. fft lanes 1 2 0 1 2 0 1 1 1 1 1 1 Peak Hour Factor 0,95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 C.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehih 591 1633 377 582 1983 85 194 329 271 231 283 230 Arrive On Green 0.04 0.78 0.76 0.04 0.76 0.76 0.06 0.18 0.18 C.03 0.15 0.15 SatFlow, vehih 1774 2845 657 1774 3453 145 1774 1863 1531 1774 1853 151E Grp Volume(v), veh/h 35 252 250 36 239 246 94 152 43 51 231 94 Grp Sal FlovXsj,vehdt>lln 1774 1770 1733 1774 1770 1831 1774 1863 1531 1774 1863 1516 Q Serve{g_sj, s 1.0 5,2 5.3 1.0 4.9 4.9 5.5 9,8 3,0 3.0 15.0 7.0 Cycle 0 Clear(g_c), s 1.0 5.2 5,3 1.0 4.9 4.9 5,5 9.8 3,0 3.0 15.0 7.0 Prop In Lane 1.00 0.38 1.00 0.0B 1.00 1.00 1.00 1.00 Lane Grp Cap(c), vehin 591 1016 994 582 1016 1052 194 329 271 231 283 230 t71C Ratio{xj 0.06 0.25 0.25 0.06 0.23 0.24 0.48 0.49 0.16 0.22 0.82 11_41 Avail Cap(c_a), vehT 809 1016 994 500 1016 1052 359 477 392 440 477 388 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1,33 1.00 1.00 1.00 1.00 1.00 1.00 Upstraan Filter(1) 0.99 U.99 0.99 0.58 0,58 0.55 1.00 1.00 190 1,00 1.00 1.00 Uniform Delay (d}, sdveh 10,1 6.9 6,9 10.1 6.9 6.9 42.1 46.4 43.6 42,9 51.3 47.9 Incr Delay (d2), slveh 0.0 0.5 0.6 0.0 0.4 0.4 0.7 0.8 0.2 0.2 4.3 0.9 lnili Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0,0 0.0 0,0 0.0 0.0 0,0 0.0 0.0 %Ile BackOfQ(50%),vehltn 0.5 2.7 2.7 0.5 2,4 2.5 2.7 5.1 1,3 1.5 8.0 3.0 LnGrp Del+(d},slveh 10.1 7.5 7.5 10.1 7,2 7.2 42.8 47.2 43.8 43,1 55.6 48,8 LnGrp LDS 9 A AB A ADDDD C D Approach Vol, vehih 537 523 299 376 Approach Delay, sdveh 7.7 7.4 45.3 52.2 Approach LOS A Timer 1 2 3 4 5 6 7 8 Assigned Pins 1 2 3 4 5 6 7 8 Phs Du'ation (G+Y+Rc), s 9.2 77.8 9.9 28,1 9.3 77.7 13.0 25.0 Change Period (Y+Rc), s *5.7 6.0 ' 5,7 6.0 * 5.7 6.0 k 5.7 6.0 Max Green 5gkfing (Grnax), s * 19 31.8 ' 19 32.0 •19 31.8 *19 32.0 Max C Clear Time (g_c+11), s 3.0 6.9 5.0 1 t.8 3.0 7.3 7.5 17.0 Green Fxt Time (p_c), s 0.0 22 0,0 2.2 0,0 2 2 0.1 2_0 lnterseetion Summary HCM 2010 Ctrl Delay HCM 2010 LOS Notes 23.7 K:IFTL_TPTO.043752000 - Design PlaceiCalc6Synohro1Existing AM.syn Timings Existing Conditions 4: NE 2nd Avenue & CIE 62nd Street & NE B1 st Street A . Peak t-tour t 11/ �`► Lane Group Ei1L2 EBT EBR NBL NET SSL SBT SWL S\VR Lane Configurations ti lc+ r 41. 4 rr Traffic\'olume (vph) 91 212 113 35 257 69 948 56 246 Future Volume (vpti) G1 212 113 35 257 69 948 56 246 Turn Type pm+pt NA Ferm Perm NA Perm MA prop( Perin Protected Phases 3 a 5 2 7 Permitted Phases 8 & 6 2 4 4 Detector Phase 3 8 B 6 6 2 2 7 4 Switch Phase Minimum Initial (.) 5.0 7.0 7.0 7.0 7.0 7.0 7.0 5,0 7.0 Minirnruri Split (s) 10.7 25.0 25.0 41.0 41.0 41.0 41.0 10.7 255.0 Total Split (s) 20.0 40.0 40.0 60.0 60.0 60.0 66.0 20.0 40.0 Tot& Split (%) 16.7% 33.3% 33.3% 60.0% 50.0% 50.0% 50.0% 16.7% 33.3% Yellow Tirne (s) 37 4,0 4.0 4.0 4.0 4,n 4.0 3.7 4.0 All -Red lime (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (a). 0.0 0,0 0_0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 6.0 6.0 6.0 6.0 5.7 6.0 LeediLag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes "es Recall Made Norte None None C-Min C-Min C-Min C-Nin None None Intersection Summary Cycle Length. 120 Actuated Cycle Length: 120 Offset: 27 (23%), Referenced to phase 2:SBTL and 6:N8TL, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 4: NE 2nd Avenue & NE 62nd Street 6, NE 51st Street[ _ ilr 02 TO f 03 04 e0s+ 1 20s I 40s 1 II a6 [} IV60s 1 gas 1_s I ■ K:1FTL_TPTG104375200C - Design Place�Calcs\Synchro).Existing AM.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 4. NE 2nd Avenue & NE 62nd Street & NE 61 st Street A.M. Peek Hour Movement EBL2 EBT ERR Lane Configurations ++ Traffic Volume (vph) 91 212 113 Future Volume (vph) 91 212 113 Ideal Flow (vphpl) 1900 1900 1900 Total Lost time (s) 5.7 6.0 6.0 Lane Uiil_ Factor 1.00 0.95 1,00 Frpb, pedl#nikes 1,00 1.00 1198 Flpb, pedlbikes 0_98 1,00 1,00 Frt 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 Satd. Fbw (prot) 1728 3530 1556 Fli Permitted 0.95 1.00 1.00 Satd. Fbw (perm) 1728 3539 1556 Peak -hour factor, PHF 0.96 0.96 0.96 Al. Flow (vph} 95 221 118 RTOR Reduction (vph) 0 0 98 Lane Group Flow (vph) 95 221 20 Conft, Feds. (#Thr) 13 2 Conti. Dikes (l#ihr) 1 Turn Type pm+pt NA Perrn Protected Phases 3 8 Permitted Phases 8 8 Actuated Green, G (s) 28,9 20.0 20.0 Effective Green, g (s) 28.9 20.0 20.0 Actuated WC Ratio 0.24 0.17 0.17 Clearance Time (s) 5.7 6.0 5.0 Vehicle Extension (s) 2.0 2,5 2.5 Lane Grp Cap (vph) 415 569 259 vie Ratio Prot c0.02 0.06 Ws Ratio Perm 0.04 0.01 vic Ratio 0.23 0 38 0.08 Uniform Delay, di 36.6 44,4 42.2 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 9.1 0,3 0.1 Delay (s) 36.7 44.7 42.3 Level of Service 0 0 0 Approach Delay (s) 42.3 Approach LOS 0 Intersection Summary Perrii NRL NET NRR2 SBL 35 257 13 69 35 257 13 69 1900 1900 1900 1900 6.0 0,95 1.00 1.00 0.99 0.99 3493 0.76 2660 0.96 D,96 0.96 096 36 268 14 72 0 29 0 0 0 289 0 0 4 6 6 5 NA Perm 6 6 2 75,9 75,9 0,63 6.0 10 1682 0.11 0.17 9.1 0.33 0.2 3,2 A 3.2 A SBT SBR SWL SWR 4ti er 948 105 55 246 948 106 56 246 1900 1900 1900 1900 6.0 5.7 6.0 0.95 1.00 0.88 1.00 1.00 1.00 1.00 1.00 1.00 0.99 1..00 0,85 1.00 0.95 1,00 3472 1763 2787 0.90 0.95 1.00 3122 1T63 2787 0.96 0.98 0,96 0,96 988 110 56 256 4 0 0 0 1166 0 55 256 4 2 4 NA pm+pt Perm 2 7 4 4 75.9 23.9 17.5 75.9 23,9 17.5 0.63 0.20 0.15 6.0 5.7 6.0 1.0 2.0 3.0 1974 351 406 0.01 c0-37 0,02 c0,09 0.69 0.17 0.63 12_9 39.8 48.2 1.00 1.00 1.00 1,3 0.1 3.2 14.2 39,9 51,4 0 D 14.2 49,3 B 0 i-1CM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (mina c Critical Lane Group 23.0 0,57 120.0 95.7"% 15 HCM 2000 Level of Service Sum of lost time (s) ICU Level of Service C 17.7 F le.FTL_TPT41043752009 - Design Plaoe1CalcslSynchrolExistng AM. n Timings Existing Conditions 5: Biscayne Boulevard . NE e2nd Street A.M. Peak Hour t Lane Group WBT NIX NBT SBL SOT Lane Configurations 41 if ¢t " Traffic Volume (vpli) 3 50 1067 2 1877 Future Volume (vph) 3 50 1367 2 1877 Tum Type NA pm+pt NA Perm NA Protected Phases 4 1 i? 2 Permitted Phases 6 2 Detector Phase 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 5,0 14,0 14,0 14.0 Minimum Split (s) 22.5 11.0 22,5 22.5 22.5 Total Spit (s) 36,0 17.0 114.0 97.0 97.0 Total Stlit (%) 24.0% 11.3% 76.0% 64.7% 64.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Rest Time (s) 2.4 2.0 2,3 2.3 2.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Losk Time (s) 6.4 6.0 6,3 6.3 6.3 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode Nara None C-Min GMin C-Min Interim lion Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 96 (64%), Referenced to phase 2:SOTL and 6:NBTL. Start of Green Natural Cycle: 90 Control Type; Actuated -Coordinated Zits oral Phases: 5: Biscayne Boulevard & NE 62nd Street 01 p 0 ii- .04 17s V 97s - l 36s f a6 1ft] i 1/4 g K:IFTL_ T-PT .043762000 - Design PlaceCalcs1SynchrolExisting AM,syn HCM 2010 Signalized Intersection Summary Existing Conditions 5: Bi&cayne Boulevard & NE 62nd Street A.M. Peak Hour Movement EBL EBT E8R WBL WET WBR NBL NBT INBR SIBL SBT SBR Lane Configurations ert# ft. Traffic Volume (v hth) 0 0 0 5 3 5 50 1067 3 2 1877 110 Future Volume (vet1Jh) 0 0 0 5 3 5 50 1067 3 2 1677 110 Number 7 4 14 1 6 15 5 2 12 Initial C (Qb), veh 0 0 0 0 0 0 0 0 0 P-Bike Adj(ApbT} 1.00 0.94 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 Adji Sat Flow, vel ihiln 1930 1853 1900 i 863 1863 1900 1863 1863 1900 Adj Flow Rale, vehlh 5 3 5 51 1089 3 2 1915 112 Adj No. of Lanes 0 2 0 1 2 0 1 2 0 Peak Haur Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.99 Percent Heavy Veil, % 0 2 0 2 2 2 2 2 2 Cap,vehm 26 15 24 273 3243 9 472 2807 152 Arrive On Green 002 0.02 0.02 0 04 1-00 1.00 1.00 1.00 1.00 Sat Flow, vehlh 1317 774 1248 1774 3620 10 513 3397 196 Grp VolUme(v), vent 7 0 6 51 532 550 2 988 1039 Grp Sal Fiow(s),veh/FMlln 1797 0 1542 1774 1770 1861 513 1770 1a23 0 Serve(g_s), s 0.6 0.0 0,6 D.6 0.0 0.0 0.0 0.0 0.0 Cycle Clear(g_ri), s 0.6 00 D 6 3 6 00 00 00 0.0 0.0 Prop In Lane 0.73 0.81 1.00 0.01 1.00 0.11 Lane Grp Cap(c), velrlh 35 0 30 273 1585 1667 472 1463 1507 WC Ratio(X) 0.19 0.00 0.21 0.19 0.34 Q_34 0.00 0.68 0.69 Avail Cap{c_a}, vehril 356 0 304 351 1585 1667 472 1463 1507 HCM Platoon Ratio 1,00 1,00 1,00 1.33 1.33 1.33 1.33 1,33 1.33 Upstream Fllter(I) 1,00 0.00 1.00 0,89 0.69 0.89 1,00 1.00 1.00 Unilcrrn Delay (d), even 72,4 0.0 72.4 1.3 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2)., siveh 2,0 0,0 2.5 0.1 0.5 0.5 0.0 2,5 2,6 Initial 0 Delay(d3),slveh 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 %ile 13ack010(50%),vehiln 0.3 0.0 0.3 00.3 0.2 0_2 0_0 1.0 1.1 LnGrp Delay(d),siveh 74.4 0.0 74.9 1.4 0.5 0.5 0.0 2.5 2.6 LnGrp LOS E E A A A A A A Approach Vol, vehfh 13 1143 2029 Approach 0etay, slveh 74 6 0-5 2.66 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Cullen (G+Y+Rc), s 10.4 130.3 9.3 140.7 Change Period (Y+Rc), s 6_0 ' 6.3 6.4 ° 6.3 Max Green Setting (Gmax), s 11.0 t 91 29,6 ' 1.1E2 Max 0 Clear Time (g.,.c+11), s 2.6 2.0 2.6 2.0 Greer. Ext Tine (p_c), s 0.0 15.1 0.0 15.1 Intersection Summary HCM 2010 Ctrl Delay 2-1 HCM 2010 LOS A Notes K:1FTL_TPTO1043752110C - Design PlatmiCelesiSynchrulExisting AM.syn Timings Existing Conditions 6. Biscayne Boulevard & NE 61stStreet A.M. Peak Hour Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Turn Tyoe Protected Phases Permitted Phases Det to' Phase Switch Phase ESL EBT I* 162 22 162 22 Split NA 8 8 S 8 Minimum Initial (s) 7.0 Minimum Split (s) 22.5 Total Spin (s) 52.0 Total Split (%) 34. % Yellow Time (s) 4.0 All -Red Time (s) 2.5 Lest Time Adjust (s) 0.0 Total Lost Tune (s) 6.5 Lead/Lag Lag Lead -Lag Optimize~? Yes Recall Mode Nora Intersection Summary Cycle Length:150 Actuated Cycle Length: 150 Other. 88 (59%), Referenced to phase 2:SBTL and 6:NBT, Start of Green Natural Cycle:110 Control Type: Actuated -Coordinated 7.0 22.5 52.0 34.7% 4.0 2.5 0.0 6,5 Lag Yes None WBL W6R 6 17 63 17 Prot Perm 7 7 7 7 7.0 22.5 32.0 21.3% 4.0 2,5 0.0 6.5 Lead Yes None 7,0 22.5 3a0 21.3% 4.0 2.5 0.0 6.5 Lead Yes None I NBT 936 936 NA 6 7.0 22.5 49,0 32.7% 4,0 2.0 0. 0 6.0 Lag Yes C4ulln i SBL SBT 4t 18 18 4 18 1894 prn+pt NA 5 2 2 5 2 5.0 7.0 11.0 22.5 17,0 66.0 11.3% 44.0% 4.0 4.0 2.0 2.0 0,0 .0 5.0.a Lead Yes None C-Min Splits and Phases: 6: Biscayne Boulevard & NE 81 st Street i 02() 9 468 .5 17 s l fig 5 06t] 1_ 32s f ■52s K1FTL_TPTCt043752000 - Design PraceLCalcs;SynchrolExistin AM.syri Hal 2010 Signalized intersection Summary Existing Conditions 6: Biscayne Boulevard & NE 61st Street A.M. Peek Hour Movement EBL EST EBR VIAL WBT WBR NBL NBT NBR SBL SET SBR Lane Configurations /1 I ) r tT+ I ft. Traffic Volume (vehlh) 162 22 173 63 0 17 0 936 18 16 1894 0 Future Volume (vehlh} 162 22 173 63 0 17 0 936 18 18 1894 0 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial G (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pad -Bike Adj(A_pbT) 1.00 0.99 1.00 1.0D 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1 00 1 00 1 00 1.DO 1 00 1.00 1.00 1.00 Adj Sat Flow, vehlhlln 1863 1863 1904 1863 0 1663 0 1863 1900 1863 1863 0 Adj Flow Fate, voh/h 164 22 175 v4 0 17 0 945 18 18 1913 0 Adj No. of Lanes 1 1 0 1 0 1 0 2 0 1 2 0 Peak Hour Factor 0,99 0.99 0,99 0.99 0.99 0.99 0.99 0.99 0,99 0.99 0,99 0,99 Percent Heavy Veil, % 2 2 2 2 0 2 0 2 2 2 2 0 Cap, vehlh 253 26 203 0 0 0 D 2544 48 484 2739 0 Arrive On Green 0.14 0.14 0.14 0.00 0.00 0.00 0.00 0.95 0.95 0.02 1.00 0.00 Sat Flow, vehlh 1774 179 1422 0 0 3644 68 1774 3632 0 Grp Volume{v), vehTh 164 0 197 0.0 0 471 492 18 1913 0 Grp Sal Flow(s),vehlhlln 1774 0 1601 0 1770 1849 1774 1770 0 Q Serve(g_s), s 13.1 0.0 18.0 0.0 2.9 2,9 0.4 0.0 0.0 Cycle G Clear(g_c), s 13.1 0.0 18.0 0.0 2.9 2.9 0.4 0.0 0.0 Prop In Lane 1.00 0.89 0.00 0.04 1.0D 0,00 Lane GRp Cap(c), vehlh 253 0 228 0 1268 1325 484 2739 0 WC Ratio(X) 0.65 0.00 0.86 0.00 0.37 0.37 0.04 0.70 0.00 Avail Cap(c_a), vehlh 538 0 486 0 1268 1325 583 2739 0 RCM Platcan Ratio 1.00 1.00 1,da 1.00 1.33 1 33 1.33 1.33 1,00 Upstream Filter{1@ 1.00 0.00 1.00 0G.00 1.00 1.00 0.69 0.69 0.00 Unilurtrr Delay (0), eiveh 60.7 0.0 62.9 0,0 1,1 1,1 4,9 0,0 0.0 Incr Delay {d2), sNeh 2.1 0.0 7.1 0.0 0.8 0.8 0.0 1.0 0.0 Initial Q Delay(d3),sfveh 0,0 0.0 0.0 0,0 0,0 0,0 0.0 0.0 0.0 %fie BackO0Q(50%).vehlln 6.6 0,0 13.4 110 1.5 1.5 0.2 0.4 0.0 LnGrp DeEay(d),siveh 62.8 0.0 70,0 0.0 1,9 1,9 4.9 1,0 0.0 LnG LOS E E A A A A Approach Vol, vehih 361 963 1931 Approach Delay, sNeh 66,7 1,9 1.1 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration {G+Y*Rc), s 122.1 8.6 113.5 27.9 Change Period (Y+Rc), s 6.0 6.0 5.0 6.5 Max Green Setting (Gmax),s 60.0 11.0 43.0 45,5 Max 0 •:Pear Time (g_c+I1), s 2.0 2.4 4.9 20_0 Green Ext Time (p c), s 14,5 0,0 13.d 1,4 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS B.6 A K:4FTL_TPTQ1043752000 - Design Pl8GeTalcs45ynchrcAEasling AM.syn Timings Existing Conditions 7: NE 2nd Avenue & NE 59th Street .A.rvl. Peak- ,our -• 4 t Lane Group EEL EST EER ,A''RL °4°4B + NBL NET SK S5 Lane Configurations 1 + ry 4. 4i Traffic Volume (uph) 17 8 23 1B 17 17 253 23 989 Future Volume (vph) 17 5 23 18 17 17 263 23 989 Tum Tyae Perm NA Perm Perm NA Perm NA Pert NA Protected Phases 3 4 5 2 Permitted Phases 8 8 4 5 2 Detect ' Phase 8 & 8 4 4 3 6 2 2 Switch Phase Minimum Initial (sj 7,0 7.0 7.0 7.0 7,0 7.0 7,0 7,0 7.0 Minimum Split (s) 28.0 28.0 28.0 28.0 28.0 277.0 27.0 27.0 27.0 Total' Split (s) 600 60,0 60.0 60.0 60.0 60.0 60.0 60,0 60.0 TotaC Split (%) 50,0% 50,0%. 50.0% 50,0% 50,0% 50,0% 50.0% 50,0% 50,0% Yellow Time (s) 4.0 4,0 4.0 4.0 4,0 4.0 4.0 4.0 4.0 All -lied Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0,0 C.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lea/Lag Leaf -Lag Optimize? Recall Mode None Bone None None None C-Min Olin n C-ft►1in IrrtersecU4n Summary Cycle Length: 120 Actuated Cycle Length' 120 Offset: 63 (63%), Referenced to phase 2:SETL and 6: NBTL, Start of Green Natural Cycle:60 Control Type: Actuated -Coordinated Salits and Phases: 7: NE 2nd Avenue & NE 59th Street E IIF 02 TO 144 60s [ 60s 1_ ! 1606 IN "*b8 d 6.0 S 1 6as K,1ETL_TPTO1043152000 - Design Place4CalcstiSynchrolExlsting AM.syn HCM 2010 Signalized Intersection Sumrnary Existing Conditions 7: NE 2nd Avenue & NE 59th Street A.M. Peak Hoot t Movement EBL EBT EBI WBL WBT WEIR NBL NBT N13R SBL SBT 5BF~< Lane CurAgurations ' 1 j44 41s. +1T+ Traffic Volume (vehTh) 17 B 23 113 17 24 17 253 11 23 989 35 Future Volume (yeh,h) 17 5 23 18 17 24 17 283 11 23 989 35 Numbe' 3 B 18 7 4 14 1 6 16 5 2 12 Initial (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Perf-bike Adj(A T) 0.96 0.95 0.95 0.95 1.00 0,97 1.00 0.97 Parking Bus, Adj 1.30 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 Adj Sat Flow, vehfhdln 1853 1863 1863 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Ficxw Rate, vehfh 19 9 25 20 19 27 19 296 12 26 1111 39 Adl No, of Lanes 1 1 1 0 1 0 0 2 0 0 2 0 Peak Hour Factor 0.89 0.89 0.89 0 89 0.89 0.89 0.89 0.89 0.89 0.89 0,89 0.89 Percent Heavy Veh. % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vcir{h 229 230 i s 79 74 79 141 2238 93 56 2593 90 Arrive On Green 0,12 0.12 0.12 0,12 0.12 0.12 1.00 1.00 1.00 1.00 1.00 1.00 Sat Flow, veh/h 1206 1863 1409 326 599 641 139 2880 120 44 3340 116 Grp Volume(v), vehln 19 9 26 66 0 0 161 0 156 515 0 561 Grp Sal Flow(5),vehlhllo 1296 1863 1499 1566 0 0 1470 0 1670 1B30 0 1671 Q Serve(g_s), s 0.0 0.5 1.9 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 Cycle Q Clear(g_o), s 1.3 0.5 1.9 4.3 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 Prop In Lane 1.30 1.00 0.30 0,41 0,12 0.07 0.04 0.07 Lane Grp Gap(c), vehfh 229 230 185 233 0 0 1175 0 1295 1452 0 1297 VEC Raiio(N) 0.08 0.04 0.14 0.28 0.i10 0.00 0.14 0.00 0.13 0.42 0.00 0.43 Avail Gap{c_a), vehfh 652 838 574 727 0 0 1175 0 1298 1452 0 1297 HCM Pataan Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1,33 1.32 1 33 1 33 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 0,00 100 0.00 100 0,82 0.00 0.82 Uniform Delay (d), sIveli 46.6 46.3 46.9 47.9 0.0 0.0 0.0 0.0 0,0 0,0 0.0 0.0 [nu Delay (d2), sIveh 0 1 0_1 0,3 0,5 0.0 0,0 0.2 0.0 0,2 0.7 0.0 0.9 Initial 0 Delay(d3), +veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 Gila BackOfQ(50%),veh 1n 0.5 0.3 0.8 2.0 0.0 0.0 0.1 0.0 0.1 0.3 0.0 0.3 LnGrp Delay(d),sfv+eh 46.8 46,4 47.1 48,4 0.0 0.0 0,2 0.0 0,2 0,7 0.0 0.9 LnGrp LOS D D OD A A A A Approach Vol, vehltt 54 66 327 117E Approach Delay. sNveh 46.9 48.4 0.2 0.8 Approach LOS i] 0 A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), a 99.2 20.8 99.2 20.8 Change Period (Y+Rc), s 6.0 6,0 6.0 6.0 Max Green Setting (Gmax), s 54.0 54.0 54.0 54.0 Marx Q :dear Time (g_c+11), s 2,0 6.3 2.0 3.9 Green Exi Time (p_c), s 4.1 0.5 4.1 0.5 Intersection Summary HCM 2010 Ctrl Delay 4.2 HCM 2010 LOS A K;1FTL_TPTC1043752000 - Design PlacetiCalcslSynchro\Existing AM.syn Timings Existing Conditions B: NVV 6th Court & NW 54th Street A.M. Peak Hour Lane Group EST WBL WET NET SBL SET SB€T Lane Configurations f t* 4f 4, i 4 F Traffic Volume (vph) 869 a 430 0 136 19 78 Future volume (vph) 869 6 430 0 136 19 78 Turn Type NA Perm NA NA Split NA Prat Protected Phases 6 2 4 3 3 3 Permitted Phases 2 Detector Phase 6 2 2 4 3 3 3 Switch Phase Minimum Initial (s) 7 0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 31.0 31,0 31.0 13.0 13.0 13.0 13.0 Totai Split (s) 109.0 109.0 109.0 26.0 25.0 25.0 2u.0 Total Spilt (%). 68.1% 68.1% 68,1% 16,3% 15.6% 15.6% 15.6% Yellow Time (s) 4,0 4,0 4.11 4.0 4,0 4.0 4.0 All -Red lime {s} 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0,0 Olt 0.0 0.0 0.0 CO Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6,0 Lead/Lag Lag Lead Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Recall Node C-Min C-Min CAA n Nore None None None intersedon Summary Cycle Length. 160 Actuated Cycle Length: 160 Offset: 134 (84%), Referenced to phase 2:WBTL and 6.EHT,, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: r oZ (a) 8: NW 6th Ccurt & NW 54th Street ld9s ■ 25 s 03 I ■26s 1 I CFI TPTO' 043752000 - Design PlaceiCaics\Syrnchr a3Existing AM.syri HCM Signalized Intersection Capacity Analysis Existing Conditions 8: NW 6th Court & NVV 54th Street A.M. Peak Hour Movement Lane Conurat1 ris Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane U'iI. Factor Frpb, .pedtbikes Rob. pedibikes Frt Fit Protected Said. Flow (prat) Ft Permitted Said. Flow (perm) Peak -hour factor, PHF Adj. Flew (0) RTOR Reduction (vph) Lane Group Flow (ph) Ccrnfl. Peds. (#!hr) Confl. Bikes (#ihr) EBL 0 0 1900 0.95 0 0 0 23 1_ EBT EBR WBL 110 869 17 8 869 17 8 1900 1300 1900 6.0 0.95 1.00 1,00 1.00 1,00 3527 1.00 3527 0,95 0.96 905 18 0 0 923 0 2 4 0,96 8 0 0 2 1- WBT WBR NBL NBT NPR SCBL SBT _. SBR 430 0 3 0 32 136 19 78 430 0 3 0 32 136 19 78 1900 1900 1900 1900 1900 1900 1900 1900 6.0 6.0 6,0 6.0 6.0 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 0,88 1.00 1.00 0.85 1.00 1.00 0,95 0.96 1.00 3536 1625 15'81 1705 1583 0.94 1,00 0,95 0.96 1.0.0 3312 1625 1681 1705 1563 0,96 0.96 0,96 0.96 0,96 0,96 0.96 0.96 448 0 3 0 33 142 20 81 0 0 0 35 0 0 0 75 456 0 0 1 0 81 81 6 23 3 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g1C Ratio Clearance Time (s) Vehicle Extension (A) Lane Grp Cap (vph) vis Ratio Prot v!s Ratio Perm vfc Ratio Uniform Delay, di Progression Factor Incremental Oelay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS intersection Summary NA 6 123.6 123.8 0.77 6.0 1.0 2729 cQ.26 0.34 5,5 1,00 0.3 5.9 A 5.9 A Perm NA Split ItiEA 2 2 4 4 123.8 123,8 0.77 6.0 1.0 2562 0.14 0.18 4.7 0,38 0.2 2.0 A 2.B A 5.5 5.5 0.03 6.0 2.5 56 c0.00 0.02 74.6 1.00 0.1 74.7 74,7 E Split 3 12,5 12,6 0.08 6,0 2.5 132 c9,05 0.61 71.3 1.00 7.0 78.4 NA Prot 3 3 12.6 12.6 0.08 6.0 2.5 134 0,05 0. 60 71.3 1,00 6.3 77.6 E 74.8 E 12,5 12.6 0.08 6.0 2.5 124 0.00 0.05 68.2 1.00 0.1 68.3 E HCM 200D Control Delay HCM 2000 Volume to Capacity railo Actuated Cycle Length (s) intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 16.4 HCM 2000 Leval of Service 0,35 160.0 Sum of Cost Cirne (s) 47.5% ICU Level of Service 15 B 18.0 A .i tiFTL_TPTO 043752000 - Design Place,,CalcsiSyntchra\Fisting AM.syn Tunings Existing Conditions 9: NW Oth Avenue & NW 54th Street A.M. Peak Hour Lane Group EEL EBT EBR VOL WET NET Lane Coroturat ons 4''I' F 41 4 Traffic 'volume (v+ph) 332 701 13 1 437 28 Future Volume (uph) 332 701 13 1 437 26 Turn Type Perin NA Perm Perm NA NA Protected Phases 2 4 Permitted Phases 6 6 2 Detector Phase 6 6 B 2 2 4 Sw th Phase Minimum initial {s} 16.0 16.0 16.0 16.0 16.0 7.0 Minimum Split (s) 22.0 22.0 22.0 22 0 22.0 13.0 Total Split (s) 104.0 104.0 104,0 104,0 104.0 56.0 Total Split ('%) 65.0% 65.0% 65.0% 65.0% 65.0% 35,0% Yelicw Time (s) 4.0 4.0 4.0 4 0 4.0 4.0 Alt -Fed Time (s) 2.0 2.0 2,0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total I_0 Time (s) 6.0 6,0 6.0 6.0 LeadlLay Lead -Lag Optimize? Recall Node C-Min C=Min C=Min C-Min C-Min hone Intersection Summary Cycle Length: 160 Aoluatec Cycle Length: 180 Offset 130 (61%), Referenced to phase 2:WBTL and 6;EBTL, Start of Green Natural Cycle_ 50 Control -ype: Actuated -Coordinated Splits. aril Phas s: 9' NW 6th Avenue & NW 54tfi Street 4- II o2(R) Is4 104s _ 55 s ] IM+6(R) 104 s K: FT'. _TPTQ\043752000- Design PtacelCalumSpnchrdiExisfirg AM.syn HChiI 2010 Signalized Intersection Summary Existing Conditions 9: NW 6th Avenue & NW 54th Street A.M. Peak Hour -'+r 4- 1\ 11l 'fir• 1, Movement EBL EBT EBR Vil3L Vu'BT WBR NBL NBT NSR SOL SBT SBR Lane Configurations 4f r 41+ 44, Traffic Volume (vehlhj 332 701 13 1 437 166 1 28 11 0 0 0 Future Volume (uehlh) 332 701 13 1 437 165 1 28 11 0 0 0 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Red -Bike Ad)(A_pbT) 1_B0 0.97 1 00 0.96 1.00 1.00 Parking: Bus, Adj 1.00 1.00 1.00 1 30 1.00 1.00 100 1.00 1.00 Adj Sat Flew. vehlh!ln 1900 1653 1863 1900 1863 19[Ki 190D 1863 1900 Adj Flow Rate, vehth 339 715 13 1 446 169 1 29 11 Adj No. of Lanes 0 2 1 0 2 0 0 1 0 Peak Hour Favor 0,98 0.98 0,98 C,38 0,98 0,98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 0 2 0 Cap, vehlh 757 1431 1359 23 2160 815 2 46 17 Arrive On Green 1.00 1.00 1.00 1.30 1.00 1.00 0 C4 0.04 0.04 Sat Flow, veh/h 802 1610 1530 1 2454 915 43 /257 477 Grp Volume(v), vehlh 339 715 13 338 0 278 41 a D Grp Sat Flaw(s),uehmlln 802 1610 1530 1852 0 1511 1776 0 0 Q Serve(g_s). s 0.0 0.0 0.0 0,0 0,0 0.0 3,6 0,0 0.0 Cycle C Clear(g,c), s 0.0 0,0 0.0 0,0 0.0 0.0 3.6 0.0 0.0 Prop In Lane 1.00 1.00 1O,00 0,61 0.02 0.27 Lane Grp Cap(c), vehr1h 757 1431 1359 1676 0 1342 65 0 0 ViC Ralio(?{) b 45 0 5d 0.01 0.20 0.00 0.21 063. 0.00 0.00 Avail Colic a), vehlfn 757 1431 1359 1678 0 1342 555 0 0 14CM Platoon Ratio 1.33 1 33 1.33 1.33 1.33 1.33 100 1.00 1.00 Llpstrea n Filter() 0.94 0.94 0.94 0.98 0,00 0.98 100 0.00 0.00 Uniform Delay (d), duet 0.0 0,0 0.0 0.0 0,0 0.0 76,0 0,0 0,0 Incr Delay (d2), slveh 1.6 1.2 0.0 0.3 0.0 0.3 7.2 0.0 0.0 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 lie BackDfQ(50%),vetilln 0.4 0.5 0.0 01 0.0 0.1 1.9 0.0 0.0 LnGrp Delay(d),srtveh 1.8 1.2 0.0 0.3 0,0 0,3 83.2 0.0 0,0 LnGrp LOS A A A A A F Approach Vol, vefh 1067 616 41 Approach Delay, slveh 1.4 0.3 83.2 Approach LOS A A F Timer 1 2 3 4 5 6 7 8 Assigned Plus 2 4 6 Phs Duration (G+Y+Rc), s 148.1 11.9 1481 Change Period (Y+Rc). s 6.0 6.0 6.0 Max Green Setting (Grnax), s 98.0 50.0 98.0 Max Q Clear Time (g_c+11), s 2.0 5.6 2.0 Green Ext Time (p_c). s 6,1 0 2 6.1 Intersection Summary RCM 2010 CM delay 2.9 HCM 2010 LOS A KIFTL TPTO\043762000 - Design PlacelCalcs\Synchr&iExisting AM.syr Timings Existing Conditions 10: NW 2nd Avenue & NW 54th Street A.M. Peale Hour Lane Group EEL EBT WBL WBT NBL NBT N8: S6L SBT SBR Lane Configurations �j r I r Traffic Volume (vph) 71 1308 63 479 33 125 61 37 224 104 Future volume (uph) 71 608 63 479 33 126 61 37 224 104 Tom Type Penn NA Perm NA Perm NA Perm Perm NA Perm Protected Phases 6 2 4 8 Permitted Phases 0 2 4 4 a Detector Phase 6 6 2 2 4 4 4 8 8 Swi6eti Pfaase Minimum Initial 0)1 7_0 7.0 7.01 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 23.4 23.4 23.4 23.4 25.0 25.0 25,0 25.0 25.0 25,0 Total Split (s) 100,0 100,0 100,0 100.0 60,0 60.0 60.0 60.0 60.0 60.0 Total Split (%) 62.5% 62.5% 62.5% 62.5% 37.5% 37.5% 37.6% 37.5% 37.5% 37.E Yellow Time (s) 4.4 4.4 4.4 4.4 4.0 4.0 4,0 4.0 4,0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2,0 2,0 2.0 2,0 Lost Tirne Adjust Is) 0.0 0,0 0,00 0.0 0,0 0_0 0,0 0,0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 6.0 6,0 6_0 6,0 6 6.0 Lead/LaD Lead -Lag Optimize? Recall Mode C-Min C-Min C-Min C-Min None None hone None None Nome Intersection} Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset 6 (4%), Referenced to phase 2:WBTL and 6:EBTL, Mart at Green Natural Cycle; 50 Control Type: Actuated -Coordinated Iits and Phases: 10: NW 2nd Avenue & NW 54th Street r oz2) 11'0. no s 1 15ols ibaCR) _ # Js 1.430 s 6 ■elo5 1 1 K:IFTL_TETO o43752000 - Design Plaue4CalosiSyracnre xistln9 AM.syn HCM 2010 Signalized Intersection Summary Existing Conditions 1 0: NW 2nd Avenue & NW 54th Street A.M. Peak Hour t t 4 " Movement EBL EST ERR MI_ WET WBR NBL NET NBR SBL SST SIR Lane Configurations 14'4 tt+ t iv 'I 1 in Traffic Volume Cveblh) 71 608 48 53 479 29 33 125 61 37 224 104 Future Volume (vehlhi 71 608 48 63 479 29 33 125 61 37 224 104 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial 0 (Qb), vela 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A,_pbT) 1_00 0.98 1.00 0,98 100 0.99 1.00 0.99 Parking Bus, Ad) 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehii1/In 1 ,.3 1863 1900 1653 1863 1900 1663 1863 1853 1863 1883 1863 Adj Flow Rate, vehrh 73 627 49 65 494 30 34 129 63 38 231 107 Adj No. of Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Peak Hour Factor 0,97 0,97 0.97 0,97 0.97 0,97 0.97 0.97 0.97 0,97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehh 697 2478 193 611 2527 153 107 328 276 181 328 276 Arrive Can Green 0.99 0.99 0.99 0.99 0.99 0.99 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, vehlh 875 3321 259 760 3366 205 1038 1863 1567 1181 1863 1567 Grp Volume(v), vehlh 73 334 342 55 258 266 34 129 63 38 231 107 Grp Sal FIow(s),velalhlin 875 1770 1810 760 1770 1821 1038 1863 1567 1181 1863 1567 Serve(g_s), s 0.1 0.3 0.3 0.2 0.2 0,2 5.1 9.8 5.5 4.7 18.7 9.7 Cycle 0 Clear(g .c), s 0.4 0.3 0.3 0.4 0.2 0.2 23..8 9,8 5.5 14.5 18,7 9.7 Prop In Lane 1.00 0.14 1.00 0.11 1.00 1.00 1.00 1,00 Lane Grp Csp(c), vehlh 697 1321 1351 611 1321 1359 107 328 276 181 328 276 VIC Ratio(X) O, t0 0.25 0. Z5 a.11 0.20 0.20 0.32 0.39 0.23 0 21 0 70 0,39 Avail Cap(c_a), vehlh 6697 1321 1351 611 1321 1359 274 629 529 311 629 629 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 100 1.00 1.00 1.00 1.00 1.00 UislreEm Filter()) 0,84 0.84 0.84 0,65 0.65 0,85 1.00 1.00 1.00 1.00 1.00 1,00 Uniform Delay (d), slveh 0.2 0.2 0,2 D.2 0.1 0.1 73..2 58.3 56.6 64.8 62.0 58.3 Iry Delay (d2), s&veh 0.3 D.4 0.4 0.3 0.3 0.3 1.3 0.6 0.3 D.4 2.1 0.7 Initial Q Delay(d3),siveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 %ileBa k0fO(50%).vehf1n 0.1 0.2 0.3 0.1 0.2 0.2 1.5 5.1 2.4 1.6 9.8 4.2 LnGrp Delay(d),siveh 0.4 0.5 0.5 0,5 0.4 0.4 74.4 55.9 56.9 65.2 64.0 58.9 LnGrp LOS A A A A A A E E E E E E Approach Vol: vehih 749 589 226 376 Approach belay, slveh 0.5 0.4 60.7 62.7 Approach LOS A A E E Timer 1 2 3 4 5 6 7 8 Assigned Pltis 2 4 6 8 Phs Duation (G*Y+Rc), s 125.8 34.2 125,8 34.2 Change Period (Y+Rc), s 6.4 6,0 6,4 6.0 Max Green Sating (Grnax), s 93.6 54.0 93.6 54.0 Max C Clear Time (g 011), s 2.4 25,8 2,4 20.7 Green Ext Time tp c), s 3.2 2,4 3.2 2.5 Inlersectian Summary HCM 2010 Ctrl Delay 19.6 HCM 2010 LOS R K: FTL_TPTO1043752000 - Desigr PlecetCalcslSynchrollErcistiag AM.syn Timings Existing Conditions 11: North Ward Avenue & NW 54th StrestiNE 54th Street A.M. Peak Hour Lane Group EEL EBT WBL WET NBL NBT SBL SET Lane Configurations 11 ft. ft. ft +1* Traffic Volume (vph) 166 443 188 345 61 268 8 126[} Future Volume (vph) 166 443 188 345 61 268 98 1260 Turn Type pm+pt NA pm+pt NA pm+pt IAA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Perrnitled Phases 8 4 6 2 Detector Phase 3 8 7 4 1 6 5 2 &ritch Phase Minirnun Initial (s) 5.0 7.0 5.0 7.0 6.0 7.0 5.0 7.0 Minimum Split (s) 11.4 29.4 11A 29.4 11.4 27.4 11.4 27.4 Total Split (s) 18.0 46,0 18.0 466.0 18.0 78.0E 18.0 78.0 Total Sj;iit (%) 11,3% 28,8% 11.3% 26,8% 11.3% 48.8% 11.3% 48,8% Yellow Time (s) 4,4 4,4 4.4 4,4 4.4 4.4 4.4 4,4 All -Red Time (s) 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2,00 Lost Time Adjust (5) 0,0 0.0 0.0 0.0 0.0 0,0 0,0 0,0 Total Losl Time (s) 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Lead/l.a2 Lead Lag Lead Lag Lead Lag Lead Lag Lead-LackOptimize'? Yes Yes Yes Yes Yes Yes Yes Yes Recall Epode hone None None None None C-Min None C-Min Intersechon Sufnrnary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 36 (23%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle', 100 Control Type: Actuated-Coardinatal Splits and Phases: 11: North Muni Avenue & NW 54th Slreet1NE 541ti Street 01. t 02 CR) 03 4-04 125 I 78s I 18s 1 46 9 11 \11105 f06(RQ 47 -Op f 7H s I IS I 46s i I IK:1FTL_TPTOW4375200O- Design place\CalcstiS rnchrolExistirig AM.syn HCM 2010 Signalized Intersection Summary Existing Conditions 11: North Miami Avenue & NW 54th Street/NE 54th Street A.M. Peak Hour Movement EBL EBT EBR W®L WBT Lane Configurations 11 }1 Traffic Volume (vehrlj) 166 443 96 158 345 25 61 Future Volume 0/eh/hi) 166 443 96 158 345 25 61 Number 3 8 18 7 4 14 1 Initial: Q (Gb), veh 0 0 0 0 0 0 0 Ped-Bike Adj(AbT) 1.0D 0.97 1,00 0,98 1.00 Parking Bus, Adj 1.On 1.00 1.00 1. 0 1.00 1,00 1.00 Adj Sat Flow, vehlhlln 1863 1863 1900 1853 1863 1900 18E3 Adj Flow Rate, vehlh 173 461 100 196 359 26 64 Adj No. of Lanes 1 2 0 1 2 0 1 Peak Hour Factor 0,96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Vuh, % 2 2 2 2 2 2 2 Cap, vhlh 268 555 120 205 644 46 208 Arrive On Green 0.07 0.19 0,19 0,07 0.19 0.19 0.04 Sat Flow, vet* 1774 2883 621 1774 3342 241 1774 Grp Voiume(v), vehlh 173 282 279 196 189 196 64 Grp Sat Flow(s),vehih11n 1774 1770 1734 1774 1770 1813 1774 Q Serve(g_s), s 11,6 24.4 24.8 11.6 15.5 15.6 2.6 Cycle 0 Clear(Q_c). s 11,6 24.4 24.8 1'.6 15,5 15.6 2.5 Prop In Lane 1,60 0.36 1,00 0.13 1.00 Lane Grp Cap(c), vehfh 268 341 334 205 341 349 2D8 t�1C Ratio() 0.65 0.83 0.84 0.95 0.55 0.56 0.31 Avail Cap(c.a). vehfh 268 438 429 205 438 449 281 HMI Platoon Ratite 1.00 1.00 1,00 1.00 1.00 1.00 1.33 Upstream Filter(I) 0.`• 0.98 O 98 0.80 OK 0.80 1.00 Uniform Delay (d), shah 5E0 62.0 62,2 55.5 68.4 68.5 21.0 Ina Delay (d2), siveh 4.1 6.8 9,8 43.4 0,8 0,6 0.3 Initial Q Oelay{d.3),sfveh 0.0 0.0 0.0 D.0 0.0 0.0 0.0 %die Back0fQ(5O%),vehlln 6.5 12.8 12,8 9,4 7.5 7.9 1.3 04 Oelay(d),siveh 54.1 70.8 72,0 98.6 59.2 59.3 21,3 LnGrp LOS DEEP E EC Approach Vol, vehTh 734 581 Approach Delay. slveh 67.3 72,6 Approach LOS E E WBR NBL NBT NBR SBt- SBT SBR +10. 268 118 98 1260 135 265 116 98 1260 135 6 15 5 2 12 0 0 0 0 0 1.00 1.00 0.98 1.00 1.00 1.00 1,00 1.00 1863 1900 1863 1863 1900 279 123 102 1312 141 2 0 1 2 0 0.96 0.96 C.96 0 96 0.98 2 2 2 2 2 1291 555 596 1751 187 0,71 0,71 C.05 0.72 0,72 2410 1035 1774 3220 344 203 199 102 718 735 1770 1675 1774 1770 1796 6.2 6.5 4.2 39.1 39.8 5,2 6.5 4.2 39.1 39.8 0,62 1.00 0.19 948 898 598 962 976 0.21 0.22 0,17 0.75 0,75 948 898 658 962 976 1.33 1.33 1.33 1.33 1,33 1.00 too ton 1.00 1.00 11.6 11.6 15.3 15.5 15.6 0.5 0,6 0.0 5.3 5.4 0.0 0.0 0.0 0.0 0.0 3,2 3.1 2.0 20.3 20.8 12.1 12.2 15,3 20.8 21,0 BBBCC 456 1555 13.4 20.5 B 0 Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.4 93.4 18.0 37.2 12.6 92.1 18.0 37.2 Change Period (Y+Rc), s E,4 6,4 6.4 6,4 6.4 6,4 6,4 6,4 Max Green Setting (Gmax), s 11,6 71,6 11,6 39.6 11.6 71,6 11,5 39.6 Max QClear Time (9,c+I1), s 4.6 41.8 13.6 17,6 6.2 8.5 13,6 26.8 Green Ext Time (p c), s C,0 5.4 0.0 4.9 O.0 5.5 0.0 4.0 Intersection Summary HCM 2010 Ctrl Delay 38.9 HCM 2010 LOS la K:fFTL_TPTO10437520O0 - Design PlaceTalcs\SynchrnlExisling AM.syn Timings Existing Conditions 12: NE 2nd Avenue & NE 54th Street A.M. Peak Halr Lane Group EBL EST W$L WBT NBL NBT SBL SBT Lane Configurations ki +I 111 ftr Traffic Volume (upn) 54 451 92 393 42 192 149 749 Future Volume (vph) 54 451 92 393 42 192 149 749 Turn Type Ream NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detecto• Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 25.0 25.0 25.0 25,0 25.0 25.0 25.0 25.0 Total Split (s) 45 0 45.0 45.0 45.0 75.0 75.0 75.0 75.0 Totat Split (%) 37,5% 37.5% 37.5% 37,5% 62.5% 62.5% 62.5% 62.5% Yellow ime (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0,0 0,0 0.0 C.0 0-0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode Nore None None None C-Min C-Min C-Min C-Min Intersection Surrrnary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 110 (92%), Reformed to phase 2:SBTL and 6:NbTL, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Solos and Phases: 12: NE 2nd Avenue & NE 54th Street ISM 4- IA 75s L 145s I J 75 5 I 45 s I 1 K.\FTL_JPTO\D43752000 - L esi9n PIa€re`4CaicstSyrichrd4Existiry Afuf_syn HCM 2010 Signalized Intersection Summary Existing Conditions 12: NE 2rnd Avenue & NE 54th Street A.M. Peak Hour , Movement E6L EBT EBR W9L W6T WBR NBL NBT NBR SBL SET S R Lane Configurations 11 tI lj t 11 I Traffic Volume (vehlh) 54 451 57 92 393 43 42 192 91 149 749 69 Future Volume (vehih) 54 451 57 92 393 43 42 192 91 149 749 69 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial G(71b), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike kli(A_pb7) 1.00 0.96 1,00 D.95 1.00 0,98 1.00 0.98 Parking Bus, Adj 1.O0 1 []0 1.00 1,00 1.00 1.00 1.00 1.00 1.00 t00 1.00 1.00 Adj Sat Flaw, vehlhfln 13 1863 1900 1853 1853 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, vehfh 59 496 63 101 432 47 46 211 100 164 823 76 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0,91 0 91 0.91 0,91 0.91 0.91 0.91 0,91 0.91 0.91 0.91 0.91 Percent Heavy Volt, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, v+ehfh 226 923 117 196 941 102 265 721 341 656 1017 94 Arrive On Green 0.29 0 29 0.29 0.29 D.29 0.29 0.81 0.81 0.81 C.81 0.81 0,81 Sat Flow .veh/h 909 3144 397 846 3205 347 617 1188 563 1062 1677 155 Grp VoIu.°ne(v), vefrih 59 278 281 101 237 242 46 0 311 164 0 899 Grp Sat Flow(s),vehlh?In 909 177E 1772 846 1770 1782 617 0 1752 1062 0 i832 G Serve(g_s), s 6.8 15,8 16.0 13.7 13.1 13.3 5.5 0.0 5.4 5.9 0.0 32.8 Cycle C Clear(g_c), s 20.1 15.8 16.0 29,6 13.1 13.3 35.3 0.0 5.4 11.3 0.0 32.8 Prop lnLane 1,00 0.22 1,00 0,19 1,00 0.32 1.00 0.08 Lana Grp Cap(c), veh/h 226 520 520 196 520 523 265 0 1062 656 0 1111 V?C Ratio(() 0.26 0 54 0.54 0.52 0.46 0.46 0.17 0.00 D_29 C,25 0.00 0.81 Avail Cap(c_a). vehlh 255 575 576 222 575 579 265 0 1062 656 0 1111 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(1) 0.61 0.61 0.61 1.00 1.00 100 0.96 0.00 0-96 1.00 0.00 1.00 Uniform Delay (d), s1veh 42.8 3.5,5 35,6 48.0 34,6 34.6 18.4 0.0 5.1 6.5 0.0 7.7 Incr Delay (d2), siveh 0.3 0.4 0.4 1.6 0.5 0.5 1.4 0.0 0,7 0.9 0.0 6.4 Initial Q Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %de Back0fQ(50%),vehlln 1,7 7.8 7.9 3.3 6.5 6.6 1,0 0.0 2.8 1,9 0.0 18.0 LnGrp DeIey(a),siveh 43,1 35,9 36.0 49,6 35.0 35,1 19.8 0.0 5.8 7,4 0.0 14.1 LnGrp LOS D D D D D D B A A B Approach Vol, vehfh 618 580 357 1063 Approach Delay, slveh 36.6 37 6 7,6 13.1 Approach LOS 0 0 A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 75.8 41,2 76.8 41.2 Change Period (Y+Rc), s 5.0 6,0 6.0 6.0 Max Green Settling (Gmax), s 69.0 39.0 69.0 39.0 Max Q Clear Time (g_c+I 1), s 34.8 31.6 40.3 22.1 Green at Time {p_c), s 4.0 3.6 4.0 5.8 Intersection Summary t1GM 2010 CtrJ Delay 23.3 HCM 2010LOS K:iFTL TPT0t043752000 - Desigr PlarptCalcstiSynchrn\Existing AM,syn HCM 2010 TWSC 13: NE 3rd Avenue & NE 54th Street Existing Conditions A.M. Peak Hour Intersection 1rd Deffey, slush 2.8 Movement Traffic Vol, vehfh Future Vol, vehih Colleting Peds, #Ihr Sign Control RT Channelized Storage Length EBL EET EBR V'BL WBT WSR NBL NBT NBR S5L SBT SEF 25 632 11 20 459 8 27 0 59 17 0 43 25 632 11 20 459 8 27 0 59 17 0 43 9 0 14 14 0 9 5 0 0 0 0 5 Free Free Free Free Prue Free Stop Stop Stop Stop Stop Stop • None - P,Ione - - None - - Noce Veh In Median Storage, # 0 - 0 0 - - 0 Grade.96 - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 87 87 87 87 67 87 B7 87 87 67 87 87 1-leavyVehides, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 29 726 13 23 528 9 31 0 68 20 0 49 Major/Minor _ Majorl Major2 !Vinod Ihinor2 CanLiding Flow Ali 542 0 0 744 0 0 1110 1383 389 1009 1385 287 Stage1 - - 795 795 - 583 583 Stage 2 315 586 - 426 802 - Crtieal Hdwy 4.14 4.14 7.54 6.54 6.94 7-54 6.54 6.94 Critical Hdwy Stg 1 - Hr54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy+ 2.22 - 2,22 3.52 4.02 3,32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1023 859 164 143 610 194 142 710 Stage 1 347 398 - 465 497 Sty 2 - 671 494 577 395 Platoon blocked, Moir Cap-1 Maneuver 1009 - 648 - 140 129 599 158 129 697 Mov Cap-2 Maneuver 140 129 158 129 Stage 1 328 377 440 475 Stage 2 591 472 480 374 Approach HCM Control Delay. s HCM LOS ES W8 Iv8 SB 0 5 0.6 23,2 17.6 C C Minor 1. ne/Major Mvml NBLn1 EBL EST EBR ''AI6L WBT WSH SBLn1 Capac ,'(+reh/h) 295 1009 - - 848 - - 354 HCM Lane VC Ratio 0.335 0028 - 0.027 - 0,195 HCM Control Delay (s) 23.2 8.? 0.2 - 9.4 0.2 - 17.6 HCM Lane LOS G A A - A A - G HCM 95th %lila Q(veh) 1.4 0,1 - 0.1 - 0.7 K.\FTL TPT01043 520O0 - Design P1acelCalcs SynchrolExisting AM.syn Timings Existing Conditions 14: Federal Highway & NE 54th Street A.rui Peak Heir Lane Group EBL EBT WBL W3T NBL NOT hp R SBL SST Lane Conlfgurations 41 I' F Traffic Volume (vph) 40 316 253 237 155 141 154 22 268 Future Volume (vph) 40 316 253 237 155 141 154 22 268 Turn Type Perm NA pm+pl NA prn+pt NA pm+ov Perm NA Protected Pluses 6 5 2 7 4 5 8 Permitted Phases 6 2 4 4 8 Detectcr Phase 6 6 5 2 7 4 5 8 8 Switch PPha Minimum Initial (s) 7.0 7.0 5.0 1.0 5.0 7.0 5.0 7.0 7.0 Minimum Split (s) 23.0 23.0 11.0 23.0 11.0 24,0 11,0 24.0 24.0 Total Split (s) 85.0 85.0 16.0 101,0 16.0 49.0 16.0 33.0 33.0 Total Split (°%) 55,7% 55.7% 10.7% 67,3% 10.7% 32,7% 10.7% 22,0% 22,D% Yellow Time (s) 4.0 4,0 4.0 4.0 4.0 4,0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2,0 2,0 2.0 2,0 2.0 Lost Time Adjust (s) 0,0 0,0 0.0 0,0 0,0 0.0 0.0 Total Lost Time (s) 6,0 6.0 6,0 6,0 6.0 6.0 0.0 Lead/Lag Lag Lag Lead Lead Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode None None C-Min C-loin None None C.Min None None Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset 62 (55%), Referenced to phase 2:WBTL and 5:WBL, Start of Greg Natural Cycle: 70 Control Type: Aetuated-Coordinated pots and Phases; 14: Federal Highway & NE 54th Street 4-- 02 (2) less 1 49:1'04 I 00 S, 6 rf 7 j 1i JO 163 1 ®5s 1 ios L 33s k. FTL_TPTG 043752000 - Design PlaceTalcslSynchro\Exiling AM.syn HCM 2010 Signalized Intersection Summary Existing Conditions 14: Federal Highway & NE 54th Street A,M. Peak Hour Movement EEL EBT EBR WBL WBT VWWBR NBL NET NBR SBL SBT SI3R Line Configurations 4fit 4t ) + F 1 t Traffic 'Jo tume (v$hlh) z0 316 310 253 237 6 155 141 154 22 26B 46 Future Volume (vehth) 40 316 318 253 237 6 155 141 154 22 266 43 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial G i b), veil 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bile Adj(A_pbT) 1.00 1.00 1_)0 0.97 1,00 0.98 1.00 0,98 Parking Bus, Adj 1.00 1.00 1.00 1,OD 1.00 1.00 1!70 1.00 1.00 1.00 1.00 1.D0 Adj Sat Flaw, vehl111ln 1000 1813 1900 1900 1863 1900 1863 1 ...3 1863 1863 1863 1900 Adf Flow Rate, vehlh 45 355 0 284 266 7 174 158 173 25 301 54 Adj No, of Lanes 0 3 0 0 2 0 1 1 1 1 1 0 Perak Hour Facto 0,89 0,89 0.89 0,89 0,89 0.89 039 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehJh 322 2634 0 49 1041 27 166 534 447 235 276 50 Arrive On Green 0.63 0.63 0.00 0.M 0.84 0.84 0,07 0,29 0.29 0.18 0.18 0.18 Sat Flaw, vehth 45B 4312 0 2 1643 43 1774 1 :b3 1558 1041 1533 275 Grp Volunne(v), vet* 142 258 0 234 0 2T3 174 158 173 25 0 355 Grp Sat Flows),vehth/ln 1533 1543 0 2 0 1686 1774 18fi3 1556 1041 0 1808 0 Serve(g_s), s 0.3 5.0 0,0 21.2 0.0 4.9 10,0 9.9 13.4 3.0 0.0 27.0 Cycle G Clear(g_c), s 5.2 5.0 0.0 21.2 0.0 4.9 10.0 9.9 13.4 3.0 0.0 27.0 Prop In Lane 0.32 0_00 1.00 0.03 1.00 1.00 1.00 0.15 Lane Grp Cap(c), vehlh 1002 1954 0 0 0 1068 166 534 447 235 0 325 V!C Ratio(Y; 0..11 0.13 0.00 0.00 0.00 0,226 1.05 0.30 0.39 0.11 0,00 1.09 Avail Cap(c_a), vehfh 1002 1954 0 0 0 11158 156 534 447 235 0 325 HCM Platoon Ratio 1.00 1.00 1.00 1.23 1.33 1.33 1,00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1,00 0.00 0,94 0,00 0.94 1.00 1.00 1.00 1.00 D_00 1.00 Uniform delay (d), sfveh 10.0 11,0 0.0 0.0 0,0 4,7 50.8 41.7 42.9 51.7 0.0 61,5 Incr Delay (d2). slveh 0.0 0.0 0.0 0.0 0.0 0.5 82.6 0,2 0.4 0.1 0.0 76.4 Initial G delay03),siveh 0,0 0,0 0.0 0.0 0.0 0.0 0.1 0,0 0.0 0.0 0.0 0.0 %Ile SackCfQ(5D%),vehlin 2.4 2.1 0.0 0.0 0.0 2.4 3.8 5.1 5.8 0.9 0.0 20.4 LnGrp Dalay(d),slveh 11.0 11.0 0.0 0.0 0.0 5.3 133.5 41.9 43.3 518 ©,0 137,9 LnGrp L05 E B A F DDD F Approach Vol. vehth 400 557 505 380 Approach Delay, sfveh 11.0 2.6 74 0 132.2 Approach LOS B A E F Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 7 B Phs Duration (G+Y+Rc), s 101.0 49.0 101.0 16.0 33.0 Change Period (Y+Rc)., s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 95.0 43.0 79.0 10.0 27.0 Max Q Clear Time (g_c+11 )., s 23.2 15.4 7.2 12.0 29.0 Green Ext Time (p_c). s 2.8 3.2 2.8 0.0 0.0 Intersectiar Summary HCM 2010 CM Delay 50.7 HCM 20` 0 LOS D K:IFTL_TPT01043752000 - Design PlacetCalcs\SynchrolExistirg AM.syn Timings Existing Conditions 15. Biscayne Boulevard 8, NE 54th Street A,M. Peak Hour t Lane Group EBL EBR NBL NBT SET SBR Lane Configurations i r 1 ++ + Traffic Volume {vph) 319 163 93 753 1573 405 Future Volume (vph) 319 163 93 753 1573 405 Turn Type Prot pm+ov prn+pl NA NA Perm Protected Phases 8 1 1 6 2 Permitted Phases 8 6 2 Detector Phase 6 1 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 5.0 5,0 7.0 7.0 7.0 Minimum Split (s) 31,4 11.1) 11.0 28.0 28.0 28.0 Total Split (s) 38.0 16.0 16.0 112 0 9O,0 96.0 Total Split (%) 25.3% 10.7% 10.7% 74.7% 64.0% 640% Yellow Time (s) 4,4 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Tine Adjust (s) 0.0 0.0 0,0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.0 6.0 0.0 6.0 6.0 LeadiLag Lead Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes. Recalb Maio None None None C-hlin C-Min C-Min Intersectiun Summa Cycle Langtry 150 Actuated Cycle Length: 150 Offset: 29 (19%), Referenced to phase 2:SeT and 6:NBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases. 15: Biscavrre Boulevard & NE 54th Street d1 u a2t 7 a _, L6s I ls o6 (R) ! 112s 39s KAFTL_TPTOI,043752000 De.sign PIace1Cales\Synchra4E risting AM.syn i--ICM 2010 Signalized Intersection Summary 15: Biscayne Boulevard & NE 54 h. Street Existing Conditions A-M. Peak Hour f t Movement EEL EBR NBL NET S6T SBR Lane Configurations II 1V ' ft. +4 r Traffic Volume (veh?h) 319 183 93 753 1573 405 Future Volume (vehfh) 319 183 93 753 1573 405 Number 3 18 1 6 2 12 Initial 0 Qb}, veh 0 0 0 0 0 0 Ped-Bike Adj(&.pbT) 1.00 1.00 1.0D 0.93 Parking Bus, Adj 1.00 1,OD 1.00 1.00. 1.00 1.00 Adj Sat Plow, vehlhfln 18E;3 1883 1863 1863 1363 1863 Adj Flow Rate, vent 329 189 96 776 1622 413 Adj M, of Lanes 2 1 1 2 2 1 Peak Hour Factor 0.97 0.97 0..97 0.97 0,97 0.97 Pert;ent Heavy Veh, % 2 2 2 2 2 2 Cap, veltlh 461 266 244 2772 2513 1096 Arrive On Green 0.13 0.13 0.04 1.00 0.94 0.94 Sat Flow, vehih 34.42 1583 1774 3632 3632 1544 Grp Volume(v), vehPh 323 189 98 776 1620 418 Grp Sat Elaw(s),veh/hlln 1721 1563 1774 1770 1770 1544 0 Senores), s 13.7 16.9 2.1 0,0 9.8 3.5 Cycle Q Clear(g_e), s 13.7 16.9 2,1 0.0 9.8 3.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), vehih 461 265 240 2772 2513 1096 Vita Ratio(Xj 0.71 0.71 0.40 0.28 0.65 0.38 Avail Cak(c_a), vehfh 725 386 299 2772 2513 1096 HCM Platoon Ratio 1.00 1.00 1.33 1.33 1,33 1.33 Upstream Filter(I) 0.63 0.63 OA 0.96 1.00 1.00 Uniform Delay (d), sfveh 62.2 59.0 5.6 0.0 1.5 1,3 lncr Delay (O2), sfveh 1,0 1.7 0,4 0.2 1.3 1.0 Initial Q Delay(d3),sfveh 0.0 0.0 0,0 0.0 0.0 0.0 %iic Back0fq(50%).vehlln 6.6 7.5 1.0 0.1 4.6 1.7 LnGrp Delay(d),afveh 63,1 60,7 5,9 0,2 2,8 2.3 LnGrp LOS E E A.A A A Approach Vol, vchht 518 872 2040 Approach Delay, sfveh 62.3 0.9 2.7 Approach LDS E A A Timer 1 2 3 4 5 6 7 B Assignec Fits 1 2 6 8 Plus Duration (G+Y+Rc), s 11.0 112.5 123,5 26_5 Change Period (Y+Rc), s 6.0 6.0 6,0 6.4 Max Green Setting (Gmax), s 10.0 90.0 106.0 31.6 Max Q Clear Time (g,c+l1), s 4.1 11.8 2,0 18.9 Green Ext Time ip_c}, s 0.0 11.6 11.6 1,2 Intersection Summary FICM 2010 Ctrl Delay 11.2 HCM 2010 LDS B K.lFTL_TPT01043752000 - Design PlaeelCalcs'iSyrschra4Exisling AM.syn Timings Existing Conditions 16: NE 2nd Avenue & NE 51st Street (N) A.M. Peak Flour Lane Group Lane Configurations Traffic 1,roIurne (vph) Future Volume (uph) Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase INBt BFi NBT SBL SBT r + 43 33 293 10 877 43 33 293 10 877 Prot pm+ov NA pm+pt NA 4 a 6 5 2 1 3 4 2 4 5 6 5 2 Minimum Initial (s) 7,0 5,0 14.0 5.0 14,0 5.0 7,0 Minimum Split (s) 25.0 10.7 33.0 10.7 33,0 10.7 25.0 Total Split (s) 30.0 15.0 50.0 15.0 50.0 15,0 25.0 Total Split ("%) 25.0%% 12.5% 41.7% 12,5% 41.7% 13% 21% Yellow Time (s) 4,0 3,7 4.0 3,7 4.0 3,7 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6,0 5.7 6.0 5.7 6.0 Leadl/ag Lag Lead Lag Lead Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode None None C-Min None C-Min None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset. 87 (73%), Referenced to phase 2:SBTL and 6 NBT, Start of Green Natural Cycle: 125 Control Type: Actuated -Coordinated Splits aid Phases: 16: NE 2nd Avenue & NE 51st Street IN 4:17 ta 011 #16 t17 02 (R) vk17 !■03 If 16 i4 15s SO r 25s 3Cs r16 a5 416 117 t t06 (R) 15s 1 50s K:IFTL_TPTOi043752000 - Design PlacelCalcstiSynchrolEt~islirrg AM,eyn HCM Signalized Intersection Capacity Analysis 16: NE 2nd Avenue & NE 51 st Street (N) Existing Conditions A.M, Peak Hour Movement WEL VVBR NBT NPR SBL SBT Larne Con1gurations Traffic Volume (0) Future Volume (vph) Ideal Flow (vphpt) Total Lost time is) Lana UtI. Factor Frpb. peel/bikes Flpb, pedl6ikes Frt Flt Protected Sad. Flow (prat) Fit Permitted Satd. Flow (perm) Peak -hour factor, PHF Adj. Flow (vph) RTCR Reduction (vph) Lane Group Flow (vph) Conk Peds. {#Jhr) Confl, Bikes (#lhr) t + 43 33 293 15 10 877 43 33 293 15 10 877 1900 1900 1900 1900 1900 1900 60 5.7 6.0 5,7 8.13 1.00 1 _ DO 1.00 1.00 1.00 1, CO 0.98 1.00 1,00 1.00 1,CO 1.00 1.00 0.99 1.00 1. CO 0.85 0.90 1,00 1.00 0_ 05 1.00 1.00 0.95 1.00 1770 1544 1847 1757 1863 0.95 1,00 1.00 0.54 1.00 1777 1544 1647 1003 1863 0.93 0.93 0.93 0.93 0.93 0.93 46 35 315 16 11 943 0 32 1 0 0 0 46 3 330 0 11 943 5 10 10 2 Turn Type Prot p n+av NA pm+pt NA Protected Phases 4 5 6 5 2 Permitted Phases 4 2 Actuates Green, G (s) 7.1 10.2 77.1 79.1 76.0 Effective Green, g (s) 7.1 10.2 77.1 79.1 76.0 Actuates glC Ratio 0.05 0.08 0.64 0,66 0.63 Clearance Time (s) 6,D 5.7 6,0 5.7 6.0 Vehicle Extension s 2.5 2.0 1.0 2.0 1.0 Lane Grp Cap (vph) 104 131 vls Ratio Prot c0,03 c0.00 v/s Ratio Perm 0.00 ulc Ratio 0.44 0.02 0.28 Uniform Delay, d1 54.5 50.3 g_3 Progression Factor 1,00 1,00 0.34 Incremental delay, d2 2.2 0.0 0.6 May (s) 56.7 50.4 3.8 Level of Service E 0 A Approach Delay (s) 54.0 3.8 Approach LOS 0 A Intersection Surnmay HCNI 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 1186 080 1179 0.18 0.00 c0.51 0.01 0.02 7.0 1,51 0.0 10.7 6 0.80 16.3 1.13 4.0 22.5 G 22.3 C 19.7 HCM 2000 Level of Service 0,66 12110 Sum of lost tune (s) 53.5% ICU Level of Service 15 B 23.7 B KAFTLLLTPTO1O43752000 - Design Place\CatcslSynchro4Existir AM.syn Timings Existing CunditionS 17: NE 2nd Avenue & NE 51 st Street (S) A.M. Peak Hour Lane Group EEL EBR NBL NBT SBT SBR e4 e5 Lane Configurations r I 4 + Traffic 'Volume (vph) 25 42 16 282 850 77 Future Volume {vph) 25 42 16 232 850 77 Tum Type Prot pm+ov pm+pt NA NA Penn Protected Phases 3 1 1 6 2 4 5 Permitted Phases 3 6 2 Detector Phase 3 1 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 5.0 5.0 14.0 14.0 14.0 1.0 5.0 Minimum Split (s) 25.0 10.7 10.7 32.0 33.0 33,0 25.0 10.7 Total Split (s) 25,0 15,0 15 0 6E0 54-0 50.0 30.0 15.0 Total Split (°) 20.8% 12.5% 12.5% 41.7% 41.7% 41.7% 25% 13% Yellow The (s) 4,0 3.7 3.7 4.0 4.0 4.0 4.0 3.7 All -Red Time (s), 2.0 2.0 2.0 2.0 2.0 2 0 2.0 2-0 Lost Tine Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lcst Time (s) 6.0 5.7 5.7 6.0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes YBs Yes Yes Yes Yes Recall Mode None done None C-Min C-Min C-Min None None Intersection Summary Cycle Length: 120 Actuated Cycle Length. 120 Offset: 87 (73%), Referenced to phase 2:S13TL. and 6:NBT, Start of Green Natural Cycle: 125 Control Type. Actuated -Coordinated St flits and Phases 17 NE 2nd Avenue & NE 51st Street (S 11.7 774 e; -16 1I7 YIr T a2 (R} 17 n3 :16 14 15s 50s 1 25s I 3r3 s { 16 e5 = 6 T 17 14 to60 15s 50s K: FTL_TPTQk04375200O - Design PIace1CaIcs6Synchroi,Exisling AM.syn HCNI Signalized Intersection Capacity Analysis 17: NE 2nd Avenue & NE 51st Street (S) Movement EEL 33R NBL NET SET SBR Lane Configurations 4 ri' '1 f r Traffic Volume (vph) 25 42 16 262 850 77 Future Volume (vph) 25 42 16 282 8510 77 Ideal Flaw (vphpl) 1900 1900 1900 1900 1900 1900 Total Lcst time (s) 6.0 5,7 5.7 6,0 6.0 6.0 Lane Uti1, Factor 1.00 1.00 1,00 1.40 1.00 1.00 Frpb, pod/bikes 1.60 0.95 1.00 1,00 1.00 0.97 Flpb, pedlbikes 1..00 1.00 1.00 1,00 1.00 1,00 Frt 1,C0 0.85 1.00 1,00 1.00 0.85 Fit Protected 0.95 1.00 0.95 1_00 1.00 1.00 Satd. Raw (prat) 1770 1512 177D 1863 1863 1537 Fit Permitted 0.95 1.00 0,17 1.O0 1.OD 1.00 Said. Flow (perm) 1770 1512 320 1863 1863 1537 Existing Conditions A.M. Pak Hour Peak -hour factor. PHF 0.95 0.96 0_96 0.96 0.96 0.98 Adj. Flow (vph) 26 44 17 294 885 80 RTOR Reduction (vph) 1) 39 0 0 d 2 Lane Group Flow (vph) 26 5 17 294 885 78 Confl. Pods. (#1hr) 2 15 11 11 Conti_ 8 kes t# hr) 8 Tum Type Pmt pm+ov pm+pt NA NA Perm Protected Phases 3 1 1 6 2 Permitted Phases 3 6 2 Actuated Green, G (s) 9.0 13,2 01.3 77,1 76.0 76,0 Effective Green, g (s) 9,0 13.2 81.3 77,1 76.0 76.0 Actuated got Raffia O.013 0.11 0,68 0.64 0.63 0_63 Clearance Time (s) 6.D 5.7 5,7 6.0 6,0 6.0 Vehicle Extension s 2.5 2.0 2.0 1.0 1.0 1.0 Lane Grp Cap (vph) 132 186 267 1195 1179 973 ors Ratio Prot c0.01 4.00 c0.0O 0.16 c0.48 vrs Relic Perm 0,00 0.04 0.05 vtc Ratio 0.20 0.03 0.06 0.25 0.75 03BS Uniform Delay, d1 52.1 47.7 12.4 9.1 15.4 8.5 Progression Factor 1.00 1.00 1.00 1.00 0,20 0.23 Incremental Delay, d2 0.5 0,0 0.0 0.5 3.1 0.1 Delay (s 52.5 47.7 12.4 9.6 6.1 2.1 Level at Service DJ 6 A A A Approach Delay (s) 49,5 93 5,8 ,Approach LOS 0 A A Intersecton Summary fiCM 2000 Contra] Delay 9,0 HCM 2000 Level of Service A 111CM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 124,0 Sum of lost time (s) 23.7 Intersection Capacity Utilization 64.5% ;CU Level of Service C Analysis period (min) 15 c Critical Lane Gimp K,fTL_TPTOW43752000 - Design PlacetCalcsiSynchre xisting AM.sy+n Timings Exjsting Conditions 18: Biscayne Boulevard & NE 50th Terrace A.M. Peak Hour t Lane Group WBL NET SBL SBT Lane Configurations If 1 t 1 + TrafI c Volume (*NI 10/ 802 36 1737 Future Volume (vph) 107 802 36 1737 Turn. Type Perrn NA Perm NA Protected Phases 6 2 Permitted Phases 4 2 Detector Phase 4 6 2 2 Switch Phase Minimum (s) 7.0 14.0 14.0 14.0 Minimum Split (s) 29.5 20.0 20.0 20.0 Total Split (5) 48.0 1020 102.0 102.0 Total Split{%} 32.0% 66.0% 68.0% 66,C' Yellow Tinne (s) 4.0 4.0 4.0 4.0 All -Red `flme (s) 2.5 2,0 2.0 2.0 Lost Tine Ace)ust (s) 0,0 0,0 0.0 0,0 Total Lost Time (s) 6.5 6.0 6.0 6,0 Lead/Lag Lead -Lag Optimize? Recall Mode I4oie C-Min C-Min C-Min Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 33 (22%), Referenced to phase 2:SBTL and 6:NBT, Start of Green Natural Cycle; 80 Control Type: Actuated -Coordinated SoILts ald Phases: 18: Biscayne Boulevard & NE 50th Terrace If 4 cam 04 2 s 1 4a s I IN s 1 14:4FTL_TPTO1043752&00 - Design P1ace1Calcs\Synchro\Existing AM.syn HCM Signalized Intersection Capacity Analysis 18; Biscayne Boulevard & NE 50th Terrace Existing Conditions A,M. Peak Hour Movement WBL WBR MST NBR SBL SBT Lane Gprifigurations 1Yr 1Ilb li ++ Traffic Uolurne (vph) 107 15 802 31 36 1737 Future Volume (vph) 107 15 802 31 36 1737 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Last time (s) 6.5 6,0 6.0 6.0 Lane Util. Factor 1.00 0.95 1_00 0.95 Frpb, pedlbikes 1.00 1.00 1.00 1,00 Flpb, peciltrikes 1.00 1,00 1.00 1.DD Fri 0.98 0.99 1.00 1.09 Fit Protected 0.96 1.00 0.95 1.0D Satd. FIaw (pr t) 1750 3516 1769 3539 Flt Pemtitted 0,96 1,00 0,31 1.00 Satd. Flow (perm) 1750 3516 585 3539 Peak -hour factor, PHF 0.95 0.95 0,95 0.95 0.95 0.95 Adj. Flow (vph) 113 16 844 33 38 1 628 RTOR Reduction (vph) 4 0 1 0 D 0 Lane Group Flow (vph) 125 0 876 0 38 1828 Confl. Pads. (#Thr) 4 2 2 Confl. Bikes (#khr) 3 Turn Type Perm NA Perm NA Protected Phases 5 2 Permitted Phases 4 2 Actuated Green, G (s) 15.6 121.9 121.9 121.E Etleotive Green, g (s) 15.6 121..9 121.9 121.9 Actuated giC Ratio 0.10 0.81 0,81 0.81 Clearance Time (sj 6.5 6.0 6.0 6.0 Vehicle Extension (s) 2.5 1.0 1.0 1.0 Lane Grp Cap (vph) 182 2857 475 257E vls Ratio Prot 0.25 c0.52 vls Ratio Perrn a0,07 g.06 vie Ratio 0,6B 0.31 0_08 0.64 Uniform Delay, di 64.5 3.5 2.8 5,4 Progression Factor 1.03 1.00 1,09 0.65 Incremeptal Delay, d2 9.3 0.3 0.3 0.8 Delay (s) 74.2 3.8 3.3 4,4 Level of Service E A A A Approach Delay (s) 74.2 3.8 4.4 Approach LOS E A A Intersectlorti Summary HCM 2000 Cantrnl Delay 7.3 ECM 2000 Level of Service A FfCM 2000 Volume to Capacity relic 0.84 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 66.9% lCt! Level of Service C Analysis Period (min) 15 c Critical Lane Group K1FTL._TPTO 043752000 - Design PIaceliCalcs4Synchr0t=xtsting AM.syn Timings Existing Conditions 19: North Miami Avenue & NW 46th Street/NE 46th Street A.M, Peak Hoar I - t I, Lane Group EBL EST WSL WBT NBL WIT F.f3L SST Lane Configurations . 4, +t Traffic Volume (vph) 54 66 13 29 17 324 23 905 Future Volume (vph) 54 66 13 29 17 324 23 905 Turn Type Perm NA Pemi NA Perm NAPerm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7,0 7.0 Minimum Split (s) 29,3 29.3 29.3 29.3 23.4 23.4 23.4 23.4 Total Split (s) 32.0 32.0 32.0 32.0 48.0 48.0 48.0 48.0 Total Split (%) 40.0% 40.0% 40.0% 40.0% 6O.1% 60.0% 60,0]% 60,O% Yellow Time (s) 4,0 4.0 4.0 4.0 4,4 4,4 4.4 4.4 All -Red Time (s) 2.3 2.3 2.3 2.3 2.0 2.0 2.0 2,0 Lost Time Adjust (s) 0 0 0,0 0.0 0,0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6,4 6.4 6.4 6.4 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min GMin C-Min Intersection Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset B on), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated Splits and Phases: 19: North Komi Avenue & NW 46th StreetlNE 46th Street 06 ( ) -a s K:tFTL_TPTCI 3752O0O - Design Placel,Calcs\SynchrtExisting AM,syn HCM 2010 Signalized intersection Summary 19: North Miami Avenue & NW 46th Street'NE 46th Street Existing Conditions A.tv1, Peak Flour t 7 i Movement EBL EBT EEIR Lane Configurations +4 1 f, 11 +T Traffic Volume fuehihj 54 06 36 13 29 10 17 324 11 23 905 36 Future Volume (vehlh) 54 66 36 13 29 10 17 324 11 23 905 36 Number 3 B 18 7 4 14 1 6 16 5 2 12 Initial Q (01b), veh 0 0 0 D 0 0 0 0 0 0 0 0 Ped-Bike Adj(AjbT) 1.00 1.00 1.00 0.95 1.00 1.00 1.00 0.9,9 Parking Bus, Adj 1.00 1.00 1. D4 1. 00 1.00 1. 00 1.00 1.00 1,00 1,00 1.00 1.00 Adj Sat Flaw, velhlhlln 1900 1553 19{]0 19011 1663 1900 1863 1563 1900 1863 1663 1900 Adj Flow Rate, vehT11 56 68 37 13 30 10 18 334 11 24 933 37 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.97 0.97 0.97 0,97 0,97 0.97 0,97 0.97 0.97 0.97 0,97 C.97 Perrrent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehfh 122 109 51 B8 161 45 482 2468 81 810 2447 97 Arrive C7n Green 0.14 0.14 0.14 0.14 0.14 0.14 0.94 0.94 0,94 0,94 0.94 0,94 Sat Flow, vehih 450 805 374 234 11 331 577 3497 115 1029 3467 137 Grp Volume(v), vehdh 1E1 0 0 53 0 0 18 169 176 24 476 494 Grp Sat Flow(s),vehliin 1629 0 0 1753 0 0 577 1770 1842 1029 1770 18.35 01 Serve(g_s). s 5.4 0.0 0.0 0,0 0.0 0.0 13.2 0,5 0.5 0.1 2.1 2.1 Cycle Q Clear{g_cj, s 7.5 0.0 0.0 2.1 0.0 0.0 2.3 0.5 0.5 0.7 2.1 2.1 Prop In Lane 0.35 0.23 0.25 0.19 1.00 0.06 1.00 0.07 Lane Gn Cap(c), vehIh 281 0 0 293 0 0 482 1249 13000 810 1249 1295 WC Ratio(X) 0.57 0.00 0.00 0.15 0,00 0.00 O.G4 0.14 0.14 0.03 0.38 0.38 Avail Caa(c a), vehlh 577 0 0 595 0 0 482 1249 1300 610 1249 1Z95 HCM Platoon RatTti 1 CO 1_00 1.00 1.CC 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 0,00 1.00 0.00 0.00 1.00 1,00 1,00 0,49 0.49 0.49 Uniform Delay (d). SJvel7 33.1 0.0 0.0 30,8 0.0 0,0 0.9 0.7 0.7 0.6 0.6 0.6 lncr Delay (d2), slveh 1.4 0.0 0.0 0.2 0.0 0.0 0.1 0,2 0.2 0.0 0.4 d.4 Initial Q Deley1d3).sNeh 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %lie BackOfQ(5096),vehiln 3.5 0.0 0.0 1.1 0.0 0.0 0.1 0.3 0.3 0.0 1.0 1.1 LnGrp Delay{d).s/veh 34.4 0.0 0.0 31.0 .0,0 0.0 1.0 1.0 1.0 0.8 1.2 1.2 LnGrp LOS C A A A A A A Approach Vol, vehih 161 53 363 994 Approach Delay, sJveh 34,4 31.0 1.0 1.2 Approach LOS C C A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 62.9 17.1 62,9 17.1 Change period (Y+Rc), s 6,4 " 6.3 6.4 " 6.3 Max Green Setting (Gmax), s 41.6 ' 26 41.6 `26 Max Q Clear Time (g_c+I1), s 4.1 4.1 4.3 9.5 Green Ext Time (p_c), s 3,3 1.0 3.3 0.9 lntersecton Summary WBL WRT WBR NBL NBT NBR SBL SBT SIN HCM 2010 Ctrl Delay HCM 2010 LOS Notes 5.6 A K.tETL_TPTO1043752000- Design PIacaiGaicslSynchro\Existing AM.syn Timings Existing Conditions 20: NE 2nd Avenue & NE 39th Street A.M. Peak Hour Lane Group EBL EBT 10,5L 4VBT NHL NBT SHL HT Lane Configurations 4,4 Traffic Volurne (vph) 2 76 94 244 8 152 106 462 Future Volume (vph) 2 76 94 244 8 152 106 462 Tum Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 8 0 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split {s) 23.0 23.0 23.0 23,4 23.0 23,0 23,0 23.0 Total Split (s) 550.0 50.0 50.0 50.0 30.0 30.0 30,6 30.0 Total Split (%) 62,5% B2.5% 62,5% 62.5% 37.5°% 37.5% 37.5% 37.5% etlow Time (s) 4.0 4.0 4.0 4.0 4.0 4,0 4,0 4.0 All -Red lime (s) 2.0 2_0 0,2 0.2 2.0 2.0 2.0 2.0 Lust Time Adjust (s) 0.0 0.0 D.0 0.0 Total Lost Time (s) 6.0 4.2 6,0 6.0 LeadJLag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-fin C-Min Intersection Summary Cycle Length: 80 Actuated Cycle Length: BD Offset:17 (21%), Referenced to phase 2:SBTL and 6:NETL, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Splits and Phases' 20: NE tend Avenue & NE 39th Street I"' v2 .4- p- 3U s I SO S t I t1609 30s SO L • I[:\FTLjPT01043752000 Design PlacetiCalcslSynchr Existing AM,syn RCM 2010 Signalized Intersection Summary Existing Conditions 20: NE 2nd Avenue & NE 39th Street A.M, Peak Hour Movement EBL EBT EER WEL WBT UUBR N3L NBT NBR SOL SOT SBR Lane Configurations 4110. Traffic Volume (veh/h) 2 76 23 94 244 55 6 152 69 106 462 11 Future Volume (vetlfh) 2 76 23 94 244 56 8 152 69 106 462 11 Number 3 8 18 7 4 14 1 6 16 6 2 12 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-5 ke Adj(A_pbT) 1.0(} 0.99 0.99 0.99 1.00 0.99 100 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow. vehtiin 1900 186.1 1900 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Row Rate, veh/h 2 77 23 95 246 57 B 154 70 107 467 11 AdJ No of Lanes 0 1 0 D 1 0 0 1 0 0 2 0 Peak ROUT Factor 0.09 0.99 0.99 0.09 0.99 D.99 0.99 0.99 0.99 0.99 0.99 0,99 Percent Heavy's+eh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vch/h 48 388 114 148 311 67 57 661 299 358 1496 35 Arrive On Green 0.28 0.28 0,28 0,28 0.28 0.28 0,75 0.75 0.75 0,75 0.75 0.75 Sat Flow, +rehTh 7 1374 402 327 1102 239 19 1200 527 522 2635 62 Grp Volunio(v), vehlh 102 0 0 398 0 0 2:32 0 0 287 0 298 Grp Sat Flowist,vehttifin 1753 0 0 1666 D 0 1745 0 0 1537 0 1662 Q Serveig_s), s 0.0 0.0 0.0 14.2 0,0 0.0 0.0 0,0 0.0 0.6 0,0 4.5 Cycle Q Clear(g_ ), s 3.5 0,0 0,0 17.9 0.0 0.0 2.1 0,0 0.0 3.9 0.0 4.5 Prop In Lane 0.02 0_23 0,24 0.14 0.03 0.30 0.37 0.04 Lane Grp Cap{c}, vehlh 549 0 0 527 0 0 1037 0 0 934 0 955 V/C Ratio(X) 0.19 0.00 0,00 0,76 0.00 0.00 0.22 0.00 0.00 0.31 0.00 0.31 Avail Cap(c_a), vonih 1021 0 0 1003 0 0 1037 0 0 934 0 965 HCM Platoon Ratio 1.00 1.0D 1.00 1.00 1.00 1.00 1,33 1.33 1.33 1.33 1.33 1,33 Upstream RIter(I) 1.00 0,00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), slveh 21.8 0.0 0.0 26.9 0.0 0.0 4.6 0.0 0.0 4.7 0.0 4.8 lncr Delay (62), si'veh 0.1 0.0 0.0 17 0.0 0.0 0.5 0.0 0.0 0.9 0.0 0.9 Initial Q Delay(d3),sr'veh 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0,0 0,D 0.0 0,0 D.0 %ile BackOfQ.(5Q9+k),veh/ln 1.7 0.0 0.0 8.5 0.0 0.0 1.6 0.0 0.0 21 0,0 2.2 LnGrp aelay(d},s/veh 22.0 0.0 0.0 28.5 0.0 0.0 5,1 0.0 0.0 5.6 0.0 5.7 LnGrp LOOS C C _ A A A Approach Vol, vehrh 102 398 232 585 Approach Delay, shell 22.0 28,5 5.1 5.6 Approac1 LOS C C A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+ f+Rc), s 51.4 28,6 51.4 28,5 Change Period (Y+Rc), s 6.0 `6 5,0 6.0 Max Green Setting (Gmax), s 24_0 .46 24.0 44,0 Max Q Clear Time (g c+I1), s 5.5 19.9 5,1 5.5 Green Ext Time (pc}, s 1.8 2.7 1.8 2.8 Intersection Summary FICM 2010 Gtri Delay 13.7 HCM2010LOS 11 Notes K.IFTL_TPTCA043752000- Design' 1ace'iCalcs1Synchra\Existifig AM.syn P.M. Peak Hour Timings Existing Conditions 1: NW 6th Avenue/ -05 SB Off -Ramp & NW 62nd Street P.M Peak Hour Lana Group EBT WBL WY S0_ SS1 Lane Configurations 1 * ft 11 I Traffic Volume (vph) 622 275 653 213 195 Future Volume (r+ph) 622 275 653 213 196 Turn Type NA pm+pl NA Split NA Protected Phases 6 5 2 8 €3 Permitted Phases 2 Detector Phase 6 5 2 8 8 Switch Phase Minimur-i Initial.(s) 16.0 5,0 16,0 7 0 7.0 Minimum Split (s) 25.0 11.0 25,0 25.0 25,0 Total Split (s) 39.0 26.0 65.0 40.0 40.0 Total Split(%) 37.1% 24.6% 51.9% 33.1% 38,1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2,0 2,0 2,0 2.0 2.0 Lost Tine Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Tirne (s) 6.0 6.0 6,0 6.0 6.0 LeadlLag Lag Lead Lead -Lag Optimize? Yes Yes Recall Node C-Min None C-Min None None Intersoclion Summary Cycle Length: 105 Actuatec Cycle Length: 105 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBT, Sian of Greg, Natural Cycle: 65 Control -ype: Actuated-Coordlnatec Sits and Phases: 1: h!W 6tii Avenueil-95 3B Off -Ramp & NW 62nd Street 4- 02 (R) 65 s sea 5 es KAFTL_TFTO\043752000- Design Place\GaldiSprrchrolf=xisting PM.syn HCM 2010 Signalized Intersection Summary Existing Conditions 1: NW 6th Avenue11-95 Sty Off -Ramp $ NW 62nd Street P.M. Peak Hour t e \ g Movement EBL EBT EER YVBL WET WBR NBL NET NBR SBL SST SBFt Lane Configurations tit 1 ft II Ti, Traffic Volume (ve ni 0 622 265 275 653 0 0 0 0 213 196 255 Future Volume (vehlh) 0 622 265 275 653 0 0 0 0 213 196 255 Number 1 6 16 5 2 12 3 6 18 Initial Q (tab), lien 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A-pbT) 1.00 0.9B 1.00 1.00 1.00 1,00 Parking Bus, Adj 1,00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 Adi Sat Flow, vehlhlln 0 1863 1900 1863 1363 0 1863 1863 1900 Adj Flow Rale, vehlh 0 641 273 284 673 0 220 202 263 Adj No. of Lanes 0 2 0 1 2 0 1 1 0 Peak Hour Factor 0.97 0.97 0,97 097 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap, vein 0 1012 421 409 2082 0 528 219 284 Arrive On Green 0.00 0.56 0.56 0.15 0,78 0.00 0.30 0.30 0.30 Sat Flow, venni 0 2493 1022 1774 2632 0 1774 735 957 Grp Volume(v), vehlh 0 473 441 284 573 0 220 0 465 Grp Sal FlowN,veh/hfIn 0 1770 1052 1774 1774 0 1774 0 1692 Q Serve(g_s), s 0.0 19.1 19.1 9.2 5.8 0.0 10.4 0.CI 28.0 Cycle Q Clear(gc4, s C.0 19.1 19.1 9.2 5.8 0.0 10.4 0.0 28.0 Prop In Lane 0.00 0.62 1.00 0.00 1,00 0.57 Lane Grp Cap(c)i, vehlh 0 746 697 409 2082 0 528 0 503 VC Ra io(X) 0.00 0,63 0.63 0.69 0.32 0.00 0,42 0.00 0.92 Avail Cap(c_a), vehlh 0 746 697 552 2082 0 574 0 548 HCM Platoon Ratio 1.00 1,33 1,33 1,33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1,00 0.45 0.45 0.00 1,00 0.00 1,00 Uniform Delay (d), slveh C.0 17.5 17.6 15.9 5.3 0.0 29,6 0.0 35.7 Incr Delay (d2), slveh 0.0 4.1 4.4 0.5 0.2 0.0 0.4 0.0 20,4 Initial t3 Delay{d3),slveti C.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Me Back0fQ(50%),vehiln C.0 10.1 9.5 4.5 2.6 0.0 5.2 0.0 15.9 LnGrp Deley(d),stveh 0.0 21.6 21.9 16.3 5.5 0.0 30,0 0.0 50.2 LnGrp LDS C C E3 A C E Approach Vol, vehlh 914 9E7 685 Approach Delay, sivei 21.7 B.7 47.6 Approach LOS C A 0 Timer 1 2 3 4 5 6 7 8 Assigned Ptrs 2 5 6 8 Phs Duration (G4'Y+Rc), s 67.a 17.5 50.3 37.2 change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 59.0 20.0 33.0 34.0 Max. Q 0leer Time (g_c-H1), s 7.8 11.2 21.1 30.0 Green Ext Time (p_c}, s 4.7 0,3 3,7 1.3 lrersection Summary HCIA 2010 Ctrl Delay 23.8 HCM 2010 LOS C K_lFTL_TPTD1043752000 - Design PlacelCalcslSyneh o\Exisiing PM,syn Timings Existing Conditions 2: NW 6th Avenue/NW 5th Court & NW 62nd Street P.M. Peak Hour Lane Group EBL EBT W3T I�OBT Lane Canflgurations ft 1 4 Traffic ',volume (vph) 248 489 589 48 Future Volume (vph) 246 4; 569 433 Tum Type prn+pt NA NIA NA Protected Phases 1 6 2 4 Permitted Phases 6 Detector Phase 1 5 2 4 Switch Phase Minimum initial (s) 5.0 7.0 7.0 7.0 Minimurn Split (s) 11,D 20.0 20.0 30.0 Total Split (s) 20.0 67,0 47.0 38 0 Total Split (%) 19.0% 63.8% 44.8% 36.2% Yellow Time (s) 4.0 4.0 4,0 4 0 Atl-Red Time (s) 2.0 2.0 2.0 2 0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recto Mode l arle C-Min C-Min None Jntersaction Summary Cycle Length; 105 Actuated Cycle Length' 105 Offset: 29 (28%), Referenced to phase 2;WWT and 6.El3TL, Start of Green Natural Cycle: 70 Control -ype; Actuated-Coordinatec Splits and Phases; 2; NW 6th Avenue/NW 5th Court & NW 62nd Street a1 v2 (R) 4 20s 47s i 38s (R) ! 7_s 1K:1FTL_TPTOC,043752000 - Design PlaeelCaic8lSynchroExisttrg PM.syn HCM 2010 Signalized Intersection Summary Existing Conditions 2: NW 6th AvenueINW 5th Court & NW 62nd Street P.M, Peak Hour -b. NI, c4 & t `►4,1 Movement EBL EBT EBR WBL WET WBR h1BL NBT NBR SBL SET SBR Lane Configurations Vi'P ft 414 Traffic Volume (vehrh) 248 489 0 0 569 167 417 438 356 0 0 0 Future Volume (vehlh). 248 489 0 0 569 167 417 438 355 0 0 0 Nurnher 1 6 16 5 2 12 7 4 14 Initial G (Qh}, veh 0 0 0 0 0 0 0 0 0 Pod -Bike Adj(A_pbT) 1.00 1.00 1,00 0,92 1.00 0,98 Parking Bus, A.d} 1.0(1 1.00 1.1}0 1.00 1.00 1.00 1.00 1 00 1.00 Adj Sat Flow, vehfhfln 1863 1863 0 0 1553 1900 1900 1863 1900 Adj Flow Rate, vent 258 509 0 0 593 174 L34 456 371 Adj No. of Lanes 1 2 0 0 2 0 0 2 0 Peak Hour Factor 0.96 0.96 0.96 0,96 0,96 0.96 0.96 0.96 0.95 Percent Heavy Veh, % 2 2 0 0 2 2 0 2 0 Cap, vehlh 444 2056 0 0 1122 328 348 381 325 Arrive On Green 0.13 0.77 0.00 0,00 0.56 0,56 0.30 0.30 0.30 Sat Flow, veh+17 1774 3632 0 0 2739 774 1143 1250 1066 Grp Volume(v),, vehTh 258 509 0 0 396 371 686 0 575 Grp Sal Flovr(s),vehlhJIn 1774 1770 0 0 1770 1650 1806 0 1653 Q Serve(r_s), s 6.3 4.2 0.0 0,0 14.6 14.7 32.0 0.0 32,0 Cycle 0 Clear(g_c), s 8.3 4.2 0,0 0.0 14.6 14.7 32.0 0.0 32,0 Prop In Lane 1.00 0.00 0.00 0,47 0.63 0.64 Lane Gip Gap(c), With 444 2056 0 0 750 699 550 0 504 V/C Raio(X) 0.56 0,25 0_00 0.00 0_53 0.53 1.25 0.00 1.14 Avail Cap(c_a), vehlh 503 2056 0 0 750 699 550 0 504 HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstrean Filter(I) 0.75 0,75 0.00 0.00 0.95 0.95 1.00 0.00 1.00 Uniform Delay (d), slveh 14.4 5.5 0.0 0.0 16A 16.4 36.5 0.0 36.5 her Delay (d2), slvefi 4,4 0.2 0,0 0.0 2.5 2,7 125,4 0,0 85.5 Initial 0 Delay(d3},sfveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %fife BackOfQ(50%),uehlln 4.0 2.1 0.0 0.0 7.5 7.1 35.1 0.0 26.5 LnGrp Delay(d},sfveh 14.8 5,7 0,0 0,0 18,9 19,1 161.9 0,0 122.0 LnGrp LOS 9 A B B F F Approach Vol, vehlh 767 767 1261 Approach Delay, slveh $.8 19.0 143.6 Approach LOS A 13 F Timer 1 2 3 4 5 7 8 Assigned Nis 1 2 4 Phs Duration (G+Y+Rc), s 16.5 50.5 38.0 Change Period (Y+-Rc), s 6.0 6_0 6.0 Max Green Setting (Grnax). s 14.0 41.0 32.0 Max Q :fear Time (g_c+11), s 1,0_3 16.7 34.0 Green Ext Time (p_c), s E1 3.4 0.0 Intersection Summary 6 67.0 6.0 61,0 6.2 3.5 HCM 2010 Ctrl Delay 72,4 HCM 2010 LOS E K:IFTL_TPTOt043752000 - Design PIaco\Calcs3Synchra\Existing PM.syn Timings Existing Conditions 3: NW 2nd Avenue & NW 62nd Street/NE 62nd Street P.M Peak Hour Lane Group EBL EST +NBL WBT NBL NBT NBR SBL SBT SBR Lane Configurations In. 'i •ti Ti 1' 1 > t r Traffic Volume (vph) 134 660 70 524 148 430 60 25 159 90 Future Volume (vph) 134 660 70 524 148 430 60 25 159 90 Turn Type pm+pt NA pin+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 4 8 B Detector Phase 1 6 5 2 7 4 4 3 8 B Switch Phase Minimun Initial (s) 5.0 7.0 5.0 7.0 5.0 7.0 7.0 5.0 7.0 7.0 Minimum Split (s) 10.7 25,0 10,7 25,0 10,7 25,0 25.0 10,7 25,0 25.0 Total Split (s) 18.0 72.0 18.0 72.0 18.0 42.0 42.0 18.0 42,0 42.0 Total Split (%) 12.0% 4a.0 4 12.0% 45.0% 12.0% 28,0% 25,0'% 12.0% 25.0% 28.0r6 Yellow Time (s) 3.7 4.0 3.7 4.0 3.7 4.0 4.0 3.7 4.0 4.0 All Red Time (s) 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s). 5,7 6.0 5.7 6.0 5.7 6.0 6.0 5.7 6.0 6,0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None C-Min None C,Min None None None None None None Intersecfsan Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset. 16 (11 %), Referenced to phase 2:WTI_ and 6:EBTL, Start of Green Natural Cycle 75 Control Type: Actuated -Coordinated S+lits and Phases: 3: NW 2nd Avenue & NW 62nd StreeWNE 62nd Street p i 02 0t1 03 13 s 72 s L3 s 11/ qS 1.3a I 172s I 1 I 1142s *115 36 t_Rj \ 01 t4 2s K:1FTL_TPTCA043752000 - Design PlacelCaldMSynchrolExisting PM.syr7 HCM 2010 Signalized Intersection Summary Existing Conditions 3r NW 2nd Avenue & NW 62nd Street/NE 32nd Street P.M. Peak Hour t Movenent EBL EEtT EER WBL WBT WBR NBL NBT NBR SBL SST SBR Lane Configurations 1 +I. 'i 114 1` Traffic Volume- (ve*lhi j 134 660 145 70 524 35 148 430 60 25 159 90 future Volume (vehlh) 134 660 145 70 524 35 148 430 BO 25 159 90 Numbr 1 6 16 5 2 12 7 4 14 3 8 18 Initial 0 (Qla), veh 0 0 0 0 0 0 0 0 0 0 40 Ped-Bike Adj(A_pbT) 1.00 0.08 1.30 0,96 100 0.97 1.00 0,97 Parking Bus, AO 1.00 1.00 1.00 1,00 1.00 1,00 1.04 1,00 1.00 1.44 1.90 1,04 Aaj Sat Flow, vehlhiln 1863 1863 1900 1853 1863 1900 1863 1863 1863 1863 1863 1863 AO Flow Rate, vehfh 140 688 151 73 546 36 154 448 62 26 166 94 Adj No. of Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Peak Hour Factor 0 96 0 96 6.96 0.96 0.96 0.96 0.96 0.96 D.96 C.96 0.96 0.96 Percent Heavy Veh, n% 2 2 2 2 2 2 2 2 2 2 2 2 Cap.vehfh 526 1582 347 4002 1789 118 304 447 370 87 335 277 Arrive On Green 0,07 0.73 0.73 0.04 0,71 0.71 0.08 0.24 0.24 C,02 6_18 0_18 Sat Flow,vehlh 1774 2874 630 1774 3362 221 1774 1663 1542 1774 1863 1540 Grp Volume(v), 140 423 416 73 287 295 154 448 62 26 166 94 3rp Set Flvw{s),v+ehlhiln 1774 1770 1735 1774 1770 1814 1774 1863 1542 1774 1863 1540 Serve(g_s), s 5.4 14.1 14.1 2.8 9.1 9.1 1 a.3 36.0 4.8 1.8 12.0 8.0 Cycle Q. Clear(g_c), s 5,4 14,1 14,1 2.8 9.1 9.1 13.3 36_I1 4.8 1.8 12,0 8.0 Prep In Lane 1.00 0.36 1,00 0.12 1.00 1.00 1.00 1.00 Lane Grp Cap(c),vehlh 526 974 956 402 942 965 304 447 370 87 335 277 VJC i 4o(X) 0.27 0.43 0.44 0,18 0.30 0.31 0.51 1.00 0.17 G.30 0.49 0.34 Avail Cap{c_a), vehlh 583 974 955 491 942 965 304 447 370 193 447 370 HCM Platoon Ratio 1,33 1.33 1.33 1,33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Fitter(1) 0.96 0.96 0.96 0,61 0.61 0.61 1.00 1.000 1.00 1.00 1.00 1.000 Uniform Delay (d), slveh 14.3 10.9 10,9 15.2 11.6 11,6 43.9 57,0 45.1 50.9 55,4 53.7 Incr Delay (d2). sfveh 0.1 1.4 1.4 0.0 0.5 0.5 0.5 43.1 0.2 0.7 0.8 0.5 lni6al C Delay(d3).slveth 0.0 0.0 10 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 %He Back[ fQ(5i ),vehlln 2,6 7,2 7,1 1.4 4,5 4.7 5.1 23.9 2.0 0.9 6 3 3.4 LriGrp Delay(d),sfveh 14.4 12.3 12.3 16.3 12.1 12.1 44,4 100.1 45,3 51.6 56,2 54.2 LnGrp LOS BBBR BEID F 00 E D Approach Vol, vehlh 979 655 664 286 Approach Delay, slveh 12.6 12.4 82.1 55,1 Approach LOS 6 B F E Timer 1 2 3 4 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+(+lam), s 13.2 65.8 9,0 42,0 10.5 88.5 18.0 33.0 Change Period V+Rc), s *5 7 6.0 ' 5.7 6,0 * 5.7 6,0 `5,7 6.0 Max Green Setting (Gmaxj, s ' 12 66.0 *12 36.0 '12 66.0 ' 12 36.0 Max 4 Clear Time (g,c+11), s 7.4 11.1 3,8 38.0 4.8 16.1 12_3 14.0 Green i:xt Time (P.c). s 0.1 3,5 0,0 0.0 0,0 3.5 3.0 3.6 Intersection Sumirtary HCM 2010 Ctri Delay HCM 2010 LOS Notes 35.1 a K:1FTL_TPTC1043752000 - Design Place\CalcslSynchri}IExisttrig PM,syn Timings Existing Conditions 4: NE 2nd Avenue & NE 62nd Street & NE 61st Street P.M_ Peak Hour t 4 Lane Group EBL2 EBT EBR NBL SBL SBT SWL S4NR Lane Configurations ' 't`` r 41, 41. try Traffic 'Volume (vph) 143 245 121 84 700 59 313 47 282 Future Volume (vph) 143 245 121 84 700 59 313 47 282 Turn Tyne prn+pt NA Perm Perm NA Perm NA pm+pt Perm Protected Phases 3 8 6 2 7 Permitted Phases 8 8 6 2 4 4 Detector Phase 3 8 8 6 6 2 2 7 4 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 7.0 7.0 7.0 7.0 6,0 7.0 Minimum Spilt (s) 10.7 25.0 25,0 41.0 41.0 41.0 41,0 10,7 25,0 Toil Spill (sj 20.0 35.0 35.0 65.0 65.0 65.0 65.0 20.0 35.0 Total Split (%) 16.7% 29,2% 29.2% 54,2% 54,2% 54.2% 54.2% 15.7% 29.2% Yellow Time (s) 3.7 4.0 4.0 4.0 4.D 4.0 4.0 3.7 4,0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 6,0 6.0 6.0 6.0 5.7 6.0 LeadlLag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Node None None None 0-Min C-Min C-Min C-Nfn None None Intersection Summary Cycle Length: 120 Actuated Cycle Length' 120 Offset: e7 (73°,G), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 80 Control Type; Actuated -Coordinated Splits and Phases: 4: NE 2nd Avenue & NE 62nd Street & NE 61st Street 55s 1 t06 Ci) 65s ZO s 1 07 :355 04 1 2P;` I 353 I ■ K:iFTL_ T PTC1043752000 - Design PlacelCalcslSyrnchro\Existing PM,syn HCM Signalized Intersection Capacity Analysis Existing Conditions 4. NE 2nd Avenue & NE 62nd Street & NE 51st Street P.M. Peak Hour Movement Lane Configurations Traffic Volume (vph) Future Volume (von) Ideal Flaw (uphpI) Total Last time (s) Lane Ulil. Factor Frpb, pedibikes Flpb, pedibikes Frt Fit Protected Satd. Flow (prat) Fit Pe pitted 5atd_ Flaw (perm) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Conti, Pads, (#/hr) Conti. Bikes (#Jhr) E8L2 143 143 1900 5.7 1.00 1.00 0.98 1.00 0.95 1738 0.95 1736 0.94 152 0 152 10 EBT EBR NBL NBT NBR2 S8L SB+ SEW T 245 121 64 245 121 84 1900 1900 1900 6.0 6.0 0.95 1.00 1.00 0.98 1.00 1,00 1.00 0.85 1.00 1.00 3539 1556 1.00 1.00 3539 1556 0.94 0.94 0,94 261 129 89 0 102 0 261 27 0 3 14 Itto. 700 700 1900 6.0 0.95 1.00 1.00 0,99 0.99 3495 0.81 2849 0.94 745 32 833 29 29 1900 0,94 31 0 0 21 4 59 59 1900 4.94 63 0 0 21 4, 313 313 1900 6.0 0.95 0.99 1.00 0.96 0.99 3356 0.75 2519 0.94 333 23 512 131 131 1900 0.94 139 0 0 14 4/ SAL SVIR rr 47 282 47 282 1900 1940 5.7 6,0 1.00 GM 1.00 1.00 0.99 1.00 1,00 0.85 C.95 1.00 1760 2787 C.95 1.00 1760 2787 0.94 0.94 50 300 0 0 50 300 3 Turn Type pm pt NA Perm Perris Protected Phases 3 8 Permitted Phases 8 6 6 Actuated Green, G (s) 36.6 25.0 25.0 Effective. Green, g (s) 36 6 25.0 25,0 Aatuatrd g/C Ratio 0.31 0.21 0.21 Clearance Time (s) 5.7 6.0 6.0 Vehicle Extension (s) 2.0 2.5 2.5 Lane Grp Cap {vpb) 530 737 324 vis Ratio Prof ct7_D3 0.07 vis Ratio Perm 0.08 0.02 vfc Ratio oz 0.35 0.06 Uniturm Delay, d1 31.6 40.6 38.3 Progression Factor 1,00 1.00 1.00 Incremental Delay, d2 0.1 0.2 0.1 Delay (s) 31.9 40.8 38.3 Level of Service C D Approach Delay (s) 37.7 Approacli LOS D Intersection Summary NA 6 71.4 71.4 0.80 6.0 1.0 1695 c0.29 0.49 13.9 0.92 1.0 13.8 6 13.8 B Perm NA 2 2 71,4 714 0.60 6.0 1.0 1498 0.20 0.34 12,4 1.00 0,6 13,0 9 13.0 B pm+pt Perm 7 4 4 24.7 18.8 24.7 18 8 0.21 0.16 5,7 6.0 2.0 2.5 362 436 01 0.02 c0.11 0.14 0.69 38.9 47,8 1,00 1.00 0,1 4.1 39.0 51.9 D D 50.1 0 HCM 2050 Control Delay HCM 2000 Volume to Capacity rato Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (mill) c Critical Lane Group 24.8 0.51 120.0 97.6% 15 HCM 2000 Level of Service Sum of lost time (s) ICU Level of Service 17.7 F I{,1FTL_TPTC1043752000 - Design PlacEACaI Synchro\Existing PM.syn Timings Existing Conditions 5: Biscayne Boulevard & NE 62nd Street P.M Peak Hoff i Lane Group WET NBL NBT SBL SB T Lane Configurations t +To Traffic Volume (uph) 2 104 1512 16 1083 Future Volume (wph) 2 104 1512 16 1083 Tum Type NA pm+pt NA Perm NA Protected Phases 4 1 6 2 Permitted Phases 6 2 Detecto- Phase 4 1 6 2 2 Switch Phase Minimum Initial (s) 7 0 5.0 14.0 14.0 14.0 Minimum Split (s} 22.5 11.0 22.5 22.5 22,5 Tote[ Split (s} 45.0 19.0 115.0 96.0 96.D Total Spiit (%) 28.1% 11.9% 71.9% 600% 600,0% Yellow -ime (s) 4,0 4.0 4.0 4.0 4.0 Ali -Fed Time (s) 2.4 2.0 2.3 2.3 2.3 Lust Time Adjust (s) 0,0 0,0 0,0 0,0 0,0 Total Lost Time (s) 6.4 616.3 6.3 6.3 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes RecallMode None None C-Min C-Min C-Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Qtlset: 110 { 0%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 65 Control Type: Actuated-Ccordiraked fits and Phases: 5: Biscayne Boulevard & NE 62nd Street 4\ pi 1 ■ T 02 (R) __ ►74 1'95 196s -7145x -1-1 J L Lis I K:1FTL_TPTO1043752000- Design PlaceiCalcsiSynchrolExisting PM.syn HCM 2010 Signalized Intersection Summary Existing Conditions 5° Biscayne Boulevard & NE 62nd Street P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NIBT NBR SBL SBT SBR Lane Cxitigurations +.4 Traffic Volume (vehfh) 4 0 0 2 2 11 104 1512 4 16 1083 89 Future Volume (vehlh) D 0 0 2 2 11 104 1512 4 16 1083 89 Number 7 4 14 1 6 16 5 2 12 Initial C (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Aclj(A bT) 1.00 0.95 1.00 0.97 1.00 0.98 Parking Bus, Al 1.00 1.00 1,00 1.00 1.00 1,00 1,00 1,00 1.00 Ad) Sat Flow, veh h/In 1900 1863 1900 1863 1863 1900 1863 1863 1900 Ad}' Flow Rate, vehfh 2 2 12 112 1626 4 17 1165 96 Atli No. of Lanes 0 2 0 1 2 0 1 2 a Peak Hnur Factor 0.93 0,93 0.93 d,93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 2 0 2 2 2 2 2 2 Cap.vehfh 20 20 33 463 3253 8 300 2744 226 Arrive lan Green 0,32 0.02 0,02 0.04 1.00 1,00 1.00 1.00 1,010 Set Flow, vehfh 909 909 14.96 1774 3622 9 307 3307 272 Grp Volurne(v), vet* 4 b 12 112 794 836 17 623 638 Grp SaFtow(s),vehlfMn 1617 0 1496 1774 1770 1861 307 1770 1809 Serve(g_s), s 0.3 0.n 1,3 1,4 0,0 0.0 0.0 0.0 0.0 Cycle 0 Clear(g_c), s 0.3 0.0 1.3 1.4 0.0 0.0 0.0 0.0 0.0 Prop In Lane 0.50 1,00 100 0.00 1,00 0.15 Lane Grp Cap(c), vewh 40 0 33 463 1590 1672 300 1468 1501 V!C Ralio(X) 0,10 0.00 0,3E D,24 0,50 0.50 0.06 0.42 0.43 Avail Cap(c_a), veh/h 438 D 361 552 1590 1672 300 1468 1501 HCM Platoon Ratio 1.00 1.00 1,00 1.33 1.33 1.33 1.33 1.33 1,33 Upstream Filter(!) 1.00 0.00 1.00 0.73 0.73 0.73 1.00 1.00 1.00 Uniform Delay (d), given 76.6 0.0 77.1 1.4 0.0 0.0 0.0 0.0 0,0 Incr Deay (d2), sfveh 0.8 0.0 4.8 0.1 0.8 0.8 0.4 0.9 0.9 Initial 0 0eFay(r 2).slveh 0,0 0.D 0.0 0.0 0.0 0,0 0,0 0.0 0.0 %Ile Back0fQ(50%),veh1n 0.2 0.D 0.6 0.7 0.4 0,4 0.0 0.4 0,4 LnGrp 0elay(d),ssfveh 77.4 D.0 81.9 1.4 0.8 0,8 0.4 0.9 0.9 LnGr LOS E F A A A A A A Appmach Vol, vehih - 16 1742 1278 Approach Delay, s/veh 80.8 0.8 0.9 Approach LOS F A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Re), s 11.0 139.1 1M 150.0 Change Period (Y+Rc), s 6.0 *6 3 6.4 ` 6.3 Max Green Setting (Ornax), s 13.0 ' 9D 388.E " 1.1E2 Max CI Clear Time (g_c+11), s 3.4 2.0 3,3 2,0 Green Ext Time (p_c), s 1.1 12.1 0.0 12.2 Intersection Summary HCM 2010 CM Delay 1.3 HCM 2010 LOS A Notes KtiFTL_TPT01043752000 - Design PlacelCalcs'SynchrolExisling PM,syr! Timings Existing Conditions 6: Biscayne Boulevard & NE 61 st Street P.Iv1. Peak Hour Lane Group EEL EBT WBL WBR NBL NET SBL SST Lane Configurations F }{' Traffic Volume (vph) 107 16 22 21 2 1483 5 1113 Future Volume (vph) 167 16 22 21 2 1483 6 1113 Turn Tye Split NA Prot Perri Perm NA prn+pl NA Protected Phases 8 8 7 5 5 2 Permitted PhaD= 7 6 2 [tectoo Phase 8 8 7 7 6 5 6 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 r.0 7.0 Nlinimurr7 Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 11.0 22.5 Total Split (s) 30,0 30.0 30.0 30.0 83.0 83.0 17.0 106.0 Total Split (%) 18.8% 18,8% 18,8°% 18,8% 51 2% 51.9%C 10.6% 62,5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ai!-f eci Time (s) 2.5 2.5 2.5 2.5 2.0 2.0 2.0 2.0 Lost Time Adjust (s) D.D 0.0 0.0 0.0 0.0 0.0 0.4 Total Lost Time (s) 6.5 6.5 6.5 6.5 6.0 6.0 6.0 LeadfLag Lag Lag Lead Lead Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode Norte None None None C-Min -Min None C-Min Inter c1on 5urnmary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 98 (61%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle:11U Control Type: Actuated-cordinatod Splits arKi Phases: 6: Biscame Boulevard & NE 61st Street lir pi (1R) 17 I 8 tons I,3os s I 1 *5 i t o6 (k) 17s I $s I ■ I :4FTL_ PTC1043752000 - Resign PlacelCalcslSynchro`Existing PM,syn HCM 2010 Signalized Intersection Summary Existing Conditions 6: Biscayne Boulevard & NE 61s1 Street _.._ P.M.Peak Hour Movement EBL EBT EBR VWBL WBT WBR NBL NBT F+JBR SBL SBT SBR Lane Configurations 1 t4, 11 it 14, 1 44 Tragic Volume (vehfh) 107 16 60 22 0 21 2 1453 14 5 1113 0 Future 'Volume (veh h) 107 16 60 22 0 21 2 1483 14 5 1113 0 Number 3 8 15 7 4 14 i 6 16 5 2 12 Initial Q ph), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A,pbT) 1,00 0.97 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus. Adj 1.00 1.0D 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow. vellrhfln 1653 1863 1900 1053 0 1563 1900 1863 1900 1863 1863 0 Adj Plow Rate. vents 114 17 64 23 0 22 2 1578 15 5 1184 0 Adj No. of Lanes 1 1 0 1 0 1 0 2 0 1 2 0 Peak HcurFactor 0.94 0,94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Peronv Heavy Vim, 'ya 2 2 2 2 0 2 2 2 2 2 2 0 Cap, veh/h 143 27 102 0 0 0 23 2802 27 310 2976 0 Arrive en Green 0.113 0.08 0.05 000 0.00 0.00 1..00 1.00 1.00 0,01 1,00 0,00 Sat Flow. veli h 1774 335 1250 0 1 3514 33 1774 3632 0 Grp Valvme(v), +rehlh 114 0 81 0.0 836 0 759 5 1184 0 Grp Sat Flow(s),vehfMn 1774 0 1595 1361 D 1688 1774 1770 0 Q Serve(g_s), s 10.1 0.0 7.9 0.0 0.0 0.0 0.1 0.0 0.0 Cycle 0 Clear(g_e), s 10.1 0.0 7.9 0.0 0.0 0.0 0.1 0.0 0.0 Prop 1n Lane 1.00 0.79 C.00 0.02 1.00 0.00 Lane Grp Cap(o), vehfh 143 0 129 1505 0 1346 310 2976 0 VJC Retio(X) 0.79 D.00 0.63 C.56 D.00 0.56 0.02 0,40 0.00 Avail Cap(c_a), veh1h 261 0 234 1506 0 1346 421 2976 0 HCM F atoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.00 Upstream Filter(I) 1.001 0. 1_00 1.00 D.00 1.00 0.90 0.90 0.00 Uniform Delay (d), slvefi 72.2 0.0 71.2 0.0 0,0 0.0 2,7 0,0 0.0 Inc' Delay (d2}, sfveh 7.2 0.0 3,7 1.5 0,0 1.7 0,0 0.4 0.0 Initial Q Deley(d3),slueh D.0 0.0 0.0 0.0 0,0 0.0 0.0 0,0 0.0 %ile BackO1Q(50%),vehfln 5,3 0.0 3.6 0.6 0.0 0,6 0.0 0.1 0.0 LnGrp Delay(d),siveh 79.4 0.0 74.9 1.5 0.0 1.7 2.7 0.4 0.0 LnGrp LOS E E A A A A Appraach'Vol, vehlh 195 1595 1189 Approach Delay: slveh 77.5 1.6 0.4 Approach LOS E A A. Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 5 Phs Duration (+Y+Rc), s 140.6 7.0 133.6 19,4 Change Period (Y+Ic), s 6.0 6.0 5.0 6,5 Max Green Setting (Gmax), s 94.0 11,0 77.0 23.5 Max a Clear Time (g_c€11), s 2.0 2.1 2.0 12,1 Green Ext Time (p c), s 12.2 0.0 12.1 0.4 Intersection Summary i-ICM 2010 Ctrl Delay 5,1 HCM 2010LOS A I4:}FTL_TPTOi043752000 - Design Place4Calcs\Synchro4Existing Ptiksyn Timings Existing Conditions 7: NE 2nd Avenue & NE 5 th Street P.M Peak Hour Lane Group EDL EDT EBR 'i 0L AV .''BL NBT SBL SBT Lane Configuratiians 1 + r 4, 41* 41, Traffic Volume (vph) 61 22 35 17 25 48 703 33 357 Future Volume (vph) 61 22 35 '7 25 48 703 33 357 Turn Type Perm NA Perm Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases B 8 4 6 2 Detector Phase 8 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 28.0 28,0 28,0 28.0 28,0 27.0 27.0 27.0 27,0 Total Slit (s) 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 Total Spit (%) 50,0% 50.0% 50_0% 50.0% 50,O% 50.0% 50.0%0 50.0% 50,0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4,0 4,0 All -Rea rime (s) 2.0 2,0 2,0 2.0 2,0 2,0 2.0 2.0 2,0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode Nona None None None None C-Min C-Min C-Min C-Min intersection Summary Cycle Length: 120 Actuated Cycle Length;120 Offset: 73 (61%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle' 55 Control Type: Actuated-Coordinalec Splits and Phases: 7: NE 2nd Avenue & NE 59th Street. 60 s 11605 la6() 13 60 s I Il€O s K:IFTL_TPTO043752000 - Design PlacelCaicslSynchrokExistlrg PM.syn HCM 2010 Signalized Intersection Summary Existing Conditions 7: NE 2nd Avenue & NE 5 th Street P.M. Peak Hour Movement EBL EBT EBR WBL WB.T WBR NBL NBT NBR EEL SET SBR Lane Cantigurations 1 t F 40. 41, 41'+ Traffic Volume (veh/h) 31 22 35 17 25 82 48 703 38 33 357 40 Future Volume (vehlh) 51 22 35 17 25 82 48 703 38 33 357 40 Number 3 8 18 7 4 14 1 6 16 5 2 12 initial C? (Qb), veh 0 D 0 0 D 0 4 0 0 0 00 Ped-Bike Ad)(A_pbT) 0. D7 0.95 0.98 0.95 O. 0.94 0.99 0.94 Parking Bus. Adj 1.D0 1.0D 1.00 1.00 1.00 1.00 1,00 1,00 1,00 1.00 1.0p 1.00 Adj Sat Flow, vel/hl1n 1853 1863 1863 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, vehth 59 25 40 19 26 93 55 799 43 38 408 45 Adj No. of Lanes 1 1 1 0 1 0 0 2 0 0 2 0 Peak Four Factor 0,38 0.88 0.88 0.. 0.88 0,88 0.: 0.88 0.88 0.• s 0.68 0. Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehlhi 200 282 2.2.8 52 61 157 160 2258 120 185 1956 219 Arrive On Green 0.15 0.15 0.15 0.16 0.15 0,15 1,00 1.00 1.00 1.00 1.00 1.00 Sat Flow, vehth 11228 1863 1508 121 403 1038 168 3015 161 201 2612 292 Grp +Vc u►ne(v), vehth 59 25 40 140 0 0 454 0 443 239 0 250 Grp Sat Flow(s),vehtheln 1228 1863 1508 1E63 0 0 1689 0 1655 1432 0 1523 Q Serve(g_s), s 0.3 1.4 2.8 2.3 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.1 Cycle 0 Clear(g_c), s 10.1 1.4 2.8 9.8 0,0 0.0 0.2 0.0 0.2 0,1 0.0 0.1 Prop In Lane 1.DO 1.00 0.14 0.66 0.12 4.10 0-16 0.16 Lane Grp Cage), vehth 206 282 228 270 0 0 1299 0 1239 1145 0 1215 VJC Ratio(X) 0,33 0.09 0.18 0.52 0.00 0.00 0.35 0.00 0.36 0.21 0.00 0.21 Avail Cap(c_a), vehrh 573 838 679 727 0 0 1299 D 1239 1145 0 1215 HCM Platoon Ratio 1,00 1 00 1,00 1.00 1,00 1.00 1.33 1.33 1.33 .33 1.33 1.33 Upstream Fitter(I) 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0,00 1.00 0.96 0.00 0.96 Uniform Delay Id), then 47.6 43.8 44.4 47.3 0.0 0,0 0.1 0.D 0,1 0.1 0.0 0.1 Incr Delay (d2), stveh 0.7 0.1 0.3 1.1 0.0 0.0 0.7 0.0 0.6 0.4 0,0 0.4 Initial Q Delay(d3),stveh 0.0 0.0 0.0 0,0 0.0 0,0 0.0 0.D 0.0 0.0 0.0 0.0 BeckOfQ(50%),vehlln 2.2 0.7 1.2 4.4 0.0 0.0 0.3 0_D 0.3 0,2 0:D 0.2 L1Grp Delay(d)rsiveh 48.3 43.9 44.1 43.5 0.0 0.0 0.8 0.0 0.9 0,5 0.0 0.4 LnGrp LOS D DOD A A A A Approach Vol, vehth. 134 140 897 489 Approach Delay, slveh 46.4 48.5 0.6 0.4 Approach LOS D D A A Timer 1 2 3 4 5 6 1 8 Assigned Fills 2 4 6 8 Phs Duration (G+Y+Rc). s 95.8 2C2 95.8 24.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Grnar€), s 54.0 54.0 54.0 54.0 Max Q Clear Time (g`c+I1), s 2.1 11.8 2. 2 12.1 Green Ext Time (pc), s 3.7 1.2 3.7 1.2 Intersection Summary HCM 2D10 Ctri Delay 8,4 HCM 2010 LIDS A K;1FTL_TPTO1043752000 - Design PlacekCalcs1SyntchrolExisting PM.syn Timings Existing CondtionS 8: NW Bth Court & NW 54th Street P M. Peak Hour Lane Group EBT WBL VAT NBT SEL SBT SBR Lane Configurations + 4+ 4+ '1 + r Traffic Volume (vph) 776 6 534 00 107 39 90 Future Volume (vph) 776 6 534 0 107 39 90 Turn Type NAL Perm NA NA Split NA Prot Protected Phases 6 2 4 3 3 3 Permitted Phases 2 Defect' Phase 6 2 2 4 3 3 3 Switch Phase Minimum, Initial (s) 7.0 7,0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 31.0 31.0 31.0 13.0 13,0 13,0 i3,0 Total Split {0 79.0 70.0 79.0 16.0 15.0 15.0 15.0 Total Split (%) 71:8% 71.8% 71.8% 14.5% 13.6% 13.6% 13.6% Yellow Time {s) 4.0 4,0 4,0 4.0 4.0 4,0 4,0 All -Red Time (3) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Tire Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lout Time (s) 6.0 6,0 60 6„0 6.0 6.0 LeadlLag Lag Lead Lead Lead Lead -Lag Cptimi e'7 Yes Yes Yes Yes Recall Node None C-Min C-Min None None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset.100 (01%), Referenced to pha. 2:WBTL. Start of Green Natural Cycle: 60 Control Type; Actuated -Coordinated Splits and Phases: 8: NW 6th Court & NW 54th Street 4- 2(R) 79s 79 15s 15 s 10FTL_TPTO 043752000 - Design PIacelCalcaynchro'Existing PM.syn HCM Signalized Intersection Opacity Analysis Existing Conditions 8: NW 6th Court & NW 54th Street P.M. Peak Hour Movement Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Tote[ Lost time (s) Lane Ulil. Factor Frpb, pedibikes Flpb, pedibikes Frt Fit Protected Said . Flow (►rot) Fit Permitted Satd. Flow (perm) Peak.hour factor. PHF Adj. Flour (vph) RTOR Reduction (vph) Lane Group Flaw (vph) Conk_ Peds, (#fhr) Cann. Bikes (#Jhr) EBL 0 1900 0.93 0 0 34 -- 4\ EBT EBR W EL WET WEIR NBL 775 18 6 534 0 776 18 6 534 0 1900 1900 1900 1900 1900 6.0 6.0 0.95 0.95 1.00 1.00 1,00 1..00 1.00 1.00 1.00 1.00 3522 3537 1.00 0.95 3622 3352 0.96 0,96 0.96 0.96 0.96 808 19 6 556 0 1 0 0 0 0 326 0 0 562 0 17 17 34 12 10 INBT NBR SBL SST SBR 4 f 3 0 25 107 39 BOO 3 0 25 107 39 90 1900 1900 1900 1900 1900 1900 6,0 64 6.0 6_.0 1,00 0.95 0.95 1.00 0.98 1.00 1.00 1,00 1.00 1.00 1.00 1.00 0.88 1.00 1.00 0.85 0.99 0.95 0.96 1.00 1600 1681 1729 1583 0.99 0.95 0.98 1.00 1600 1881 1729 1583 0.96 0.96 0.96 0.96 0.96 D.96 3 0 26 111 41 94 0 28 0 0 0 85 D 1 0 75 77 9 1 1 Turn Type Protected Phases Permitted Phases Actuate!! Green, G (s) Effective Green, g (s) Actuated gIC Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) vIs Ratio Prot Os Ratio Perm u/c Ratio Uniform Delay, di Progression Factor Incremental Delay. d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary NA 6 77.A 77.8 0.71 6.0 1.0 2491 cp.23 0.33 B.2 1.00 0.0 6.2 A 6.2 A Perm NA 2 2 77.8 77.8 0.71 6.0 1.0 2370 0.17 0.24 5.7 0,66 0.2 4.0 A 4.0 A Split NA Split NA Prot 4 4 3 3 3 4.2 4.2 0.04 6.0 2.5 61 c0.00 0.02 50.9 1.00 0.1 51.0 51.0 0 10.0 10 -0. 0.09 6.0 2.5 152 c0.04 0.49 47.6 1.00 1.8 49.4 D 10.0 10 0 0.09 6.0 2.5 157 0_04 0,49 47.6 1.00 1.8 49.3 D 46.0 D 10.0 10,0 0.09 6.0 2.5 143 D_f71 D.06 45.7 1,00 0.1 45.8 D HCM 2000 Contra[ Delay HCM 28D0 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 12.4 0,33 110.0 47.5% 15 HCM 2C}04 Level of Service Sum of lost time (s) ICU Level of Service 18.0 A +QFTL.,TPTOA043752000 - Desigr Pl elCalcs\SynchrolExisling PM.syn Timings Existing Conditions 9: NW 6th Avenue & NW 54th Street P.M_ Peek Hour t Lane Group EEL EBT EBR WB'. WBT NBT Lane Configurations 4 F itt 4. Traffic Volume (vph) 237 649 6 527 55 Future Volume (aph) 237 6649 6 '0 527 56 Tum Type Perm NA Perm Perm NA NA Protected Phases 6 2 4 Permitted Phases 6 5 2 Detector Phase 6 6 6 2 2 4 Switch Phase Minimum Initial {s) 16.0 16.0 16_0 160 16.0 7.0 Minimum Split (s) 22.0 22.0 22.0 22.0 22.0 13.0 Total Split (s) 74.0 74.0 74, 0 74 0 74.0 36.0 Total Split (%) 613% 67.3% 67.3% 67.3% 67.,A 32.7% YerlowTime (s) 4.0 4.0 4,0 40 4.0 4.0 All -Red Time (s) 2.0 2.0 2,0 2,0 2,0 2.0 Lost Time Ailust its) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6,0 6.0 6.0 6.0 LeadfLag Lead -Lag Optimize Recall Mode C-Min C-Min C-Min C-Min C-Min None Intersection Surnma Cycle Length; 110 Actuated Cycle Length' 110 Offset: 96 {87 ), Referenced to phase 2:WBTL and 6:ECTL, Start of Green Natural Cyder 45 Control Type: Actuated -Coordinated Splits and Phases: 9: NW 6th Avenue & NW 54th Street 4- V 0201) to-1 74s 136 s l b6 tR) 74s I • K: FTL_TPTO cJ43752000 - Design PlacelCalcslSynchrc Existing PM.syn HCM 2010 Signalized Intersection Summary Existing Conditions 9: NW 6th Avenue 8, NW 54th Street P.M, Peak Hour �-► 4- 4\ t Movement EBL E8T EBR 41.8L WET WBR NBL NBT NBR SBL SBT SBR Lane Configurations et+ if t"t+ Traffic Volume {vehfh) 237 649 6 10 527 194 1 58 11 0 0 0 Future Volume (vehfh) 237 &49 6 10 527 194 1 58 11 0 0 0 Nunn er 1 6 16 5 2 12 7 4 14 lniflal 0 (04 veh 0 0 0 0 0 0 0 0 0 Ped-Bike Mj(A.pbT) 0_99 0.05 0,99 0,97 100 0.99 Parking taus, Adj 1,00 1.00 1.00 1,00 1.00 1,00 1.00 1.00 1.00 Adj Sat Flaw, vehThfln 1900 1863 1853 1900 1863 1900 1930 1863 1900 Adj Flow Rate, vehlh 247 676 6 10 549 202 1 50 11 Ad] No. of Lanes 0 2 1 0 2 0 0 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Vein, % 2 2 2 2 2 2 0 2 0 Cap, vehTh 654 1344 1258 48 2037 739 1 65 15 Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.06 0.06 0.06 Sat Flow, vehlh 705 1610 1507 17 2441 886 25 1508 276 Grp Veldrne(v), vehlh 247 676 5 417 0 344 72 0 0 Grp Sal Flow(s),vehfhlln 705 1610 1507 1837 0 1507 1810 0 0 Q Serve(g.$), s 0.€I 0.0 0.0 0.0 0.0 0.0 4.3 0.0 0.0 Cycle 0 Clear(g. ), s 0.0 0,0 0,0 0.0 0.0 0.0 4.3 0,0 0.0 PropinLane 1.00 1.00 0.02 0.59 0.01 00,15 Lane G'p Cap(c), vehfh 654 1344 1 258 1566 0 1258 ' 02 0 0 VFC RatX 0.38 0.50 0,00 0.27 0.00 0.27 0.70 0.00 0.00 Avail Cap(c_a), vehfh 6654 1344 1258 1566 0 1258 494 0 0 HCM Platoon Ratio 1,33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(1) 0.95 0.95 0.95 0.97 0.00 0.97 1.00 0,00 0.00 Uniforrrr Delay (d), shell 0.0 0.0 0.0 0.0 0.0 0.0 51.0 0,0 0.0 Incr Delay (d2), slveh 1.6 1.3 10 4.4 0.0 0,5 6.4 0.0 0.0 Initial 0 Delay(d3),sfveh 0.0 0.0 0.0 0.0 0.0 0.0 9.0 0.0 0.0 %Ile BackOfQ(50%),vehlln 0.3 0.5 0,0 0.2 0.0 0.2 2.3 0.0 0.0 LnGrp Del ay( d),sfveh 1.6 1.3 0.0 0.4 0.0 0.5 57.4 0,0 0.0 LnGrp LOS A A A A A E Approach Vol, vehih 929 761 72 Approach Delay, s.veh 1,4 0.5 57,4 Approach LOS A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 07.8 12.2 97.8 Change Period (Y+IBC), s 6.0 6,0 5,0 Max Green Setting (Gmax), s 68.0 30.0 68.0 Max Q Clear Time (g_r 4I1), s 2.0 6.3 2.0 Green Ext Time (p_c). s 6.1 0,2 8.1 Intersection Summary HCM 2010 Ctrl Delay 3.3 HCM 2010 LOS A i(:)FTL_TPTOk043752000 - Design PlecelCalcslSynchrolExisting PM.syn Timings 10: NW 2rnd Avenue & NW 54th Street Existing Conditions P.M. Peak Hour Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Turn Type Protected Phases Permitted Phases Detector- Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split ) Yellow Tirne (s) All -Red Time (s) Lost The Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Intersection Summary =EL 169 169 Perm 6 EBT ft 498 498 NA 6 Wt3L 69 69 Perin WET 550 550 NA i l3L NBT 34 324 34 324 Perm NA 4 2 4 NBR SEL Sl3T SI3R F 7$ 38 177 83 76 36 177 83 Perth Perry NA Perm 8 4 6 8 6 6 2 2 4 4 4 8 8 8 7.0 234 101.0 67,3% 4.4 2.0 0.0 6.4 7, 0 23.4 101.0 67,3% 4.4 2.0 0.0 6,4 7.0 23.4 101,0 67.3°,% 4.4 2.0 0,0 6.4 7.0 234 101.0 67.3% 4.4 2.0 0.0 6.4 7,0 25.0 40.0 32.7% 4.0 2.0 0.0 6.0 7.0 25.0 40,0 32.7% 4.0 2.D 0.0 6.0 7.0 25.0 40,0 32.Ph 4.0 2.0 0,0 6.0 7,0 25.0 49.0 32.7% 4.0 2.0 0.0 6.0 7.0 25.0 49.0 321 4.0 2,0 0.0 6.0 7.0 25.0 49.0 32.7% 4,0 2.0 0,D 6.0 C.4utin C-Min 0-Min C-Min None None None None None None Cycle Length; 150 Activated Cycle Length 150 Offset 58 (45%), Referenced to phase 2:WBTL and 6:EBTL, Start of Gr r:. Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Rhase.s. 10: NV) end Avenue & NW E4th Street Ie4 102Et) Ines - 1 419 s I 4' Mi76 C lots i 49s I K:IFTLTPTOti043752000 - Design Place CetcslSynchrohExistir2 PM.syn HCM 2010 Signalized Intersection Summary Existing Conditions 1 o: NW 2nd Avenue & NW 54th Street P.M. Peak Hour t Movement EBL EBT EBR W8L WET WBR I,L NBT NBR SBL SDI SDR Lane Configurations i 4'4+ /i ' . 1 r 111 + Traffic Volume (ueh?h) 169 498 51 69 550 92 34 324 76 36 177 83 Future Vourne (vehln) 169 498 51 69 550 92 34 324 76 36 177 83 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), +mh 0 0 0 0 0 0 0 0 0 0 0 0 Pod-Biko Adj(A. pbT) 1.00 0,97 1.00 0.97 099 0.95 1.00 0.95 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1,00 100 1.00 1,00 Adj Sat Flow, vehillIn 1863 1863 1900 1853 1863 1900 1863 1863 183 1863 1863 1863 Adj Flow Rale, vent 176 519 53 72 573 96 35 338 79 38 164 86 Adj No. of Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Peak Hour Factor 0 96 0.96 0.96 0.96 0.96 0.96 0,96 0.96 0,96 0.96 0.96 0,95 Percent Heavy Veh, `i6 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehJh 548 2199 224 599 2055 343 216 442 355 114 442 357 Arrive On Green 0_90 0.90 0.90 0,90 0.90 0.90 0.24 0.24 0.24 0.24 0.24 0,24 Sat Flow, veh.+11 763 3233 329 334 3020 504 1096 1863 1500 965 1863 1504 Grp Valume(v), veh?h 176 283 259 72 335 334 35 338 79 38 184 86 Grp Sal Flaw(s).,vehiNin 763 1770 1792 B34 177E 1755 1096 1863 1500 965 1863 1504 Q Serve(g_s), s 6.4 2.9 2.9 1.8 3.6 3.6 4.2 25.4 6.4 5.7 12.5 6.9 Cycle Q Clear(9_c), a 10.0 2.9 2.9 4,7 3.6 3.6 15.7 25.4 6.4 31,1 12.5 6.9 Prop In Lane 1,00 0_18 1.00 0,29 1.00 1.00 1.40 1.00 Lane Grp Cap(c), vehfh 548 1204 1219 599 1204 1194 216 442 356 114 442 357 V!C R io(X) 0.32 0.24 0.24 0.12 0.28 0 28 0.16 0.77 0.22 0.33 0.42 0.24 Avail Cap(c_a), veh?h 546 1204 1219 599 1204 1194 270 534 430 161 534 431 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1 33 100 1.oa 1,00 1.00 1.dt1 1,00 Upstream Filter(I) 0.86 0,866 0,56 0.60 0.60 0.60 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s?veh 3.1 2,4 2,4 2.7 2.6 2.5 55.5 53.3 46.1 67.8 48.4 46.3 Inci Delay (d2), shell 1,3 0,4 0,4 0,2 0.3 0,4 D.3 4.9 0.2 1.3 0.5 0.3 Initial Cl Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 7,0 0.0 0.0 0.0 0.0 0.0 ,Ile Fuck ]fQ(5C1 r6),veh?In 1.5 1.5 1.5 0.4 1.8 1.8 1.3 13.6 2.7 1.6 6.5 2,9 LnGrp Delay(d),s?aeh 4,4 2.8 2,8 3.0 2.8 2.8 55.8 58.2 46.3 69.1 48.9 46.6 LnGrp LOS A A A A A A E E D E D D Approach Vol, ve lh 748 741 452 308 Approach Delay. slveh 3.2 2.8 55.9 50.7 Approach LOS A A E D Tiger 1 2 3 4 5 6 7 9 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 106.4 41.6 108.4 41.6 Change Period (Y+Rc), s 6.d 6.0 6.4 6.0 Max Green Setting (Gmax), s 94.6 43.0 94.6 43.0 Max Q Clear Time (g_c+I1), s 6.7 27.4 12.0 33.1 Green Ext Time (p c), s 3.9 3.0 3.9 2,5 IntersecLion Summary HCM 2010 Ctrl Belay HCM 2010 LOS 20.2 K:IFTL_TPTO1043752000 - Design Place\CalcslSynchrc4Exisling PM,synn Timings Existing Conditions 11: North Miami Avenue & NW 54th StreetiN E 541h Street P.M. Peak Hour Lane Group EEL EDT W6L I el' NBL NBT SB.. SET Lane Configuratiar s + f ttb tto Trait Volume (vph) 201 401 142 472 105 1169 35 392 Future Volume (vph) 201 401 142 472 105 1169 35 392 Turn Type pm+pt NA pm+pl NA pro+pt NA pm+pt NIA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 0 4 6 Detector Phase 3 8 7 4 1 5 5 2 Switch Phase Minimum Initial (s) 50 7.0 5.0 7.D 5,0 7,0 8.0 7.0 Minimum Split (s) 11.4 29.4 11.4 29,4 1 t.4 27,4 11.4 27,4 Total Split () 18.0 42.0 18.0 420 18.0 72.0 18.0 72.0 Total Split {%) 12.0% 2B4O% 12.0% 25-0% 12, % 46.0% 12,0% Yellow -irne (s) 4.4 4.4 4.4 4.4 4.4 4.4 4.4 4.4 All -Red Tirne (s) 2,0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0,0 0,0 0,0 0,0 0.0 0, D 0.0 D.O Totai Lusk Time (s) 6,4 6,4 6,4 6.4 6.4 6.4 6.4 6.4 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recati Mode Nora None None None None C-Min None C-Min Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 40 (27%), Referenced to phase 2:SSTL and 6:NDTL, Start of Green Natural C1e:10O Control Type: Actuated -Coordinated SpIris and Phrases: 11: North Miami Avenue & NW 54th Slreet/NE 54th Street rat ! * g20114 DSs [ 172 i Iss 1- 42s t75 1F 1 06 [1Z} 07 -PIA les 1 1172s I 1118s I 42s I K:1FTL TPTG10437520O0 - Design Plac'CCalcs\SynchrciExisting PM,syn i-1CM 2010 Signalized Intersection Summary Existing Conditions 11: North Miami Avenue & NW 54th Street/NE 54th Street P.M. Peak Hour Movement EBL EST EER VV3L W8T WBR NBL NBT NBR 86L SET SBR Larne configurations +t 11 fr. f T4 'ft Traffic Volume (vehfh) 201 401 52 142 472 77 105 1169 166 85 392 106 Future Volume (vety) 201 401 52 142 472 77 '05 1169 166 65 392 105 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial C (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0,97 1.00 0.98 1.00 0,98 Parking Bus, Adj 1.00 1.00 1,00 1.00 1.00 1.00 1,00 1.00 1.00 1. BD 1.00 1.00 Ad} Sat Flow, veh+hlln 1863 1863 1900 1:•3 1863 1900 1863 1863 1900 1863 1863 1900 Ad; Flow Rate, vehlh 209 418 54 148 492 80 109 1218 173 89 408 110 Adj Na. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0 96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Pere n1 Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehih 218 616 79 251 595 96 623 1611 228 216 1413 377 Amve On Green 0.08 0,20 0.20 0.08 0.20 0.20 0.06 0.69 0.69 0.05 0.6E D.68 Sat ROW, vehlh 1774 3143 403 1774 3037 491 1774 3106 439 1774 2753 734 Grp VolurneN), vehlh 209 234 236 148 286 256 109 691 700 89 261 257 Grp Sar Flo w(s),veh/'t/In 1774 1770 1777 1774 1770 1759 1774 1770 1775 1 r'74 1770 1717 t Serve{g_s), s 116 18_4 18.6 9.9 23.2 23.5 4.4 37.9 38.5 3.6 8,7 6,9 °yule C! Glean g_o}, s 11.6 18,4 16,6 9,9 23.2 23.5 4.4 37.9 38.5 3.6 8.7 8.9 Prop In Lane 1.00 0.23 1.00 0.28 1.00 0.25 1.00 0,43 Lane Grp Cap(c), vehlh 218 347 348 251 347 345 523 918 921 216 908 881 VlC Ratio(X) 0.96 0.68 0.68 0.59 0.82 0.83 0.21 0.75 0.76 0,41 0.29 0.29 Avail Cap(c_a), vehlh 218 420 422 251 420 417 584 918 921 286 908 881 HCM Platoon Ratio 1.00 1.00 1,00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filler(1) 0.08 0.98 0,98 0.78 0,78 0.78 0.73 0.73 0.73 1.00 1.00 1.00 Uniform Delay (d), shah 51.4 55.9 56.0 44,6 57.8 57,9 15,8 17.1 17.2 21.8 13.0 13.0 Incr De ay (d2), slush 47.9 2.7 2.9 2.0 7,9 8.5 0.1 4.2 4,4 0.6 0.6 0.8 Initial Q 0®lay(d3 ,sfveh 6.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °,file Back010(50%),v fin 9.8 9.2 9,5 5.0 12.1 12.2 2.1 19.4 19.7 1.7 4.4 4.4 LnGrp Delay(d),shveh 99.4 58.5 58.9 46.6 65.7 66.5 15.9 21,3 21,6 22,3 13.8 13,9 LnGrp LOS F E EDE E B C CCB B Approath Vol, vehlh 681 720 1500 607 Approa,h Delay, slveh 71.2 62.1 21.0 15.1 Approa'ah LOS E E C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duratran (G+Y+Rc), s 12.8 83.4 18.0 35.8 12.0 84.2 18.0 35.8 Change Period (Y+Rc), s 6.4 6.4 6.4 6,4 6.4 6.4 6,4 t; 4 Max Green Setting (Grnex), s 11.6 65.5 11.8 35.6 11,6 65.6 11.6 35.6 Max QCleer Time (g_c+11), s 8.4 10.9 13.6 25.5 5.6 40.5 11.9 2o_6 Greene Ext Time (p_c), s 0.1 5,7 0.0 3.9 0.0 5.4 0.0 4.8 intersection Summary HGM 2010 Ctd Delay HCM 2010 LOS 382 lJ IK:IFTL_TPT0 043752000 - Design PiaceCalcs\Synchro'Zxisang PM.syn Timings Existing Conditions 12: NE 2nd Avenue & NE 54th Street P.M Peak Hour Lane Group EDI_ E3T '4L'LL l i6T NBL NBT SBi.. SBT Lane Configurations /1 ft* I 1 t Traffic Volume fvphp 104 420 75 478 102 489 70 211 Future Volume (vph) 1C4 429 75 478 102 489 70 211 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detecto' Phase 6 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 7 0 7.0 7.0 7.0 7,0 7.0 7.0 7.0 Minimum Split (s) 25.0 25.0 25.0 25.0 25,0 25,0 24.4 25,0 Total Split (s) 450 45,0 46.0 45.0 75.0 76.0 75.0 75.0 Total Split (%) 37.5% 37.5* 37.5% 7,5°16 62,5% 62.5% 52.5% 62,5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2,0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.ta 0.0 Total Lost Time (s) 6.0 6,0 6.0 61 6.0 6,0 60 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode Norse None None None C-Min C-Min C-Min C-Min Intersec'ion Summary Cycle Length: 120 Actuated Cyce Length: 120 Offset: 104 (87%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cyde: 55 Control Type: Actuated -Coordinated Splits and Phases: 12: NE and Avenue & NE 54th Street II i t 15Z (R..) 1- n4 5s IV 5 1 to6 (R) ` 75 S 11145 s i K:IFTL_TPT01043752D00- Design Plac0CatcslSynchroEsting PM.syrt HCM 2010 Signalized Intersection Summary Existing Conditions 12: NE 2nd Avenue & NE 54th Street P.M. Peak Hour Movement EBL EBT EBR UVBL WBT VVBR IIBL NBT NBR SBL SBT 5BR Lane Cpnligurations IN 114. 'I 116. 1 T.* 1 14 Traffic Volume (vehfh) 104 429 41 75 478 130 102 489 88 70 211 83 Future Volume (vettlh) 104 429 41 75 478 130 102 489 80 70 211 83 Number a 8 18 7 4 14 1 6 16 5 2 12 initial Q (Qb), veh a 0 0 0 0 0 0 67 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.93 0.99 0.93 0.99 0.96 1.00 0.96 Parking Bus, Adj 1,00 1.00 1.00 1..00 1.00 1.00 1.00 1,00 1.00 '.00 1.00 1.00 Adj Sat Flow, vehfhlln 1863 1863 1900 1663 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate. vehlh 117 482 46 84 537 146 116 549 99 79 227 93 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak 1-burFaotar 0.39 0.89 0.89 0.89 0.89 0.89 0.69 0.89 0.89 DM 0.89 0.89 Percerr Heavy Veil. % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehlh 178 1054 100 239 880 238 594 877 158 382 724 284 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0,32 0.76 0.76 0.76 D.76 0,766 0.75 Sat Flow, vet* 755 3243 308 667 2708 732 1036 1526 275 780 1259 494 Grp Vaiume(v), vehfh 117 262 256 84 350 333 115 D 646 79 0 330 Grp Sat Flow s),velifh/In 755 1770 1782 667 1770 1670 1036 D 1801 780 0 1752 Q Serve(g s), s 18.6 14.1 14,2 10.2 20.0 20.2 4.9 0.0 19.5 6.3 0.0 7.1 Cycle Q Clear(g_c), s 38.7 14.1 14.2 24.4 20,0 20.2 12.0 0.0 19.5 25.8 0,0 7.1 Prop In Lane 1.00 0.17 1.00 0,44 1.00 0.15 1,00 0,28 Lane Grp Cap(e). vehlh 178 575 579 239 575 543 594 0 1035 382 0 1908 WC Ratio(X) 0.66 0.46 0.46 0.35 0.61 0.61 0.19 0.00 0.63 0.21 0,00 0.33 Avail Cep(c_a), vetvri 178 575 579 239 575 543 594 D 1035 382 0 1008 HCM Eamon Ratio 1,)0 1,00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(6) 0.76 0.76 0.76 1.00 1,00 1.00 0.84 D,OD 0.84 1.00 0.00 1.00 Uniform Delay 0d), sfveh 50.5 32.1 32.1 4t.a 34.1 34,2 8,7 0.0 8,3 14.1 0.0 6.8 Ina Delay (62), siveh 5.9 0.3 0.3 i0.7 1.6 1.a 0.6 0.0 2.4 1.2 0.0 0.9 Initial Q Delay(d3),sfveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 %ite BackD1Q(5D%),vehlln 4.2 6,9 71 2.5 10.0 9.5 1.5 0.0 10.1 1.5 0.0 3.6 LnGrp Delay(dj,slveh 56.4 32.4 32.5 42.5 35.7 36.0 9,3 0,0 10,7 15.3 0.0 7.7 LnGrp LOS_ _ E C C ID D D A B B A Approach Vol, vehfh 645 767 763 409 Approach Delay, s+veh 36.8 36.6 10.5 9.2 Approach LOS 0 0 B A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Pt7s Duration (G+Y+Rc), s 75.0 45.0 75.0 45,0 Change Period tY+Rc), s 6.0 6.0 6_0 6,0 Max Green Setting (Gmax), s 69.0 39.0 69.0 39,0 Max Q ClearTme (gc+I1), s 27.8 26.4 21.5 40.7 Green =xt Time (p_c)., s 2.9 8.1 2.9 0.0 Intersection Summary HCM 2010 Ctrl Delay 24.6 2010 LOS C Ii:1FTL_1PT01043752000 Design place\CalcsSynclirolExiing PM.syn HCM 2010 TVVSC Existing Conditions 13- NE 3ed Avenue & NE 54th Street P.M. Peak Hour Intersection int Delay, theh 2.4 Movement EBL EDT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, vellih 57 494 20 68 62.2 14 13 1 31 7 2 34 Future Vol, vehlh 57 494 20 6a 622 14 13 1 31 r 2 34 Conflicting Pedd, Phr 9 0 16 16 0 9 5 0 0 0 0 5 Sign Control Free Free Free Free Free Free Stop Stop Stop Sop Stop Stop RT Channelized - - None - None - - None - None Storage Length - - Veh in Median Storage, # 0 - 0 - 0 0 Grade, % - 0 - 0 - 0 0 Peak Haler Factor 95 95 95 96 95 95 95 95 95 95 05 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flaw 60 520 21 72 655 15 14 1 33 7 2 36 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 674 0 0 546 0 0 1133 1474 292 1196 1476 356 S"age 1 656 656 - 810 810 Stage 2 - 477 818 - 386 666 - Criticallidwy 4.14 4.14 - 7.54 6.54 6.94 7.54 6,54 6,94 Critical Hdwy Stg 1 6.54 5.54 6.54 5,54 - CRtical lidwy Stg 2 - - - 6.54 5.54 6.54 5.54 - Follow-up Hdwy 2,22 2,22 3.52 4.02 3.32 3,52 4.02 3,32 Pat Cap-1 Maneuver 913 - - 11719 158 125 704 142 125 640 Slue 1 - 421 460 340 391 - Slege 2 538 388 609 456 platoon blocked, % Mav Cap-1 Maneuver 899 - 1ba3 122 99 690 111 99 627 Mov Cap-2 Maneuver - - - - - 122 99 111 99 Stage 1 379 414 306 344 Side 2 - - - - - 439 342 515 410 Approach EB WE NB SB HCM Control delay, s 1.3 1,2 20.8 18.4 HCM LOS C C Minor LaFa&Major Mvrnt NBLri1 EBL 1<BT EBR 41BL WBT WBR SBLn1 Capacity (vehlh) 278 899 - 1003 - - 313 HCM Lane VIC Ratro 0.17 0.067 - - 0,071 - - 0.145 HCM Control Delay (s) 20.6 9.3 0.4 - 8.9 0.4 - 18.4 HCM Lane LOS C A A - A A -C HGM 95t %tile p(veh) 0.6 0.2 - 0.2 - - 0.5 k:IFTL,_TPT01043752000- Design PIace CalcslSynuhrolExistirg PM,syn Timings 14: Federal Hi hwa & NE 54th Street Existing Conditions P.M. Pak Hour 4- Lane G'olup EBL EBT Wl3L WBT NBL NBT NBR SRL SST Lane Configurations 4+1• ttiP ' } r t+ Traffic Volume (vph) 103 246 61 359 285 394 116 15 122 Future Volume (vph) 103 246 61 369 2E15 394 116 15 122 Turn Type Perm NA pmt-pt NA pm+pt NA prn-ov Perm NA Protected Phases 6 5 2 7 4 5 6 Permitted Phases 6 2 4 4 8 Detector Phase 6 6 5 2 7 4 5 8 8 Switch =base Minimum Initial (s) 7.0 7.0 5.0 7,0 5.0 7,0 5.0 7.0 7.0 Minimum Split (s) 23.0 23.0 11,0 23.0 11.0 24.0 11.0 24.0 24.0 Total Split (s) 82,0 82.0 21.0 103.0 21,0 57.0 21.0 35.0 36.0 Total Split (%) 51,3% 51.3% 13.1% 64.4% 13.1 % 35.6% 13.1% 22.5% 22.5% Yellow Time (s) 4.0 4.0 4,0 4.0 4.0 4.0 4,0 4.0 4.0 All Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 Lost Time Adjust (s) 0,0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lust Time (s) 6.0 6.0 6_0 6,0 6.0 6.0 6.0 LearliLag Lag Lag Lead Lead Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode Ne,e None C-Min C-14in None None C-MMfin None None Intersection Summary Cycle Length:160 Actuated Cycle Lengttti: 1150 Offset 85 (54%), Referenced to phase 2WBTL and 5:WBL, Start of Green Natural Cycle: 70 Control Type: Actuated -Coordinated SrSlits and 'Phases: 14: Federal Highway & NE 54th Street ■--- r a2 (R) Ins I r e I M F 45 (1k) ' 6 07 I oa 21s 1 1152s 1 1121s I 113Gs 1 a K:1FTL_TPT01043752000 - Design Place4GalcslSynchroExisting PM.syn HCM 2010 Signalized Intersection Summary Existing Conditions 14: Federal Highway & NE 54th Street P.M. Peak Hour 1 - 4- k 4\t ifil. Nlo 1 Movement ESL EBT EBR VOL UhrET WBR N61. NBT Ni3R S3L SOT SBR Lane Canhgurations 4+4 411. ) t e I t+ Traffic Volume (veal} 103 246 147 61 369 46 285 394 116 15 122 53 Future Volume {vehm) 103 246 147 61 369 46 285 394 118 15 122 53 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1,CO 1.0D 1.00 0.97 1.00 0. 1.00 0.98 Parking Bus, Adj 1,C0 1.0D 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1,00 Adj Sat Flaw, vehiNin 1900 1863 1900 1900 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, vehlh 1 CO 254 0 53 380 47 294 405 120 15 /25 55 Adj No. of Lanes 0 3 0 0 2 0 1 1 1 1 1 0 Peak Haur Factor 0.97 0.97 0.07 0.97 0,97 0.97 0,97 0.97 Q,97 0,97 017 0.97 Percent Heavy Veh. % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vahil7 643 2058 0 30 958 184 247 486 406 93 159 69 Arrive C1n Green 0.86 0.B8 0.00 0.88 0.88 0.R: 0.09 0.26 0,26 0.13 0,13 0,13 Sat Flow, vehlh 902 3267 0 1 1443 277 1774 1863 1556 872 1222 533 Gtp VoIume(v), veh/h 109 251 0 213 0 277 294 406 120 t5 0 181 Grp Sat Flow(s),vehthil I 931 1543 0 65 0 1636 1774 1883 1556 672 0 1755 Q Serves}, s 3.1 1.7 0.0 11,5 0.0 4.1 15.0 33.0 9,9 2.6 0.0 16,0 Cycle Q Clear(g_c), s 7,2 1.7 0.0 11.5 0.0 4.1 15.0 33.0 9,9 14.6 0.0 16.0 Prop In Lane 0.97 0.00 0.30 0.17 1.00 1.00 1.00 0.30 Lane Cro Cap(o), milt 563 2048 0 0 0 1086 247 486 406 93 0 228 VfC Ratio(X) 0.16 0.12 0.00 0.00 0,00 0.26 1,1 0.84 0.30 0.16 0.00 0.79 Avail Cap(c_a), vehm 683 2048 0 0 0 1085 247 594 495 143 0 329 KCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1,33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1,00 1.00 0.00 0.95 L00 0.95 1.00 1.00 1.00 1_00 0.00 1.00 Uniform Delay (d), sfveh 3.9 3.2 0.0 0.0 0.0 3.4 59.3 55,9 47.3 72.7 0.0 67.6 lncr Delay (d2), slveh 0.0 OM 0.0 0.0 0,0 D.5 1187 7.9 0.3 0.6 0.0 6.9 Initial Q Delay(d3),sfveh 03 0.0 0.0 0.0 0.0 0.0 03 0.0 0.0 0.0 10 0,0 %ile BackOfQ(50 a),vehlin 0,6 0,7 0.0 0.0 0.0 1.9 11.7 18.0 4.3 0.7 0.0 8.2 LnGrpDel ay(d).siveh 3.9 3.3 0.0 O.0 0.0 3.9 1780 63.8 47.6 73.3 0.0 74.5 LnGrp LOS A A A F E D E E Approacl Vol, vehlh 360 400 820 196 Approac'i Delay, sIveh 3,5 2.2 102,4 74.4 Approaci LOS A A F E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 d 6 7 8 Phs Duration (G+Y+Rc), s 112.2 47.8 112.2 21.0 26.8 Change Period (Y+Rc), s 6.0 6.0 6,0 6.0 6.0 Max Green Setting (Gmax), s 97.0 51.0 78.0 15.0 30.0 Max Q Clear Ti ie (g.,c+11 ), s 13.5 35.0 9.2 17,0 18 0 Green Ext Time 1p_c), s 2.3 3.1 2,3 03 2.8 Intersection Summary HCM 2010 Ctrl Delay HCM2010 LOS 54.1 K:iFTL_ T PTC 043752000 - Design Piace4,CaIcs\SynchroTxistIng PM.syn Timings Existing Concljtions 15: Biscayne Boulevard & NE 54th Street P_M, Peak Hour Lane Group EBL t=BR NBL NET SBT SBR Lane Configurations 111 j" Traffic Volume (vph) 253 130 233 1459 957 252 Future Volume (vph) 253 130 233 1469 957 252 Turn Type Prot pm+ov pm+pt NA h8A Perm Protected Phases e 1 1 6 2 Permitted Phases 6 6 2 Detector Phase a 1 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 5.0 5.0 7,10 T.0 7,0 Minimum Split (s) 31.4 11.0 11.0 28.0 28.0 28.0 Total Split (s) 38.0 21.0 21.0 122.0 101.C.. 101.0 Taal Split (%) 23.8% 13.1% 13.1% 76.3% 63.1% 63.1% Yellow Time (s) 4.4 4.0 4,0 4,0 4,0 4,0 All -Red Time (s) 2.0 2.0 2.0 2,0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 0.4 0.0 6.0 6,0 6.0 6,0 Lead/Lag Lead Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode None None None C-Pulin C-Min C-Min Intersection Summary Cycle Length: 160 Actuated Cycle Length:160 Offset: 28 (1 B%), Referenced to phase 2: SBT and 6:N BTL, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases: 15: Biscayne Boulevard & NE 54th Street sf L e2 {R) 2is if41s to6 (R) V 122 s L_ K: FTLjPTC1043752000 - Desigr PtaeeZalrstiSynrrhrnlExisiing PM.syn HCM 2010 Signalized Intersection Summary Existing Conditions 15; Biscayne Boulevard & NE 54th Street F.M. Peak Hour d Movement EEL EBR NBL NU SST SBR Lane Configurations 1} 14 in Traffic Volume ivehfh) 2E3 130 233 1459 957 252 Future Volume (vehlhj 253 130 233 1459 957 252 Number 3 18 1 6 2 12 VidalQ (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehllnfin 1863 1863 1863 1863 1863 1863 Adj Row Rate, vehlh 258 133 238 1409 977 257 Adj No. of Lanes 2 1 1 2 2 1 Peak Doer Factor 0,98 0.08 0,96 0,98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, vehih 334 226 457 2922 2627 1138 Arrive On Green 0.10 0.10 0.05 1.00 0 99 0.99 Sat Flew, venal 3442 1583 1774 3632 3632 1534 Grp Volume(v), vehfh 258 133 238 1489 977 257 Grp Sat Flow(s),vehfhrin 1721 1583 1774 1770 1770 1534 f] Serve(g_s), s 11.7 12.6 5,1 0.0 0,9 0.4 Cycle QClear(g_c}, s 11,7 12.6 5.1 0,0 0,9 0.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), vehlh 334 226 457 2922 2627 1138 VIC Ratio(X) 0,77 0,59 0,52 0.51 0.37 0.23 Avail Cap(c_a), veh/h 68f 385 542 2922 2627 1138 11CM Platoon Ratio 1.00 1.00 1.33 1.33 1,33 1.33 Upstream Filter(I) 0.68 0,68 0,73 0.73 1,00 1.00 Uniform Delay (d), sJveh 70.5 64.2 3.7 0.0 0.3 0.3 Ina Delay (d2), sfveh 2.1 1.2 0.3 0.5 0.4 0.6 Init;al Q Deiay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 %lie 8ackOfQ{50%),vehfln 5,7 5,8 2.5 0.2 0.4 0.3 LnGrp D;lay(d),slveh 72.5 65.4 3.9 0.5 0.7 0.7 LnGrp LOS E E A A A A Approach Vol, vohrh 391 1727 1234 Approach Delay, s+veh 70.1 0.9 0.7 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 13.3 124.7 135.1 21.9 Change Period (Y+Rc). s 6,0 5.0 8.0 6.4 Max Green Setting (Gmax), s 15.0 95.0 116.0 31.6 Max Q Clear Time (g_c+I1), s 7.1 2.9 2.0 14.6 Green Ext Time (pc), s 0.2 11.7 11,7 0.9 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS 8.9 A K:\FTL_TPTO,043752000 - Design PlaceMCalcs\SynchrolExisting PM.syn Timings Existing Conditions 16: NE 2nd Avenue & NE 51st Street (N) P.M. Peak Hour t Lane Group WBL WBR NBT SBL SBT _ e1 Lane Configurations r iji I # Traffic Volume (vph) 27 19 593 24 321 Future Volume (vph) 27 19 593 24 321 Turn Type Prot prn+nv NA pmfpt NA Protected Phases 4 5 6 5 2 1 3 Permitted Phases 4 2 Detector Phase 4 5 6 5 2 Switch Phase Minimum Initial (s) 7.0 5.0 14.0 5.0 14.0 6.0 7.0 Minimum Split (s) 25.0 10.7 33.0 10.7 33.0 10.7 25,0 Tatal Split (s) 25.0 15.0 45.0 15.0 45.0 15,0 35.0 Total Spilt (%) 20,0% 12,5% 37.5% 12.5% 37,5% 13% 29% Yellow Time (s) 4,0 3,7 4.0 3.7 4.0 3.7 4.0 All -lied Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Tine Adjust (s) 0.0 0.0 0,0 0 0 0,0 Total Lest Time (s) 6,0 5.7 6,0 5.7 6.0 Lead/Lag Lag i.ead Lag Lead Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode None None C•Min None C-Min None Ncne Intersection Summary. Cycle Length: 120 Actuated Cycle Length: 120 Met: t17 {98%), Referenced to phase 2:S13TL and 6:NBT. Start of Green Natural Cycle: 105 Corftrol Type: Actuated -Coordinated Splits and Phases: 16: NE 2nd Avenue & NE 51st Street (N) K,4FTL_TPT01043752000 - Design PlaceiCalcs'lSyn rAxisling PM.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 16: NE 2nd Avenue & NE 61 st Street N P.M. Peak Hour Movement Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flaw (vphpl) Total Lcst time (s) Lane Lit I. Factor Frpb. ped/bikes Flpb, pedlbikes Frt Fit Protected Satd. FlDw (prat) Flt Permitted Satd. Flaw (perm) Peak -hour factor, PHF Adj. Flow (vph) RTOR Seduction (vph) Lane Group Flow vph} Confl. Peds. (#Ihr) Conti, Likes (#fhr) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Zxlenslion (a) 1 WEL 5 27 27 1900 6.0 1.00 1.00 1.00 1.00 0.95 1770 0,95 1770 0.92 29 0 29 Prot 4 4 9 4.9 0,C4 6.0 2,5 I WBR NBT F T+ 19 593 19 533 1900 1900 5.7 5,0 1.00 1.00 198 0.99 1.00 1.00 0,85 0.99 1.00 1,00 1547 1835 1.0D 1,00 1547 1835 0.92 0.92 21 645 20 1 1 690 6 pm+ov NA 5 6 4 8.2 76.7 8.2 76.7 0.07 0,54 5.7 6.0 2.0 1,0 NER SBL SET Et 42 24 321 42 24 n1 1900 1900 1900 5,7 6.0 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 0.95 1.00 1762 1863 0.30 1,00 549 1863 0.92 0.92 0.92 46 26 349 0 0 0 0 26 349 30 30 5 pm+pt NA 5 2 2 79.1 75.8 79.1 75.8 0.66 0.63 5.7 0.0 2,0 1.0 Lane Gn3 Cap (vph) 72 vis Ratio Prot 0,02 vJs Ratio Penn vie Ratio 0,4D Uniform Delay, di 56.1 Progression Factor 1,00 incremental Delay, d2 2.7 Delay (sl 58.3 Level of Service E Approach Delay (s) 56,0 Apprnacn LDS E lnterseclion Summary 105 1172 0.00 cD.38 0.00 0.01 0.59 52.1 12,5 1.00 0.42 0,0 2.0 52.1 7.2 D A 7.2 A 395 1178 c0.00 0.19 0.04 0.07 0.30 5.5 10-0 0.60 0.72 0.0 0.0 5.3 7.8 A A 7.6 A HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuates Cycle Length (s) Inter ion Capacity Utiirration Analysis Period (min) c Critical Lane Group 9.6 0.49 120,0 51.6% 15 HCM 2000 Level of Service Sum of lost time (s) ICt! Level of Service A 23,7 A K:IFTL_TPT01043752000- Design PIacelCalcs),Synchrc\Existing PM.syn Timings Existing Conditions 17: NE 2nd Avenue & NE 51st Street (S) P.M. Peak Flour t Lane Group EBL E3R NE L NBT SI3T SER a4 (15 Lana Configurations T ' + 4 if Traffic Volume (vph) 73 64 15 553 312 29 Future Volume (vph) 73 64 15 563 312 29 Turn Type Prot pm+ov pm+pt MA NA Perm Protected Phases 3 1 1 6 2 4 5 Permitted Phases 3 6 2 Detector Phase 3 1 1 6 2 2 Switci Phase Minimum Initial (s) 7.0 5.0 5.0 14.0 14,0 14.0 7.0 5.0 Minimum Split (s) 25.0 10.7 10.7 33,0 33,0 33.0 25.0 10.7 Total Split (s) 35.0 15.0 15.E 45.0 45.0 45.0 25.0 15.0 Total Split(%) 29,2% 12,5% 12.5% 37,5% 37.5% 37,5% 21% 13% Yellow Time (s) 4.0 3,7 3.7 4,0 4,0 4.0 4,0 3,7 All -Red Time (s) 2.0 2,0 2,0 2.0 2.0 2,0 2,0 2.0 Last Time Adjust (s) 0,0 0.0 0.0 0.0 0.0 0,0 Total Loat Time (s) 5.0 5.7 5.7 6,0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lead Lead -Lag Optimise? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None C-Min C-Min C-Min New None Intersection Surnmant Cycle Length: 120 Actuated Cycle Length: 120 Offset: 117 (96%), Referenced to phase 2:SETL and 5:N3T, Start of Green Natural Cyde: 105 Control Type: Actuated -Coordinated Salits and Phases: 17: NE 2nd Avenue & NE 51st Street tS 4.17 ti it =LL6 -t1.7 ! T T n2 tiRT = 1 7 fr 03 «16 irci4 15s 11145s 35s 25s m15 ;5 =5=17 f tab R) is s 1 M45 s K1FTL_TPTpl043T52000 - Design PIacelCalcslSynchra4Exislincg PM,syn HCM Signalized Intersection Capacity Analysis Existing Conditions 17: NE 2nd Avenue & NE 51st Street (S) P.M. Peak Hour '► f Movement ESL Ei3R NBL NBT SBT SBR Lane Configurations # ♦ f Traffic Volume (vph) 73 64 15 563 312 29 Future Volume (vph) 73 64 15 563 312 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Last time (s) 6.0 5.7 5.7 6.0 6.0 6.0 Lane Utrl_ Factor 1.00 1.00 1,00 1.00 1.00 1.0D Frpb, pedlbikes 1.O0 0,94 1.00 1.00 1.00 0.95 Flpb, pedlbikes 1.00 1.00 0.99 1.00 1.00 1,00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Fit Protected 0,95 1,00 0.95 1.00 1.00 1.00 8atd. Flaw (prot) 1770 1492 1758 1863 1863 1524 Flt Permitted 0.95 1.00 0,51 1.O0 1,00 1,00 Satd. Flow (perm) 1770 1492 945 1863 1663 1524 Peak -hour factor, PHF 0.E 0.89 0.89 0.89 0.69 0.89 Adj. Flow (vptr) 62 72 17 633 351 33 RTOR Reduction (vph) 0 53 0 0 D 2 Lane Group Flow(vph) 52 9 17 633 351 31 Cenfl. Peels, (#Ihr) 3 19 18 18 Confl. Bikes f#fhr) 5 Turn Type Prot pro+ov pm+pt NA NA Perm Protected Phases 3 1 1 6 2 Permitted Phases 3 6 2 Actuated Green, C (s) 11.4 15.6 80.9 76.7 75.8 75,8 Effective Green, 9 (s) 11.4 15,6 80.9 76.7 75.8 75.8 Actuated VC Ratio 0.10 0.13 0.67 0.04 0.63 0.63 Clearance Time (s) 6.0 5.7 5.7 6.0 6.0 6,0 Vehicle Extension (9 2.5 2.0 2.0 1.0 1,0 1.0 Lane taro Capp (vph) 1 193 665 1190 1176 962 vls Ratio Prot c0.05 c0.00 0.00 c0.34 0.19 Ws Ratio Perm 0.00 0.02 0.02 vic Ratio 0.49 0.05 0,03 0.53 0.30 0,03 Uniform Delay, d1 51.5 45,7 6.5 11.8 10.0 0.3 Progression Factor 1 00 1.00 1.00 1.00 0.18 0.15 Incremental Uclay, d2 1.6 0,0 0.0 1.7 0M 0,1 Belay (s) 53,2 45.7 6.6 13,5 2.5 1.3 Level of Service b o A B A A Approach Delay (s) 49,7 13,4 2.4 Approaon LCS D B A lrrtersec�on Summary HCM 2000 Control Delay 14.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48 Actuates Cycle Length (s) 120.0 Sum of lost time (s) 23.7 Intersection Capacity Utilization 50.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Ik.1FTL_'PTa104375200U - Design PIa4e1Cal \SynctrrolExisting PM syn Timirgs Existing Conditions 18: Biscayne Boulevard & NE 50th Terrace P.M, Peak Hour Lane G'ouy Er4'6L NBT SEL SST Lane Configurations +1, Traffic Volume {uph) 47 1689 36 10i8 Future Volume (vph) 47 1689 36 1678 Tturn Type Perm NA Perrin NA Protected Phases 6 2 Permitted Phases 4 2 Detector Phase 4 6 2 2 Switch 3hass Minimu-n Initial (s) 7.0 14.0 14.0 14.0 Minimum Split (s) 29.5 20.0 20.0 20.0 Total Split (s) 48.0 112.0 112.0 112.0 Total Split (%) 30.0% 70.0% 70.0% 70.0 Yellow Time (s) 4.0 4_0 4.0 4.6 All -Red Time (s) 2.66 2.0 2.0 2.0 Lost Time Adjust (s) C.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.0 8.0 6.0 LeadlLag Lead -Lag Opt mize? Recall Mode lone C-Min Grin C-Min Intersection Summary Cycle Length: 160 Actuated Cycle Leigth: 160 Offset: 33 (21%), Referenced to phase 2:S8TL and 6:NBT. Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Sollts and Phases; 18: Biscayne Boulevard & NE 50th Terrace II # e2 (R) 04 112s I-ZS P I ar (RI 112.5 K:IFTL_TPTO1043752000- Design Place\CalcslSynchro1Existing PM.syrn HCM Signalized Intersection Capacity Analysis Existing Conditions 18: Bisca tie Boulevard & NE 50th Terrace P.M. Peak Hour Movement WEL t WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Row (vphpl) Total Lcst time (s) Lane all. Factor Frph, ped/bikes Flpb, pedlbiices Frt FIE Protected Said. Flow (prat) Flt Permitted Satd. Flow (perm) Peak-trcur factor, PHF Adj, Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Cone. Pads. (#Ihr) Confl, Bikes (#1hr} tter 47 47 1900 6b 1.00 1.00 1.00 0.07 0.96 1721 0,06 1721 0;94 9 57 3 +1+ "1 ++ 15 1689 95 36 1078 15 1689 95 36 1076 1900 1900 1900 1900 1900 6.0 6.0 6,0 0,95 1.00 0.95 1.n0 1.00 1.0o 1,00 1,00 1.00 0.99 1.00 1.00 1,00 0.95 1.00 3506 1759 3539 1.00 0.10 1.00 3506 179 3539 0.94 0.94 0.94 0.94 0.94 16 1797 101 36 1147 0 1 0 0 0 0 1897 0 38 1147 2 7 7 7 Tum Type Protected Phases PerrnFtted Phases Actuated Green, G (s) Effective Green, g (s) Actuated giC Ratio Clearance Time (s) Vehicle Extension (s) Lane Gil Cap (vph) vis Ratio Prut vls Ratio Perm WC Ratio Uniform Delay, di Progression Factor Incnirnental Delay, d2 Delay (sl Level otService Approan Delay (s) Approacl LOS interseon Summary Perm 4 10.4 10,4 0,07 6.5 2.5 111 c4.03 0.51 723 1 OD 2.9 76,3 E 75,3 E NA 6 137.1 137.1 0.86 6.0 1.0 3004 c0.54 0.63 3.6 1-00 1.0 4.6 A 4.6 A Perm NA 2 2 137.1 137,1 0.86 6.0 1.0 153 0.21 0,25 2.1 1.44 3.6 6.6 A 137.1 137.1 016 6.0 1,0 3032 0.32 0.36 2.4 0-92 0.3 2.6 A 2.7 A FlCM 200070 Control Delay MGM 2000 Volume to Capactly ratio Actuated Cycie Length (s) Intersection Capaaty Utilization Analysis Period (ruin) c Critical Lane Group 5.4 Hal 2000 Level of Service 0.62 160.0 Sum of last time (s) 66.9% IOU Level of Service 15 A 12.5 K- FTL_TPTO\ 3752000 - Design PlacelCalcs1SynchrolExistirrg PM.syn Timings Existing Conditions 19: North Miami Avenue & NW 46th Street/NE 46th Street P.M. Peak Hour Lane Croup E8L EBT UUBL W'3T NBL NBT BBL SBT Lane Cortiflgurations 4 + 4 44. 14. Traffic Volume (vph) 35 28 10 15 35 1320 7 570 Future Volume (vph) 35 25 10 15 35 1320 7 570 Tum Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 6 4 6 2 Detector Phase 8 B 4 4 6 6 2 2 Stitch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 26.0 26.0 26.0 26.0 23.4 23,4 23.4 23.4 Total Slit (s) 26.0 26.0 26.0 26.0 49.0 49.0 49.0 49.0 Total Split (%) 34.7%6 34,7% 34.7 6 34.7 % 65.3% 65.3% 05.3% 65.3% Yellow Time (s} &.0 4.0 4.0 4.0 4.4 4,4 4.4 4.4 All Red Time (s) 2.3 2.3 2 3 2,3 2.0 2,0 2.0 2,0 Lost Time Adjust (s), 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6,3 6.3 6,4 6.4 6.4 6.4 Lead/Lag Lead -Lag Optimize? Recall Mode None None None Ncne C-Min C-Miry C-Min C-Min Intersection Summary Cycle Length. 75 Actuated Cycle Length: 75 Offset: 40 (53%), Referenced to phase 2:SBTL and 6: NBTL, Start of Green Natural Cycle' 60 Control Type: Actuated -Coordinated Salits and Phases: 19: North Miami Avenue & NW 46th StreellNE 46th Street 49s I s tcP5 49s I 26s t It:\FTL_T'TO 043752000 Design Place1Calcs\Synchro Existing PM,syri HCM 2010 Signalized Intersection Summary Existing Conditions 19: North Miami Avenue & NW 46th StreetThE 46th Street P M. Peak Hour t t di Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ tT+ Tratiic Volume fvehfhj 85 28 27 10 15 5 35 1320 19 7 570 39 Future Volume (vehT) &5 28 27 10 15 6 35 1320 19 7 570 39 Number 3 8 18 7 4 14 1 6 10 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 0.99 Parking Bus, At 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat F1ow, veh/hlln 1900 1863 1900 1900 1663 1900 1863 1863 1900 1853 1863 1900 Ad) Flow Rate, vehJh 94 31 30 11 17 7 39 1467 21 8 633 43 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Feak Hour Factor 0.90 0.90 0,90 0.90 0.90 0.90 0.90 0.90 0,90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehJh 191 51 40 109 142 47 610 2487 36 316 2342 159 Arrive On Greco 0.13 0.13 0.13 0.' 3 0.13 0.13 0.93 0.03 0.93 0.93 0.93 0.93 Sat Row, vehJh 852 383 296 343 1061 351 758 3571 51 352 3362 228 Grp Volurna(v), vehJh 155 0 D 35 D 0 39 726 702 8 333 343 Grp Sat Flow(s).vehdtrlln 1530 0 0 1756 0 0 758 1770 1852 352 1770 1821 Q Serve(g_s), s 59 0.0 0.0 0.0 0,0 0.0 'CA 5.0 5.0 0,3 1.4 1,4 Cycle Q Clear(gg_c , s 7.2 0.0 0.0 1.3 0-0 0.0 1.8 5.0 5.0 5.3 1.4 1.4 Prop In Lame 0.51 0.19 0.31 0.20 1.00 0.03 1.30 0.13 Lane Grp Cap(c), vehJh 282 0 0 298 0 0 610 1233 1290 318 1233 1268 WC Rebo(X) 0.55 0.00 0.00 0,12 0,00 C'.BO 0.06 0.59 0,59 0.03 0,27 0.27 Avail Cap(c_a), 474 0 0 505 0 0 610 1233 1290 318 1233 1268 HCM Platoon Ratio 1.00 1.00 1.00 1,00 1.00 1,00 1,33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 0.00 1,00 0,00 0.40 1.00 1.00 1.00 0.93 0.93 0.93 Llniforrn Delay (dj, slush 31.2 0.0 0.0 28.7 0.0 0.0 1.0 1.0 1.0 1.4 0.9 0.9 Iner'Delay {d2), siveh 1.2 0,0 0.0 01 0.0 0.0 0.2 2,1 2.0 0.1 0.5 0,5 Initial a Delay(d3),siveh 0,0 0.0 0,0 00 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 i6e BackOfQ(50%),vehlln 3.2 0.0 0.0 0.7 0.0 0.0 0.1 2.7 2.8 0.0 0.7 0.7 LoGrp IOelay(d),sIvetr 32.4 11.0 0.0 28.5 0 0 0.0 1.2 3,1 3 0 1.5 1.4 1.4 LnGrp LOS 0 C A A A A A A Approach Vol, veal 155 35 1527 664 Approach Delay, elv h 32.4 28.8 3.0 1.4 Approach LOS C C A A Tinter 1 2 3 4 5 5 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 58.7 16,3 58.7 10.3 Change Period (Y+Rc), s 6,4 * 6.3 6.4 `6,3 Max Green Setting (Gum). s 42,6 * 2D 42.6 " 20 Max Q Clear Time (guc+l1), s 7,3 3.3 7.0 9.2 Green Fit Time (p_o), s 6.9 0.7 6,9 0.6 1nte1-se-ion Summary HCW 2010 C1rl Delay 4.8 HCN1 2010 LOS A Notes K:4FTLZIPTOV143i 52030 - Design PlaoelCe Synchra\Ex sting PM-syn Timings Existing Conditions 20: NE 2nd Avenue & NE 39th Street P.M. Peak Hour Lane Group E3L EBT WBL WBT NBL NBT SBL SBT Lane Configurations 41. 4' 4 41r Traffic Volume (vph) 25 52 53 157 27 355 48 281 Future Volume (vph) 25 52 63 157 27 355 48 281 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 9 4 6 2 Detector Phase 9 8 4 4 6 6 2 2 Svidtch Phase Minimum Initial (s) 7.0 7.0 7,0 7 0 7.0 7.0 7.0 7.0 Minimum Split (s) 23.0 23.0 23.0 23.0 23.0 23.0 23.0 23.0 Total Split (s) 35.0 35.0 35.0 35.0 55.0 55.0 55.0 55.0 Total Split (%) 38,9' O 38.9% 38,9% 38.9%0 61.1% 61.1% 61.1% 61.1% Yellow Time is} 4.0 4.0 4,0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) O.0 0.0 0.0 0.0 Total Lost Time (s) 5,0 6.0 6,0 6.0 Lead/Lag Lead-La0 Optimize? Recall Mode None None None None C-Min C1in C-Min C-Min Intersection 'Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset 66 (73%), Referenced to phase 2:SBTL and E.NBTL, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated Splits End Phases: 20: NE 2nd Avenue & NE 39th Street M■02l) I- 04 55s I 355 55s T 35s l IK: FTL._TPTC\043752000 - Design PIaceCCaIcs4SynchroiExiOng PM.syr HCM 2010 Signalized Intersection Summary 20: NE 2nd Avenue & NE 09th Street Existing Conditions P.M. Peak Hour 4_ t Movement j EEL EBT EBR 4BL UVBT W'BR NBL NBT NBR SBL SST SBR Lane Configurations +. Traffic Volume (vefirh) 25 52 41 63 157 136 27 355 47 48 281 37 Future Volume (vehfi) 25 52 41 63 157 136 27 355 47 48 281 37 Number 3 8 18 7 4 14 1 6 16 5 2 12 Irtllial (Db), veh 0 0 0 0 0 0 0 0 t1 0 0 0 Ped-Bike Adj(A_rbT) 1,00 0.96 0.98 0.95 0.97 0,92 0.98 0.92 Parking Nis, Adj 1.00 1.00 1.00 1.CC 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 Adj Sat Flow, vehkhfln 1900 1863 1900 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flaw Rate, vehlh 26 54 42 65 162 140 26 366 48 49 290 38 Adj No. of Lanes D 1 0 0 1 00 1 0 0 2 0 Peak Hour Factor 0.07 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehlh 102 198 132 103 201 159 79 918 116 261 1.502 198 Arrive Di Green 0,26 0,26 0,26 0,26 0.26 0.26 0.81 0.61 0,81 0.81 0.81 0,81 Set Flow vehlh 206 767 511 218 780 615 60 1508 191 _ 346 2468 326 Grp Volume(v), aehlh 122 0 0 367 0 0 442 D 0 190 0 187 Grp Sat Flaws),vehlhlln 1484 0 0 1612 0 0 1759 0 0 1534 0 1605 Q Serve?gs), s 0,0 0.0 0.0 14.4 0.0 0.0 0.0 0.0 0,0 0.0 0.0 2,4 Cycle Q Clew(g..c)). s 5,1 0.0 0.0 10,6 0.0 0.0 6.2 0.0 0.0 2.0 0.0 2.4 Prop In Lane 0.21 0.34 0,18 0.38 0.06 0.11 0.26 0.20 Lane Grp Cap(c), vehfh 431 0 0 463 0 0 1114 0 0 984 0 077 VPC Ratio(X) 0.28 0.00 0.00 0.79 0,00 0.00 4.40 0.00 0.00 0,19 0.00 0.19 Avail Cap(c_a), vehlh 528 0 0 565 0 0 1114 0 0 984 0 977 HCM Platoon Ratio 1.00 1,00 1.00 1.00 1.00 1.00 1,33 1,33 1.33 1.33 1.33 1.33 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.DO 1.00 Uniform Delay (d}, slveh 26.7 0-0 0.0 31.9 0 0 0.0 3.9 0.0 0.0 3.5 0.0 3.6 Icier Delay (d2), slveh O.3 0.0 0.0 5.8 0.0 0.0 1.1 0.0 0.0 0.4 0,0 0.4 Initial Q Delay(d3),alveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °file Bk>~]f{ (50% ),vehlln 2.4 0.0 I,O 9.5 0.0 0,0 34 0.0 0.0 1.1 0,0 1.1 LnGrp Delay(d),sfveh 26.9 0.0 0.0 37.7 0.0 0.0 5 0 0.0 0.0 4 0 0-0 4.0 LnGrp LDS C 0 A A A Approach Vol, vehlh 122 367 442 377 Approach Delay, sNeh 26.9 37_7 5.0 4.0 Approach LOS C f0 A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 60.8 29.2 60.8 29.2 Change Period (Y+Rc, s 6.0 6,0 6.0 6.0 Max Green Setting (Gniax), s 49.0 29.0 49.0 29.0 Max Q Clear Time (9_s+11 ), s 4,4 21. S.2 7.f Green Ext lime (p cj, s 2.0 1.6 2.0 2.7 intersectan Summary - HCM 2010 Ctrl delay 15.9 HCM 2010 LDS 13 K:',FTL_TPTO1043752000 - Design PIa: a\CalcslSynchro4Existing PM.syn Appendix F: Growth Rate Calculations Growth Rate Summary station PlumberLocation Hivtoric Growth 194 5R 934/RE 73th Street — 209'west of NE 4th Court 2.13% 10S Sf. 334 NE 82nd Street -- 200' west of NE 3rd New 3-31 142 SR SIWM7901 Street - MT [asteif N 6ay%here Latin 0.62% S960 SR SjLJS-1-200'south of NE 53rdStreet -15714 S065 Sri 51L•1— 203' north of NE 71st Street 0.11% SOCA SF.SfUS-1— 201' Ai1th epf NE 79th 5Veerf5R 934 3.19 5355 SR 344/Nl 54th Street— 200 feer west of SR 5/US-1 0.9575 Average 1-25% SERPM mete Location 2410 2040 Growth NE 32nd Street •- 754` east of NE 7th Avenue 27,953 32.368 0,43% SR334/NE791hS`_reet-2D0'wptofNE4thMug 7$,920 37,$1, team SR 3341N'E 82nel Street — 200' west ar NE 3rd Place as,s❑d 33,489 0,58% SR 934/NE 79th Street -- EDO' well of NE 10th Avenue 19,054 23,463 0.77% SP SiLIS-t —2011 south of NE 53rd Street 19,776 27,389 1.28% SR5ftJ5-1- 2110' n bath of NE 715t Street 26,437 36,394 1.157G SR 5/US-1-- /CCe north of NE 791ti StreeUSR 334 27,190 34,5133 0.31% Sit 944/NW Sa1h Street •- 200 feet west of SR S1t1S-1 3,125 16,187 2,385E NE 2rtd Avenue. -- 10Q feet nadth 84 NE SW 5/Yeet 7,215 i 12,130 2.27% Average 1.24:4 K: wre1PIS75 Mee .n.4n pl.epimparlVe pen dim lrorsm+hF-Law.OF. rate tarral.rlownlrhvf Orosrh Mina Sum amr/xb Growth Kato summary Street Name 2010 2040 Difference Annual Growth Rate N-5 _ 1 NW 2nd Avenue 12,820 13,717 897 0.23% 2 14,230 16,375 2,14.5 0.50% 3 11,872 12,022 150 0.Q4% 4 14,263 15,661 1,398 0.33% 5 13,588 14,815 1,227 0.30% 6 14,527 17,374 2,747 0.63% 7 10,024 13,355 3,331 1.11% 8 11,504 14,675 3,172 0.92% 9 12,743 15,926 3,183 0.83% 10 12,795 15,185 2,390 n.62% 11 14,407 17,303 2,896 0.67% 12 N Miami Avenue 12,755 19,297 6,511 1.70% 13 1.3,098 19,969 6,871 1.75% 14 13,129 20,565 7,436 1.89% 15 11,628 18,518 6,890 1.98% 16 9,347 17,046 7,699 2.75% 17 9,347 17,046 7,699 2.75% 19 9,061 16,079 7,018 2.58% 19 14,470 21,659 7,189 1.66% 2D 14,421 21,088 6,667 1.54% 21 16,488 22,729 6,241 1.26% 22 NE 2nd Avenue 9,879 17,510 7,531 2.57% 23 8,394 15,364 6,970 2.77% 2524 [8, 705 9,336 15,579 15,124 6,'847 ry4 6,f€8 2.5�'33 q /6 2.4p2% } 25 13,162 19,790 p8 6,628 1.58% 27 12,852 18,330 5,478 1.42% 28 7,215 12,138 4,923 2.27% 29 11,556 17,708 6,152 1.77% 30 13,883 21,199 7,316 1.76% 31 Biscayne Boulevard 26,576 33,986 7,410 0.93% 32 26,457 36,394 9,937 1.25% 33 22,002 29,246 7,244 1.10% 34 25,315 35,236 9,920 1.31% 35 17,523 23,998 6,475 1.23% 36 17,697 24,714 7,017 1.32% 37q 27,086p, 7,276 1.+2�2%r 38 11�9,7810 19,776 27,389 7,613 1.28% 39 19,776 27,389 7,613 1,2896 40 23,287 31,733 8,446 41 23,287 11.+21i4 31,733 8,446 1,21% K.\FTL_TPT0 C74H752000 - Design Place\LliPMCP1c4AGroWthVVOT Growth Rate 54mmary,xl$ 42 NW 82nd Street 31,825 34,294 2,459 0,26% 43 28,742 32,928 4,186 0.49% 44 28,742 32,928 4,18E 0,49% 45 28,214 33,112 4,898 0.58% 46 28,506 33,489 4,983 0.58% 47 27,953 32,068, 4,115 0,49°,i 48 23,225 25,920 2,695 0,39% 49 22,377 25,020 2,643 0,30% 50 25,946 28,780 2,834 0.36% 51 52 NW 79th Street 29,527 27,146 39,925 33,287 10,398 6,141 1.17% 0.75% 53 27,954 33,816 5,862 0.70% 54 27,656 35,245 7,589 0.91% 55 27,656 35,235 7,579 0.91% 56 26,920 37,881 8,961 1,03% 57 27,728 34,688 6,960 0.84% 58 19,054 23,463 4,409 0.77% 59 23,991 29,033 5,042 0.70% 60 NW 71st Street 5,875 10,255 4,380 2.49% 61 5,105 8,571 3,466 2.26% 62 7,966 11,354 3,388 1.4296 54 6,561 10,500 3,939 2.00% 65 6,651 11,008 4,357 2.18% 56 6,765 11,230 4,465 2.20% 67 4,455 7,149 2,694 2.02% 68 NW 62nd Street 32,013 40,184 8,171 0.85% 69 29,098 36,663 7,565 0.87% 70 20,874 31,130 10,256 1.6456 71 17,645 28,012 10,367 1.96% 72 _ 15,367 24,807 9,440 2.05% 73 NW 54th Street 20,495 32,238 11,743 1.91% 74 15,396 25,989 10,593 2,29% 75 17,138 28,043 10,905 2.12% 76 14,190 22,870 8,680 2.04% 78 7,306 15,029 7,723 3.52% 79 9,126 16,187 7,051 2.58% 80 NW 46th Street 5,618 8,700 3,082 1.33% 81 3,740 6,123 2,333 2,12% 82 5,745 8,827 3,082 1.796 83 2,077 4,830 2,753 4.42% 84 5,271 7,237 1, 966 1.24% Total 1,352,776 1,331,099 478,323 1.18% K;\FTt. TPTO 437520O4 - DeSigry Plape\tUPA.\Cad GrI wth\MOT Growth Pate Sumrnary.xls Growth Rate Calculations from 2001D and 204E SEI PM morel Street Name 2010 2040 Difference annual rovgrth Rate N-S 1 NW 2nd Avenue 12,820 13,717 897 0.23% 2 14,230 16,375 2,145 0.50° 3 11,872 12,022 150 0.04% 4 14,263 15,661 1,39R b.3336 5 13,588 14,815 1,227 0,30% 5 14,627 17,374 2,747 0,63% 7 10,024 13,355 3,331 1,11% 8 11,504 14,675 3,172 0.9236 9 12,743 15,926 3,183 0 3% 10 12,795 15,185 2,390 0.62% 11 14,407 17,303 2,896 0.6736 12 N Miami Avenue 12,785 19,297 6,511 1.7036 13 13,098 19,969 6,871 1.75% 14 13,129 20,565 7,436 1.89% 15 11,628 18,518 6,890 1,98% 16 9,347 17,046 7,699 2.7536 17 9,347 17,046 7,699 2.7596 18 9,061 16,079 7,018 2.58% 19 14,470 21,659 7,189 1.663 20 14,421 21,088 6,667 1.5436 21 16,488 22,729 6,241 1.26% 22 NE 2nd Avenue 9,879 17,510 7,631 2.57% 23 8,394 15,364 6,970 2.77% 24 8,705 15,579 6,874 2.63% 25 9,336 16,124 6,788 2,42 6 26 13,162 19,790 6,628 1.6856 27 12,852 18,330 5,478 1.42% 28 7,215 12,138 4,923 2.27% 29 11,556 17,708 6,152 1,77% 30 13,883 21,199 7,316 1,76% 31 Biscayne Boulevard 26,57E 33,986 7,410 0,93% 32 26,457 36,394 9,937 1.2536 33 22,002 29,246 7,244 1.10% 34 25,316 35,236 9,920 1.316 35 17,.523 23,998 6,475 1.23% 36 17,697 24,714 7,017 1.32% 37 19,810 27,086 7,276 1.22% 38 19,776 27,389 7,613 1.2836 39 19,776 27,389 7,613 1,28% 40 23,287 31,733 8,446 1.21% 41 23,287 31,733 8,446 1,21% VC:\PTL_TPT0\04375200D - Dasign PIa*LUPA\Calcs46rovuthlrDOT Gr wth ItgLe $Virirnpry,x1F E-W 42 NW 82rd strut 31,825 34,294 2,469 D,26% 43 28,742 32,928 4,186 0,499 44 28,742 32,926 4,186 0.49% 45 28,214 33,112 4.898 0.58% 46 28,506 33,489 4,983 0,58% 47 27,953 32,068 4,115 0.49% 48 23,225 25,920 2,695 0.39% 49 22,377 25,020 2,643 0.39% 50 25,946 28,780 2,834 0.36% 51 NW 79th Street 29,527 39,925 10,398 1.17% 52 27,146 33,287 6,141 0.75% 53 27,954 33,81E 5,862 0.70% 54 27,656 35,245 7,589 0.919E 55 27,656 35,235 7,579 0.91% 56 28,920 37,881 8,961 1.03% 57 27,728 34,688 6,960 0.849E 58 19,054 23,463 4,409 0.77% 59 23,991 29,033 5,042 0.70% i 50 NW 71st Street 5,875 10,255 4,380 2.49% 61 5,105 8,571 3,466 2.26% 62 7,966 11,354 3,388 1.42% 64 6,561 10,500 3,939 2.00% 65 6,651 11,008 4,357 2.18% 66 6,765 11,230 4,465 2.20% 67 4,455 7,149 2,694 2.02% 68 NW 62nd Street 32,013 40,184 8,171 0.85% 69 29,098 36,663 7,565 0.87% 70 20,874 31,130 10,256 1.64% 71 17,645 28,012 10,367 1.96% 72 15,367 24,807 9,440 2.05% 73 NW 54th Street 20,495 32,238 11,743 1.91% 74 15,396 25,989 10,593 2.29% 75 17,138 28,043 10,905 2.12% 76 14,190 22,870 8,580 2,04% 78 7,306 15,029 7,723 3.52% 79 9,126 16,187 7,061 2.58% 80 NW 46th Street 5,618 8,700 3,082 1.83,E 81 3,740 6,123 2,383 2.12% 82 5,745 8,827 3,082 1.79% 83 2,077 4,830 2,753 4.42° 34 5,271 7,237 1,966 1.24% Total 1,35 2,776 1,831,099 478,323 1.1.8% \FIL_TPTOAOd3752OOD- Design PlachlLUPA\Calcs\GrourkhjFDOTGrawth RateSummary.rrls TRAFFIC TRENDS SR 934/NE 79th Street -- 200 feet west of NE 4th Court County: Station #: Highway: Miami -Dade 104 6F 934/NE 70th Street 40000 35000 3 ]000 0 25000 ▪ 20000 w ▪ 15000 2 10000 5000 PObserved Count Fitted Curve 200E 2010 I: I I I I; II 2015 2020 2025 2030 2035 2040 Year Annual Trend Increase: 446 Treed R-square: 12.0% trend Annual Historic Growth Rate: 2.13% Trend Growth Rate (2014 to Design Year); 1.01% Printed: 13-Nov-15 Straight Line Growth Option Year Traffic (ADTIAADT Count* Trend*' 2005 26500 20900 2006 20500 21400 2007 21500 21800 2008 ' 20500 22300 2009 19500 22700 2010 22500 23200 2011 23000 23600 2012 18000 24000 2013 26400 24500 2014 30900 24900 2020 Opening Year Trend 2020 N/A 27600 2030 Mid -Year 'Trend 2.03.0 WA 3210D 2040 Design Year Trend 2040 N/A 36600 TRANPLAN Forecasts/Trends 'Axle -Adjusted TRAFFIC TRENDS SR 934INE 82nd Street -- 200 feet west of NE 3rd Place County: Station #I; Highway: Miami -Dade 105 SR 934/NE 82nd Street 35000 30000 I 25000 L > 20000 — cs E 15000 r 10000 — 5000 2005 - Observed Count Fitted Curve 2010 2015 Annual Trend increase 461 Trend R-squared: 23.9°la Trend Annual Historic Growth Rate: 3.31'% Trend Growth Rate (2014 to Design Year): 2.50% Panted: 13-Nov-15 Straight Line Growth Option Year Traffic (ADTIAADT) Count` Trend" ti 14100 14600 15000 15500 16000 16400 16900 17400 17800 18300 2005 2006 2007 2003 2009 2010 2011 2012 2013 2014 15000 15000 15500 14000 14500 14000 17500 23500 15500 17500 2020 Opening Year Trend 2020 N/A 21000 2030 Mid -Year Trend 2030 2040 N/A 25600 Trend Design Year 2040 N/A 30204 TRANPLAN Forecasts/Trends. TRAFFIC TRENDS SR 934/N 79th Street -- 200 feet east of N Bayshore Court County: Station #: Highway: Miami -Dade 142 SR 9341N 79th Street Average Daily Traffic (Vehicles/Day) 50000 45000 - 40000 — 35000 30000 25000 — 20000 — 15000 10000 — 6000 — 0 Observed Count fitted Curve 04 2005 2010 20 1 i 2020 2025 Year 203 D 2035 " Annual l rent] Increase; Trend R-squared: Trend Annual Historic Growth Rate: Trend Growth Rate (2014 to Design Year): Printer: 227 12.9% 0.62% 0.57% 13-Nov-15 Straight Line Growth Option Year Traffic (ADT/AADT) Count' Trend` 2005 39000 37600 2006 3650C 38100 2007 3650C 38300 2008 37000 38500 2009 35500 38700 2010 39500 39000 2011 39500 39200 2012 43000 39400 2013 39000 39600 ' 2014 39000 39900 2020 Opening Year Trend 2020 NIA 41200 2030 Mid -Year Trend 2030 NIA 43500 2040 Design Year Trend 2040 NIA 45800 TRAI LAN Forecasts/Trends 'Axle -Adjusted TRAFFIC TRENDS SR 5/l!S-1 -- 200 feet south of NE 53rd Street County: titation #: Highway: Average Daily Traffic (VehiclesIDay) 45000 40000 35000 30000 25000 20000 `f 5000 10000 5000 .1444. ®bserv0d COMA Fitfd Curve 11 1 I 1 I I I 1 I 1 I 1 1 1- I I I 1 I 1 1 1 1 I I 2005 2010 2€115 2020 2025 2030 2035 2040 Year Annual Trend Increase: -648 Trend R-squared, 34.3% Trend Annual Historic Growth Rate: -1.57% Trend Growth Rate (2014 to Design Year): -1.84% Printed: 13-Nov-15 Straight Line Growth Option Miami -Dade 5060 5R 51U5-1 Year Traffic (ADTIAADT) Count* Trend" 2005 39000 41100 2006 40500 40500 2007 42000 39800 2008 41000 39200 2009 40500 38 500 2010 37500 37900 2011 30500 37200 2012 38000 36600 2013 37500 35900 2014 35500 35300 202) Trend Opening Year 2020 NJA 31400 2030 Mid -Year Trend 2030 NA 24900 2040 Design Yea Trend 2040 NJA 18400 TRANPLAN Farecasts(Trends `Axle -Adjusted 50000 TRAFFIC TRENDS SR 51US-1 200 feet north of NE 71st Street 45000 - 40000 co Q co 25000 el= 20000 (5 cu. loom, 35000 - limo Observed Count —Fitted Curve 30000 - 5000 0 15000 - County: Station Highway: likarm-Dacle 5065 SR 54JS-1 Ilildilif11111111!1111111111111 2005 2010 2015 2020 2026 2030 2036 2043 Year - Annual Trend Increase: 42 Trend R-squared: 0,6% Trer Annual Uistoric Growth Rate: Trend Growth Rate (2014 to Design Year): al 1 % Pnnted. 13-Nov-15 Straight Line Gcovoth Option Year Traffic (ADTIAADT) Count* Trend** 2005 40000 39700 2006 41000 39800 2007 41000 39800 2008 39000 39800 2009 37500 39900 2010 39000 39900 2011 37500 40000 2012 43000 40000 2013 41000 40000 2014 40000 40100 2020 Opening Year Trend 2020 NIA 40300 2030 Mid -Year Trend 2030 NIA 40800 2040 Design Year Trend 2040 MA 41200 TRAN PLAN Forecas/Tre ncls 'Axle -Adjusted TRAFFIC TRENDS SR SIUS-1 -- 200 feet north of NE 79th Street/SR 934 County: Station #: Highway: Miami -Dade 5068 SR 5/US-1 90000 80000 �a 70000 — 7, 60000 — 6000[ �v 1- 40000 - fa 30000 55 t 20000 - 10000 0 IobbservedCount Fined Curve 2005 2010 2015 2020 2025. Year 2030 2035 2040 " Annual Trend increase: Trend R-s9uared_ Trend Anna Historic Growth Rate: Trend Growth Rate (2014 to Design Year): Printed: 1,167 16_6% 3:19% 2.47% 13-Nov-15 Straight Line Growth Option Year Traffic (ADT1&4DT) Count" 2005 48500 2006 33000 2007 33003 2008 35000 2009 41500 2010 39000 2011 46000 2012 42000 2013 60000 2014 40500 Trend"k 366D0 3780C 38000 401 0C 413D0 42400 4360C 44800 45900 47100 2020 Opening Year Trend 2020 N/A 5410C 2030 Mid -Year Trend 2030 NJA 6580C 2040 Design Year Trend 2040 NIA 77400 TRANPLAN ForecastsfTrends Ax1is-Ivijusit.d TRAFFIC TRENDS SR 944/NW 54th Street — 2O0 feet west of SR SIUS-1 County: Station #:. Highway: Miami -Dade 5355 SR 9441%/V 54th Street Average Daily Traffic (Vehicles/Day) 18000 16OOO 14000 12O00 10000 8000 5000 4000 2000 F0G5ervBd Count -,--Fitted Curve v 1° I N 1 ! I F I I' 1 1 i 1 1 11 2005 2010 2015 2020 2025 2030 2035 2040 Year Annual Trend Increase: 119 Trend R-squared; 15.7% Trend Annual Historic Growth Rate; 0.95% Trend Growth Rate (2014 to Design Year), O,85% Fin nted: 13- 1ov-t 5 Straight Line Growth Option Year Traffic (ADTIAADT) Count* Trend** 2005 11800 12900 2006 12900 13100 2007 13500 13200 2O08 13300 13300 2009 140OO 13400 2010 15400 13500 2011 13500 13700 2012 13900 138OO 2013 1320O 13900 2014 13.300 14000 2020 Opening Yea Trend 2020 N/A 14700 2 30 Mid -Year Trend 2030 NiA 15900 2040 Deign Year Trend 204O NIA 17100 TRANPLAN Forecasts/Trends 'Axle -Adjusted Appendix G: Vested Development Trip Information Traffic impact Analysis for Submittal to the City of Miami E_ Kimley-Horn and Associates, Inc. r42O12 Nimley-f1 m and associates, inc. October 2011 Revised April 2 01 Z 043505000 N eorro]cv.A L rs J %It +� a 1< 514 . r. ti 14 r 1rAJr w - � J14 J t. .114 or' JO qa J ''fit r .01 CS Y 4 ar4 riJ '1 d NE•41h eln.l f11 L r 11i Y J14 J ma. ifterNcin Mr IId AAMiate4, fnC. 91r L1 r err 4- 1 1 f' J o ,try 9 j py 1 It q 41 JiL f ' 4 of 114. r J ..y I] —0 .tr Figure Prayed Traffic PAA Pdbk 1181JA Miami❑fsgn #�I4ht Traffic Impact Analysis for Submittal to the City of Miami Miami Design District Special Area Plan Amendment Miami, Florida pirr Kimley-Horn and Associates, Inc. 12013 Himley-HQrn andJ4ssoelates, Ins. May 2013 043505003 I. ..1 t4 r"n 1.11/911.6.1 tir tr r 3 11. a: JL. "`+ n1 J MM.. hew r15 tr !1 is 0 tir r J r 14 r11a i4 irdimorddokirr. a� a tit Figure 5 Prow Totp LA MAMA PNPatl Haw came oagup.n mwnrx • Traffic Impact Analysis For Submittal to the City of ✓Miami Mimi Design District Special Area Plan (SAP) Amendment #2 City of Miami, Florida Kimley»> Horn ©2014 Kimley-Horn and Associates. Inc. September 2014 r ppou 'tiLuvivij P ko zeg iuewpasuJV Spy QUA ¥mn & uu,wydpj. JKHm®dWV tam d waE a =[ EJ1 OJd m014 # a r, 0 J-u s uolpagagui& O @M mu #n I o U]OH k<AlW!N l ! DS419N linulS MC 3N 4Us@a N = m. FTTOLE NE 43rd Street SE 421d Stree7 NE;9ttlStreet Legend c — Study i radway 0 Study Intersection z d xx Peek Hour Project Traffic t 77 — �1 tip° 0 a o1 ih Ji4 sJr SITE Residential Driveway ra m°1 3 te'C ry a n � r NE 36th Street Kimleyo.Horn K 2014 it s � z t L5 a rc NE 33th Street ro U L7 NE Nth Street Figure 7 PM Peak Hour Project Trip Assignment Miami Design District SAP Amendment#2 City of Miami, Florida MIAMI JEWISH HEALTH SYSTEMS Traffic Study NW 54th Street i1L 2G9� 443 43 NE 53rd Street NE 52nd ;tree. NE 5Oth Terrace Project Location North Miami .Avenue Joe 4s- 41 MJHS Driveway Ji 52 -J E t z N� 2nd Avenue Exhibit 7 Future Without Project F'M Peak Hour Traffic Volumes tr 172 11 40f NE 54th Street NE S1st Street NORTH w a'anr 7P::ou DAVID PLUMMER & ASSOCIATES I Project No. 16196 I November 2015 SIL M1 NW 54th Street NE 53rd Street NE 52nd Street NE 50th Terrace Project Location NE 2na Avenue k1JHS Driveway 29 Ji 74 nr North Miami Avenue 'exhibit 13 Future With Project PM Peak Hour Traffic Volumes NE 2nd Avenue tr 1� ry E1 NE 54th Street NE 51st Street DAVID PLUMMER & ASSOCIATES I Project HQ. 15195 I Novernbar 2015 Appendix H: Trip Generation EXISTING AM PEAK H{7UR TRIP GENERATION IiE TRIP aENERJ471{1JJ CHnkn�IPJepifN:Sa 011EtiT15NA1, 13i5TJ11&UTIGN GR0B5 PkvJILGI 1RfP76 MULT4.1QcA.L RE'OUGTFGN V13L1J11Es _ -. 4111 PEDESTRIAN REpUF'i10R FACTOR' 11ME5 INTERNAL CAPTURE Y05.U7AFS PA98-8°F CAPTURE NFTNEPT PR17JECT TRP6 l�{ln nr Irs E.* Coale RE e— brew k FE- NISI Penxii 11R Trips 5 Cu T.4.1 pnv.1 P8F Trip• 1n Cu TRW 4.0Eafi: lc cop 14 Grid TNN p4oaM PS r T11P• n i dt rer h 914L 1 �4p4R1Fl1rr1 C 120 512 du 20% 805E 51 204 2.55 1E0% 25 45 159 221 10.4% 23 Al 165 200 6.0 0 41 145 $66 5.D11 9 �a7 105 200 } 5 4 5 B 7 B 6 10 11 - 12 - - E.-mind 0euelopmene I E5ipt4rlp Person -Taps 11,4 it 144 2-55. 14.0% 2 .10 161 1.0.4% 23 41 153 p5 4,0% a 41 155 205 00% 4 s[ 165 205 FTE Code _ EquMlso 1 1 ar% VOF Freiurlten Ea&an4 Vehkle Trfpa _ 7 26 21 2M Yi41144.170a1.12 a4 139 173 Persons per rowel. Q. 1E4 xid L1J cacao me.. aynrwv nI rnpur,uppVer4119r EIB Yei]p1I14154 eUL•ge o-1 L+IC3NI4m1 L7F71. a 10% M4114I2QIBAI 14t1ar and 16% m2'441 411r fa•er wars 44412, EROPOSEI] Ah7 PEALS HOUR TRIP GENERATION ITE TPiR ENERI%TT�N CHAkA01EftI5Tlt8 PRiEG7TONAL 615TRIeirric4o GRGSB morseTTRrPs MULTIM60AL. RELLGTIGRF" 50LuMLs 16ir PTDCSTRei4 REBU4-11Gor, 12rro, VOLUMES INTERNAL GAPT114E VOLUMES PAE5� CAPTTIRR NET mew ERaJECTFP5 1.4.411.1.4 RE &am RE C4ir BCY4 Re UrIo 4474r —4.v gird 1• di y Teal FuraeL 1*1 71904 I+ Prn T44a1 Prruil KW Tdp• k ore. Toe 41+re41 IC Tap, w txr WA 41107214 PI 1 u, de 1•141 HYJh--Rlog Suoitlentii Cordon-m..1 fWI' 9 272 536a du 1494 51% 4H7 - 751 : pa 1411% OB rdh 711 !c 10.015 89 161 1141 J91 2.11. 10 141 $31 770 MA% 4 14e E31 776 2 Go peril Glee Duiidinp 4 710 556 Fs4 15% 124 -0G6 SS 161 14. % 46 BHS 541 115 1150% 41 371 45 374 125% 46 2i+1 32 221 OJ6% 0 I AD 32 125 :L 8152ppin5Cenier V 820 560 144 5214 3991 251 151 .. 410 14.014 41 2.15 140 2.71 16.094 58 214 121 1.05 12.1% a1 15i 1i2 2117 34,011 101 i 124 52 144 4 41e141 C 5115 24D cram TN 4F'14 75 112 ' 127 14.0% 13 M 47 114 15.01t. 11 W 42 111f 15.r11. 1e 00 DB 6.41E 0 40 'Er 6'p. S 6 f B 9 f0 11 15 Propai44d 0eve5upmenl Proposed Chew Prapomad nov*lopmenl Per1241.7e05 17,4 Noieg. P25 1,064" 1?0 140% 4115 31111 451 1.791 10.014 :fE 1a0 BB2 1.512 7.8% 122 Sd�1 4G1 2 E&-,:, 1 1 751 1364 1iE Code Sion 1574 VOF Reduction Woman Vehislo Trips persona per vah1.111 (15 Bused on Gift' al Ml4rr11 *20% MuIim5 ii Ipclm _ 124 222 732 Y•S.54 QR+Y#1lD IS551 7 1.157 710 I-15(r=0.0'L1400+1.57 gin 1.644 525 La431''=0.51 rL24p115-2.24 input_ as a plts or die44ve0ip:ne14' a tc1L9itleni negcrin1 DRI. 5.rd 14% pad4Siriln feet,. room uteri. Ilel Now Vehi11le Moo PeraoraTrip.04 prrimna p rr vehicle) NET NEIR PROJECT TRIPS am `?4, 0 DL 14141 512 #12 904 75.3 656 1,312 K•IFTL TPTO IJ4375217O0 - Design PleoeN.CalcslT4ip GensOZ 1'4 15 Trip Geri AM.oIsw. PI/ANT-PEAK I TOUR 2i512O16,9'45 AM EXISTING PM PEAK HOUR TRIP GENERATION 17E TR IP GENERATION CFtA.tZACTERIST[CS EIRECFIONAL 0I07k11U1100 GROSE PROJECT TRIPS NULTA166AL REDUCT1Cle VOLUN1S 16%P53ENTAA11 6EDUCTI01FACT41t`11 1/2LUME6 INTERNAL CAPTURE V9LUME1 PAS5-&T c.AhrllFlC NETNEd1 t 1410JECTTRJP$ I.... Ll.. rT; 1dm, III to4, 6ch ire 1N. - P.rriu 6 di Tdi 0.,E MIr TA, M dd Tors R.rTA - PR—PRF Tdp In dd 7dJ P.r.d IC Tap h aM Te4d P.reertt re Trips In au1 TaW 6 Zur i ApJrt1112l 11 -- A 212 du 6Si 4i% 144 r03 1±9 14a% as 175 4a zea 10.0iL 3I 137 84 242 0.996 0 137 84 � 242 0.4f5 5 157 EN 24P 2 s 4 6 6 7 1 r 9 10 11 12 _ 414539De Pmeal EveUMU Person•TTips [1.4 114 115 390... 34 175 44 366 52.66 27 157 63 242 054 a- 157 64 242' 9A54 5 157 64 242 1TE Cede 6 ij91ur IL% ExTsling personsper 9.39 Reduction L6Tekk Trips erhic10 25 13 11 217 - — Y=0,55.[i(]117.95 132' ' 71 2127 165 91 264 Neles: 11j 6Nee1 CR'G I9 rk Nd6ml I rpu. as 2 ponlan el lire onlelapmed11 a Dines el the M1enr 0RF a iG R Abdimodat Farrar and 1 dIL pe8 Irian tat ear weir. user_ PROPOSED PM PEAK HOUR TRIP' GENERATION - TFE TRIP GENERATION Ch1ARACTCRI3TR:S +'• ; 49041151 - PROJECT IBM -. uLtIM0491. REI1uCTICM,', you i4 S 19% PEO7557A0)N REDUCTION FACTURN Votaim .. - INTERNAL - CAPTURE VOLUMES P.US6.13If CAPTURE NIT NEW Pd9CJEGT TRIPS Lod Err _ NE TJNIon I15 Code role RE trip rarroed I6 ea Taal Rer:est 412 'nips M Told Permit PIF War In Gil Told Pawed S Vim h 04 Total Peon& P. :elw le 5J Tata 1 9165-RIsa Reside1161CondaTaN NmYTcrw 9 232 3330 du 705 432 1,137 151% 114 634 319 1029 10,014 1D2 571 2513 921 31.414 299 372 266 662 4.1r1s 12 3125 756 632 2 General OFF= Bellildrl0 9 719 350 ks1 930. 7D 344 414 150% 171 10.0% 37 57 279 33& 19k 2&.6 9t 26 219 246 0.614 0 28 215 246 3 �.rhor01r9 cseam 9 Ha S00 kV 541, 916 1.161 OA% ®�� 1.565 10.o46 164 6e5 7a1 1 Ad5 2410% N4 492 623 1,076 14104 %d 3419 340 TO9 4 :Halal12 210 240 room 73 71 144 BUM124 1C.5% A. 36 115 22.4% 26 41 44 90 5A% 0 41 44 , 19 5 6 d 9 1M ,1 .2 9ee,5alieI Develepmenl Prap1saov M Proposed Oa ialnprnonl Person -Trips 11.4 NW1B- 1.963 1.753 3450 160124 347 1,523 1717 2.11a 15.514 311 1,3712 3 420 7,795 270% 756 443 1,053 2013 10014, 366 110 167 1.677 1T£ 17w15 £Ous6oll 14% 110F Reduction el6pmaM Vehicle Nips pews; n6 pee 141400 111 r0es1d 6I8 4.Y yr Mani ■ 1b% leralmo-id 1.4l0r11rt _ 124 150 NG0 Z13 5'--0.34.X.16.47 181 T21 1.489 71C ?= I , f2.1511101.43 1224 1p19" 1,375 &2a LM1htt,o = 5.61''L{4p[I-3.31 Illpul, as apnmlonal1he devek<pm6rd 6 autsds el the Mimi Oki. 11 GSF 1.br116eld8ft IaCLar roe 5 ue$d_ MA Raw Ya ii11i Taloa evel4rD Person -Trips OApresonk0 IIEI NEW 1%143,1G0-11 7Rid5 n o Y-a 024 In 1TI no TAO _. 144 65T 1.2 16 NDsp F 92D 1,419 K:IF TPTO 443752000 . Design PlaceiCalcsVTnp Geri1(}2 C4 18 Trip Gen PM.xisx: PRINT - K HOUR 2151 ,9:45 AM Internal Capture Reduction Calculations Metho*doIngy for A-M_ Peak Hour and PM. Peak Hour Used on the Trip Generation Handbook, 3rd Edition, published by the Institute of Transportation Engineers Methodology for Oaily based on the average of the Unconstrained Rates far the A.M. Peak Hour and P.M. Peak Flour SUMMARY (EXISTING) 1-- M ZRestaurant GROSS TRIP GENERATION Lard Use A.M. Peek Hour P.M. Peak Hour Enter Exit Enter EKIt Office Retail Cinema/Entertainment Res:dential 51 204 _94 105 Hotel 51 204 L94 _J OUTPUT INTERNAL TRIPS Land Use A.M. Peak Hour P.M, Peak Hour Enter Exit Enter Exit Office 0 0 0 0 Retail 0 0 0 0 Restaurant 0 0 0 0 Cinerna/Entertainment 0 0 0 0 Resldenttal 0 0 0 0 Hotel 0 0 0 0 0 0 0 0 OUTPUT Total % Redaction 0.0% 0.0% Office Retail Restaurant Cinema/Entertainment Residential 0,0% 0.0% Hotel OUTPUT EXTERNAL TRIPS Land U@ A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Office 0 0 0 0 R .tail 0 0 0 0 Restaurant U 0 0 0 Cinema/Entertainment 0 0 __ 0 0 Residential 51 204 194 105 Flute! 0 0 0 0 51 204 1.94 1i,5 Internal Capture Reduction Calculations Methodology far AM Peak Hour and P.M. Peak Hour based on the Trip generation Hondbrok, 3rd Edition, published by the Institute of Transportation Engineers Methodology for Caily based on the average of the Unconstrained Rates for the A.M. Peak Hour and P.M. Peak Hour SUMMARY (PROPOSED) F"' D O. — G3055 TRIP GENERATION Land Use A.M. Peak Hour P.M. Peak Hour Enter Exit Enter Exit Office 329 45 57 279 Retail 210 123 635 741 Restaurant Cinema/Entertainment Residential 151 647 571 350 Hotel 60 42 58 58 750 862 1,371 1,428 OUTPUT INTERNAL TRIPS Land Use A.M. Peak Hour P.M. Peak Hour Enter t Exit Enter Exit OfFire 33 13 29 61 Retail 25 16 133 719 Restaurant C 0 0 0 Cinema/Entertainment 0 0 0 0 Residential 0 16 199 90 Hotel C 16 17 9 61 61 378 s rF., Total % Reduction 7,6% 27,O% OUTPUT Office 12.9% 26.8% Retail 12.1% 24.6% Restaurant Cinema/Entertain me nt Residential 2.4% 51.454 Hotel 15.7% 22.4% OUTPUT EXTERNAL TRIPS P5 Land Use A.M. Peak Hour — P.M. Peak Hour Enter Exit Enter Exit Cffite 296 32 28 218 Retail 185 112 552 523 Restaurant__ 0 0 0 0 Cinema/Entertainment 0 0 0 0 Residential 148 631 372 Z60 Hotel 60 26 41 49 $01 993 1,050 Appendix I: Cardinal Distribution J.4% 17.45°% 17% Cardinal Distribution torTAZ 396 15.00% 17,45% 15% 17% 18.10% 00% 18% 9% Cardinal Trip Distribution Year 2025 Applied Percentages 3.65% 496 5.55% 6% Cardinal Direction Percentage of Trips 2025 Interpolated 2025 Rounded 2010 2040 North -Northeast 17.9% 17,00% 17.45% 17,00% East -Northeast 3.9% 3.40% 3.65% 4.00% Fast -Southeast 6.3% 4.800 5.55% 6.00% South -Southeast 7.5% 10.50� 9.00% 9.00% South -Southwest 17.4?4 18,80%: ,I 1.8.10% 18.00% West -Southwest 17.7% 17.20% 17.45% 17.00% West -Northwest 13.6 14.0 O% , 13.80% 14.00% North -Northwest 15.7% 14.30% 15.009'4 15.00% Total 10D.0% 100.0% 1DO.O0% 100.00% K:1,FTL_TPTO\043752000 - Design Place\Calc5\Distribution\Cardinal Distrbutiora,Rev.xls Directional Trip Distribution Report MIAMI-DADE LONG RANGE TRANSPORTATION PLAN UPDATE TO THE YEAR 2040 Miami -Dade 2010 Directional Distribution Summary Origin TAZ Cardinal Directions total i County TAZ Regional TAZ NNE ENE ESE SSE SSW WSW WNW NNW 340 3290 PERCEN E h.i 2.6 5,7 1. 23.0 20.4 1 -5 391 3291 TRIPS 677 ?2? 201 24d1 lA26 1,138 622 934 5,052 391 3291 PERCENT 13.�1 I.1 4.0 4.7 20.3 22.5 12.3 L -� 392 3292 TRIPS 1,088 324 255 520 8411 1,178 972 '969 6,146 392 3292 PERCENT 17.7e 5.3 4-.2 .5 13.7 19.2 15.8 15.8 393 3293 TRIPS 330 165 347 31S 427 442 393 428 2,847 393 3293 PL RCENT ll.6 5.8 12.? ll,l 15.0 15-5 13.8 15.L1 394 3294 TRIPS 21 2 ? 3 39 11 11 19 99 394 3294 PERCENT 21,2 2,0 2.0 3.0 30.3 11.1 11.1 14.2 395 3295 TRIPS 491 ?14 3U5 512 613 598 455 538 3,726 3295 PERCENT 13.2 9-7 8.? [ 3. 16.5 16.1 12.2 14,4 '96 ii 6 TRIPS 1,919 417 680 1304 1,86fi 1,897 1,453 1,685 10,721 396 3296 PERCENT 17,9 3.9 6.3 R 17.4 17.7 13.6 15.7 397 3297 TRIPS 836. 307 423 838 911 861 556 944 5,676 397 3237 PERCENT ' 14.7 5.4 7.5 L4.8 16.1 15.2 9.8 16.6 398 3298, TRIPS 139 53 33 65 125 102 113 50 680 398 3298 PERCENT _ 20,4 7.8 4.9 `9,t 18.4 15,0 16.6 7.4 399 3299 TRIPS 1.4 39 84 1115 146 163 117 249 1,057 399 3299 PERCENT 14.6 3,7 8-0 9.9 13.8 15.4 11.1 23.6 400 330ti TRIPS 299 233 124 239 409 393 380 262 2,339 400 33€ 0 PERCENT 12.8 10,0 5.3 10.2 17.5 16.8 16.3 11.2 401 3301 TRIPS 476 127 93 368 379 355 271 362 2,431 401 33C11 PERCENT 19.6 5.2 3.11 -- 15. ] 15.6 14.6 11.2 14.9 402 3302 TRIPS 468 119 150 57S 552 640 390 497 3,394 402 3302 PERCENT 13,8 3, 5 4.4 17.0 16.3 18.9 11.5 14,6 403 3303 TRIPS 1,038 218 279 46(l 1,248 1,175' 800 954 6,172 3303 PERCENT 16.8 3.3 4.5 7.5 2a.2 19.0 13.0 15.5 404 TRIPS 200 17 28 17G 212 239 192 275 1,339 3304 PERCENT 14,9 1,3 2,1 13.1 15.8 17.9 14.3 20.5 3305 TRIPS 705 316 144 264 1,336 800 632 639 4,836 405 PERCENT 14-6 6.5 -- 3.0 5.5 27.0 165 13.1 1.3 2 406 3306 TRIPS 1,090 359 295 768 920 946 907 3306 PERCENT 17.8 5.9 4.8 12.5 15.0 I5.4 3307 TRIPS 458 208 244 399 577 468 273 404 3,031 3 307 PERCENT 15.1 6.9 8.1 13.2 19.0 15,4 9,0 13.3 3_3i18 TRIPS 283 106 210 121 482 398 217 212 2,029 3 30 PERCENT 14.0 5.2 10.4 6.0 23.8 19.6 10.7 10.5 0, 3309 TRIPS 1,034 217 402 444 1,318 708 611 845 5,579 3309 PERCENT 1 R-5 3.9 7.2 8. [) ..1. 5 12.7 11.0 15.2 410 3310 TRIPS 188 120 102 231 283 189 265 344 1,722 410 3310 PERCENT 10,9 7.0 5.9 13.4 16.4 11.0 1 .-i 20.0 EYES CIA THE FUTURE 123 Directional Trip Distribution Report MIAMI-DADE LONG RANGE TRANSPORTATION PLA'4 UPDATE THE YEAR 2040 • Miam -Dade 2040 Directional Distribution Summary Origin TAZ Cardinal Directions Total County TAZ Regional TAB NNE ENE ESE SSE SSW WSW WNW NNW 390 3290 PERCENT 9.3 3.=1 3.4 1.3 ';'.';' 20,5 19,6 14,3 391 3291 TRIPS 1,271 264 523 690 2,171 1,736 1,384 1552 9,551 391 3291 PERCENT 13.3 2.8 5.5. 6.8 22.7 I8_2 14.5 16.3 392 3292 TRIPS 1,792 481 459 1.584 1,830 1.994€1 1,559 1,677 11,322 392 3292 PERCENT 15.8 43 4-1 14.0 16,2 17.1 13.8 14.8 393 3293 TRIPS 403 192 154 463 435 1.38 353 381 2,819 393 3293 PERCENT 14.3 6.8 5.5 16.4 15.4 15.5 12.5 13.5 394 3294 TRIPS 140 36 36 68 97 109 88 92 666 394 3294 PERCENT 21.0 5.1 ; 4 10.2 14,6 16,4 13.2 13.8 395 3295 TRIPS 612 259 330 _ 727 761 758 667 914 3,028 395 3295 PERCENT 13.2 5.2 6.6 14.5 15.1 15.1 13.3~ 18.2 396 3296TRIPS 2,075 419, 592 1,283 2,293 2.,106 1,714 1,742 12.224 r 396 3296 PERCENT 17.0 3,4 4.8 10.5 18.8 17.2 14,0 14,3 397 3297 TRIPS 1,240 632 _ 390 1,272 1,164 1,346 1,065 920 8,029 397 32.97 PERCENT 15.4 7.9 4.9 15.8 14.5 ] 5.8 13.3 11.5 398 3298 TRIPS 283 169 83 304 330 146 223 215 1,853 398 3298 PERCENT 15.3 9.1 4.5 16.4 17.8 13.3 1211 11.6 399 3299 TRIPS 395 122 191 342 485 373 .315 281 2,504 399 3299 PERCENT 15.8 4.9 7.6 13.7 19.4 14.9 12.6 11.2 400 3300 TRIPS 733 312 261 610 782 589 69 552 4,468 400 3300 PLR( ENT 16.1 7.0 5.8 13.7 17.5 13.2 14.1 12.4 401 3301 TRIPS 417 268 139 556 524 438 448 528 3,318 401 - 3301 PERCENT 12.6 8.1 ~ 4.2 16.8 15.8 13.2 13.5 15.9 402 3302 TRIPS 530 255 125 531 653 637 437 594 3,762 402 3302 PERCENT 14.1 6.8 3.3 14.1 17.4 16.9 11.6 15.8 403 3303 TRIPS 1,577 416 411 820 2,252 1,844 1,367 1,354 10,041 403 3303 PERCENT 15.7 4.1 4.1 8,2 22,4 18,4 13.6 13.5 404 3304 TRIPS 354 119 41 214 467 473 310 282 2164 404 3304 PERCENT 15.6 5.3 2.0 9.5 20.6 211.9 13,7 12.5 405 3305 TRIPS 1,429 469 292 267 2,386 1,782 1,319 1,2015 9.149 405 3305 PERCENT 15.6 5.1 3.2 2,9 26,1 19,5 14,4 13.2 406 33116 TRIPS 15472 510 382 1,279 1,439 1,345 1,167 911 8,505 406 3306 PERCENT 17.3 6.0 4.5 15.0 16.9 15.8 13.7 10-7 407 3307 TRIPS 2,172 515 654 1,433 2,335 2,201 1,397 1,433 12,140 407 3307 PERCENT 17.9 4,2 5.4 11.8 ' 19.2 18.1 11.5 11.8 408 3308 TRIPS 726 213 303 220 944 745 567 589 4,307 �108 . _ _ 3308 .3309 PERCENT 16,9 5.0 7.0 5.1 21.9 17.3 13.2 13,7 - 409 T1TPS 1,354 295 551 747 2,181 1.249 920 1,224 8,521 409 3309 PERCENT 15,9 3,5 6,5 8.8 25.6 14,7 10.8 _ 14.4 1 11'. 3310 TRIPS 3581 115 181 259 386 236 . 286 266 2,087 110 3310 PERCENT 17.21 5.5 8.7 12.4 18.5 11.3 13.7 12,8 EYES ON THE FUTURE 199 Appendix J: Volume Development Worksheets A.M. Peak Hour TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NWJ 62nd St/Aet and I-115 South bound QfI-Ramp COUNT DATE: January 12, 21316 AM PEAK HOUR FACTOR: 0.9E "AM EXISTING TRAFFIC" EBU EEL EBT ERR WBU WEIL WET 4VBR NEII NBL NET N.BR SEU SRL SST SBR AM Raw Turning Movements 494 467 42B 112 110 0e PnilSiasan Correction Factor 1 oeo 1,0§0 1.030 1-Le0 Log 1,oeo 1.693 lam 1 MO , 1;000 1 030 icon 1ma AM EXISTING CONDITIONS ss1 nrd 41e 444 110 1 I I 1 10 "AM BACKGROUND TRAFFIC" EBU EBI, EBT E43R %NEU WEL WET WBR NBU NEL NET NEB SEU SEL SET SBR MID SAP MDD SAP AA1 MOD SAP iu02 Miami Jewlsh Haar Systems TOTAL',TESTED" TRAFFIC 0 0 0 0 Years to Bulldout 0 e 0 0 1 0 0 0 0 a 0 0 0 1 0 0 Yearly Growth Rate 1:9% 1.3% 1.0% 1.9% 1.9% 1,9% 1.3% 1,9% 1.e% 1.3% 1.6% 1.3% 13% 121% 1,3% 1.3% AM BACKGROUND TRAFFIC GROWTH 32 Se 96 S+ 11 16 0 L AM NON -PROJECT TRAFFIC 11 J €i I_ at! i eve 7u I 141 70 "AM FRQJCOT DISTRUBUTION" LAND USE TYPE EISU EEL. EST ERR WBU WEIL WST WBR ICU MEL JET NOR SStJ SEL SST SER Psss=Ey Dlstr]hitlan Nat N01M Oiillibitlon E=J1taring Exiting Eetoring Exiting "AM PROJECT TRAFFIC" LAND USE TYPE 3.0% AMC 3 MC 5.076 EBU HEIL EBT EBR WBU WBL 'JWBT WBR NE,1 NBL NBT NEP SOU SEL SBT SBn Prajoot P030 • By Trips Not Now 1. ss :S 15 15 AN TOTAL PROJECT TRAFFIC 16 0 1e 1e 15 15 0 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION M I Bind Street end NW 6th Cuurl COUNT DATE; January 12, 2016 AM PEi.K HOUR FACTOR 9.60 "AM EXISTING TRAFFIC" EBU EBL EST EBR YJBU WBL WBT WB 1 NBU NBL NBT NOR SBU SBL SOTT SBR AM Raw Turriing Movements Peek 3e53url CarraGl4un FacLou 1060 1.066 11.060 1.060 1.366_1_ 6ca 461 1.E 6 199 1.069 1.060 226 1640 436 1,360 100 1400 1Ma 1.060 "AM BACKGROUND TRAFFIC" EEL! EBL EBT ERR WBLI WEL MT WBR NBU NBL NET NBR SBU SEL SET SBR MDD SAP MDD SAP AN1 MOD SAP AIR2 Miami Jewish Heallh Systems TOTAL 'VESTED" TRAFFIC 4 0 e Years To Bui MO ( 0 9 0 9 9 9 i I F 4 V 9 9 9 4 4 Yearly Growth Ritf 13% 1.3% 13% 1.1K 1.3% 1.9% 1,3% t.i% 1 1116 i.3ti 1 S% 1 IPA '13% 13%u 13% 1 6 AM SACI(RQ1,lND TRAFFIC gP.DAr H 95 41 62 20 2E1 54 23 "AM PROJECT DLSTRUBUTICAP LAND USE TYPE Pass-Ry Entering Distribution Net New Distribution Estdng Filtering EBU EEL EBT EBR WEU WLIL WST WIER NBL NBL NST NBR SBU 515L SBT 5BR Exidny "AM PROJECT TRAFFIC" LAND USR TYPE 3,011. ERN ESL EST EC1 WBU WBL WET WEE NB NBL NBT NSA SBU 5BL SBT SBR Prerloet Pear -By 1 Trips Net Nair 96 36 ^4 16 AM TOTAL PROJECT TRAFFIC 9 w au r4 a i 14 „v TU AL IPAI`I1 1 1 331 I 4.14 I 1 1 1 &14 1 znx_1_ 1 2s6 I 616 1 22n I_ 1_ 1 I __,J TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: MN 62nel Street and NW 211d Avm1U0 COUNT DATE: January 12, 2016 AM r.EAK HOUR FACTOR: 0.95 "AM EXISTING TPAFF C" EBU EBL EBT EBR WBu WBL war WBIR NBU NBL NBT NBR SBU SRL SBT SBR AM Rear Ty rn log tylouenlent6 _-. 31 �1.Oe0 34s p¢ r 22 419 14 L4 145 r I19 45 207 64 Peak Season Correctl0n Factor 1AI0 1960 1.050 1LI0 1.044 1.000 1.090 1420! 1.9e0 1960 '1 MO 1.0e0 i 1030 1 6I0 1 DEle AM EXISTING COND411 14Z I IN, I 31 I 444 1 11 I_ IS 104 1 41 I I 1 ot@ 11 "AM BACKGROUND TRAFFIC" EBU EBL EIT EBR INBLJ NIBL WBT Y1r U NBL. NDT NBR SBU $ L DO SAP MOD SAP A#1 MDD SAP Ain Miami Jewish Health Systems MI TOTAL "VESTED" TRAFFIC a o 0 a a a 0 4 4 4 0 0 Years T13 Buildout 4 4 e 9 9 4 9 9 Yearly Growth Rota AM BACKGROUND TRAFFIC GRIMM 1,3% 1,344 4 1.4% 44 1.344 11 1.3% 12% 4 1,39E 1.314 2 1.34% 1.3% 11 1.3% 1.216 1.346 1.34E 1.344 1,314 s6 5 6 20 i1 AM MON-PROJECT TRAFFIC L l aT ass 1e1 52 497 21 lea f 11R � 4f 1 54 Z45 lull 1 "AM PROJECT nISTRuBUTIOh1" LAND USE TYPE EBU EBL EST EBR WBU WBL WBT 4WBR NBU NBL NBT NBR 9BU SDL SET SBR Palsy Distribution Not New Olstributfon Ente ring ExltIrlg Enterinp Exiting "AM PROJECT TRAFFIC" LAND USE TYPE T0% EBiJ EBL EBT EBR Mk/ WBL V&IBT WBR NEU NBL NBT NBR SB Project Pass - By Trips Net New 35 10 34 10 14 10 AM TDTAI PROJECT TRAFFIC a 45 1e a 34 0 10 10 9 0 19 0 4M TOTAL 1RAFFR !! 443 I 111 I 34 I 61I rI 412 162 44 I4 ffiI rah I.'RAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION NE 02nd Street dad NE 2nd Awanue COUNT DATE: January 11, 2016 AM PM( rIUR FACTOR; 4 56 "AM EX TING TRAFFIC"' EBU ESL EBT EBR Y1BU WBL WBT WBF NfLJ NBL NBT NUR SBIJ SUL SBT SBR. AMRAW Taming heuvamen s Peak Season CorrocRien Fodor 290 1m 1.35D 1.451E 59 .PS0 232 LOW 43 1.056 99 kaG , 1.0as 242 deb 12 LOCI 1.1822 ei late aw 1-8s8 _ too 1166 AN EXISTING CONDITIONS 212 1 112 I I sa I PM I 48 I I as I 217 13 I I to I 955 I 105 1 ^AMBACKCROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NEL NET NBR SBU SUL SET SBR MDD SAP MOD SAP MI MDD SAP Adz Miami Jewish Health Systems • TOTAL "VESTED" TRAFFIC D 4 O 0 9 D a D Years To EguUdvut k 9 9 4 9 9 4 2 a a Yearly Grriwkh Bata AM BAMGROUNDTRAFFIC GROWTH 1 8% 11 1,3% 25 1 89A 18 1,895 11% 4 24 9 2% 5 1,1% 1 2% 1.a% 2 1.Sig 1 S96 34L 11h a% 18 AM NON -PROJECT TRAFFIC 1 to: so 1n; 63 -I yrs 01 1 3a I 2E2 it 1.0110 1111 "AM PROJECT DISTRUBUTION" LAND USE TYPE EBU EEL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SSU EBL SST SBR Pa31•Ery Distrihutiorr Nat Now DIstrihutIon Entering Exiting E.ntaring Eac11191 g "AM PROJECT TRAFFIC" LANE USE TYPE 3.0% Ga% EBU EBL EBT EBR WBU WBL WET WBR NBU NEL NBT NE3R SBU SSL SET SBR Frnjocl Pass - By _ Trips Nat Noy* 15 12 11 a' 15 ?.: AM 'form. PROJECT TRAFFIC o a 16 1h a a _ _ rJ LA 1a a NI 6 AM TOTAL TRAFFIC 102 sal 141 73 275 t1 as I x92 25 I r2 1,055 !14 INTERSECTION: COUNT DATE: AM PEAK HOUR FACTOR: "A M1 EXISTING TRAFFIC" AM Raw Turning Movanwrlls Peale Season Correction Factor TRAFFIC VOLUMES AT STUDY INTERSECTIONS NE 62r1d Street and Bliteyr10 E9nuitwArti January 12, 20t6 0.97 EBLJ EEL EBT EBR WELD WBL NWT WBR NEU NEL NBT NER SBU SBL SET SER 1.000 1.060 1.060 1.Le0 t.0a0 1.066 5 1.060 1.aII 47 1 060 1.092 1.069 9 1060 1Ae0 x 1.771 1090 104 1090 AM EXISTING CONDITIONS Ii I 1 1 s 1 1 s 1 t.s1 I t L .L t 1 1 i 110 I 'AM BACKGROUND TRAFFIC' EHU EBL EBT ERR RAW Y41EL. WET VIER NEW NBL NOT NEfi SBU SSL SET SBR MDD SAP MOD SAP API MDD SAP A.412 Wang Jewish Health Systems TOTAL "VESTED" TRAFFIC FFIC e R Years To Bufldout 0 B u 9 1 0 0 V 9 0 0 a 0 1 a 9 YearlySruwrhRate 1.Th 1.94 IA* l,9% 1.9% 1g% 1,79E 1.?% 1.3% 1.3% 1.7R 1.71E 1.3% 1-1% 1.3% 1,3% AM BACKGROUND TRAFFIC GROWTH 1. a 1 I 9 12 0 4 222 13 AM JON,PROJECTTRAFFI1 I_ 1 a ae f 1.I67 a I ! ear+ 1r-I I "AM PROJECT FIST* JEij11ON" LAND USE TYPE EBU EEL EBT EO12 Yi8{J W®L WBT V R NEU NEL NET NBR SBI) SILL SIT EBR Pass -By [Asti button Net New Distribution ErlterIng Exltlr!Q Entering ExItI rep °'AM PROJECT TRAFFIC" LAND JSE TYPE 171155 EBB EEIL EBT EBB MU VIOL WET WEIR NEU NEL NBT NBR SUB SBL SET SBR Project Pass - By I Trips Net New a; 74 to AM TOTAL PROJECT TRAFFIC e e 0 4 u a 1 70 14 AM TOTAL. TRAFFIC I 1 I J a 1 1 e 11a77 I 3 f 2.1711 127 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE dill Street and Biscayne. Boulevard COUNT DATE: January 1i, 2015 W. PEAL{ ROURFACTOR; 'AM EXISTING TRAFFIC' EBU EBL EST EBR WEU INBL WELT WBR k1BU NBL NBT NBR SBU SBL SBT SHR AM Raw Turning Movements 194 21 183 59 16 992 17 1i 1,70 Peek Season Correction Factor I.aa5 1902 idea 1.006 1.909 1.96b Loom tetra 1,M9 1 Mri 1.868 I;p96 AN EXISTING CONDITIONS 192 22 170 91 17 16 1,194 'AM BACKGROUND TRAFFIC" MOO SAP FEU EEL EBT EBR WBU WBL WET WBR NEU NEL NBT NEM SSII SBL SST SHR MOD SAP A#1 NOD SAP A# Miami Jewish Nealth Systems TOTAL -V STED"TRAFFIC 9 e e a Years To Bul,IdNal 9 9 4 9 9 9 9 9 9 e Yearly Growth Rate AM BACI[GROUND TRAFFIC GROWTH 1.'J1f 1" 19 1 22 1,5% 12'1 1.3%. 135E 191E 19% 111 19% 1 15% 2 19% 22+ "AM PROJECT OISTRUBUTION" LANDUSE TYPE EEC ESL EBT ESN, WBIJ WBL WBT WBR NBU NBL NBT NBR SEW SBL SST SBR Panay U1e#rtkuLIon Net New Dlstrikutlon Entortng Exitini Entering Exiting "AM PROJECT TRAFFIC - LANE USE TYPE 1424 xo� EBU ESL EST ESR WBL) WBL WET WBR NBU NBL 'NBT NUR SELL SBL SET SBR Pro}acl Pass - By Trips, Nat New is 9 T4 6 7a _ AM TOTAL PROJECT TRAFFIC iu 9 d 6 a r4 a a TB AM TOTAL TRAFFIC 191 1 2s 16a I 76 19 1,121 26 29 2,114 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE S9th Strout and NE 2nd AYanuI tiouNT DATE: January 12, 2a16 AM PEAK HOUR FACTOR" 4.64 "AM EXISTING TRAFFIC" EBU ESL EST ESR WBU WSL 'IPit3T WBR NOD NIL NET NOR BM SBL SOT SBR AM Raw TumInq Movements 141 a 22 ,7 1a 2a 14 24e 12. 22 223 SS Peek SeatonCorrection Factor tate 1.030 1A90 1�0 1L9OIf.06@ 1.020 1.062 1244 1660 1.000 1.230 1.6191 1960 1620 1.OE6 AM EXISTING CONDITIONS I 17 a I 23 J 1J 1T 1 24 I 17 I 232 I 11 I 'AM BACKGROUND TRAFFIC' ESU EBL EBT EBR INBL1 %NEC WBT WEIR NBU jJBL NET NB MOD $AP M i}D SAP Aid1 — MbOSAP A.42 Mail Jewish Health Systems — TOTAL VESTED TRAFFIC a o a a a a o 0 e > a a Years To Buildawt $ P 4 9 9 @ B 9f 2 0 @ @ 9 9 4 0 —i Y9Sry Growth Rita 1,12. ! 1 2§ - 1.24E 9.4% 1.a1, 1�. 1.4% 1.794 1.0% 1,2% 1,3% 1.31: 1.3% 1.3% 1.2% 1,3% AMBACKGROUND TRAFFICGIIEOWTH 2 1 a 2 3 3 J 2 31 1 3 117 4 AM .2iC14-PROJ EDT TRAFFIC 1 1 11 t at 1 J 24 is J 2T it 1 29.1 I 12 1123 ,1' at 1 "AM PROJEt±T t3I TRU13UTIU1i" LAND USE TYPE Pass.By Distribution Entering Exiting EBU EBL EBT EBR Y48L1 W L 14BT 104BR NRU 1413L NOT NOR SOLI 981. $ T $E1R Not Mew DIstrNution Entering 10.611. Exiting "AM PROJECT TRAFF1C" LANC1 JSE TYPE ,0_11%. EBU EBL EET EER WBU WBL WBT WBR NBU NBL NEFT NBR SBU SSL SB Pitt et Pin -Hyr Trips Net New 40 SC AM TOTAL PROJECTTFK3 RAi; q u 6 @ a 0 , a 42 e t 04 6 .4M TOTAL TRAFFIC 14 2 + 24 24 I 14 27 I 14 040 12 22 1.,140 24 INTERSECTION: COUNT GATE: AM PEAT HOUR FACTOR: "AM EXISTING TRAFFIC~ AM Rarer Turning Movements 10e4 $aason Corrucdon Fedor TRAFFIC VOLUMES AT STUDY INTERSECTIONS F1Nr 64t1-i Srretit and INW Sth Couri January 12, 2016 0.45 EBU ESL EST EBB WBU WBL WELT W13R N13u t+IBL 97n 1.070 1A64 I.8 " 19 1.Oas 1.9911 e 1.0@Q 100 1.1050 1.9119 1.06o-4 IOW 9 MDT NBR 39 1.d4414E9 snu 1.0E9 SOL 1217 100 SBT SIM 10 74 L047 i.9as AN LUSTING CONDITIONS 1 I 1 eC9 1 17 1 1 ' 1 asa 1 1 [ 3 1 1 A:7 1 120 I 19 J 15 1 "AM p.AC14GFZL7U IW TRAFFIC" MOD SAP Mt MOD HAP Aa2 bawl Jewish Health Symons TOTAL 'VESTED' TRAFFIC B L cur ¢vR EIMO rim EBT El3R W8t7 YY6L WET YJ3R NBU NBL N9T NSR 'CEO 11 0 0 U SB MM n Tears Tv Bu ildout e 4 0 $ .0 * 9 a a 7 a a 17 17 a a Yearly Srswih Rate 1.9q 1,3% 1.0% I. % IA%, 139E 1A%% 1 a% 1.717 1119 A_2% t 317 199E 119E 1314 191E AM 8AtiraPiptiND TRAFFIC GROWTH 103 2 =' 1 01 9 4 10 3 a AM NON- PROJECT TRAFFIC r I _ ] 971 1 19 1 I s 1 4 i 1 1 1. _ S__ L 1. ]t 1 1 1e2,_1 2s ET 'AM PROJECT DIsTRUBUTiDN" LANDIJ$E TYPE ; DO PHL EBT ERR WBU WBL WBT MIBR NBU NBL NBT NBR SBU SSL SBT SEA Pass -By Dlstributlan Nat Nuys Distribution Ent9ring Eultlns Entering 1.0% "AM PROJECT TRAFFIC" LAND USE TYPE Batt EEL EBT EBR WBU WBL WET WEIR NEW N8L NET NBR SBU SBL SBT SUR PrcJact Pass - By Trips Net New AM TOTAL PROJECT TRAFFIC 19 15 i6 1a 15 n 12 1J 9 a %Ni TOTAL TRAFFIC j 2} _Last I a 1 11 I 1[7 21 51 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION; NW Ewell SIMM and NW 6fi Awenue COUNT GATE: January 2, 201E AM PEAK HOUR FACTOR: 0.9R "MI EXISTING TRAFFIC" EBtt ESL BEIT EBR WBU WEIL WBT NNBR NBU NBL NBT NBR SBU SE3L SBT 36R AM Raw Tuminlq MoiEn1Ents 313 eel 12 412 157 ar 10_ Peals. Susan Cormlion Factor LIMO TWO 1.0a0 1263 1.260 lose 1.oao 16211 1 N90 1.n60 m0 11165 AM EXISTING CONDITIONS I ni 112+1 1s 1 1 1 1+a1iisoT I al I 11 I I "AM ®ACKGROUND TRAFFIC" EBU SBL EBT ERR WBU WBL WBT WEIR NBU NBL NET NBR SBU SBL SBT MDR SAP MUG EAP Ap1 MIDO SAY A42 . I. Mani Jewish Health Systems TOTAL `VESTED" TRAFFIC a 9 9 e a n to o 0 Years To BulIdcut 9 9 it G 9 0 4 2 9 g 11 g 4 1 0 9 Yearly Growth /tato 1:9% 1.911 1.2% 1.I"2% 1.9% 1.9% 12% 1.9% 1 I.l91 1,3% J 1.9% 1.7% 1.1% 1.3% 1.3% AN] BACKGROUND TRAFFIC GROWTH 35 aS 2 _ a SC 212 2 1 ,. "kM Pl24JECT PISTRUBUTIOtr LANGUSE TYPE EBU EBL EBT ESA WIBU WBL WBT WEIR NBli NBL NIT MIR SBU EBL SET 5B Pass.By Distribution Net New Distribution Entering Exiting Entering Exiting "AM PROJECT TRAFFIC" LAND JSE TYPE solk EBU EEL. EBT EBR WBU WBL YJBT WBR NE3U NIEL NET NBR SBU SBL SET SBR Prolent Paeo • By 1 Trips Net Now 29 a1 a 15 A141 TOTAL PROJECT TRAFFIC 0 20 e 1 _ 20 10 I n 0 15 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION, kW S411 Sheet and NW End Manus COUNT DATE: January 12, 2016 AM PEAK HOUR FACTOR 0.97 "9.141 E%[STING TRAP PIC" Ahl RAW Tumtng Mwem rtS Patt Season Correction Fester EBU EEL EBT EBR WBU WBL VIET WBR NBU HBL NET NBR SBU SBL SET SBR 63 5± 45 64 452 27 91 114 WI33 291 6596 1116U 1.4 I 1 WU 1.9a4 1 A99 1.010 1.44 1.0114 1.090 1.060 1.060 1.6ID '.064 1.9e0 1.060 Atl mamma CONDITIONS pIM P*5 d.` flUJurrL' a rwrrru i ace a: as ors 21 la l 1715 11 27 054 144 EBU ESL tBT WEB WE1L W T WFR_NW NBL NET NPR SRU SELL ART SBR Mao SAP MDD SAP A*1 MC❑ SAP A#2 Miml Jew isti Health Sysiasrta TOTAL "VETD'B TRAFFIC 0 0 Q a a Years To aulidout a 9 a a 9 9 a a II a a a a a Yearly Growth Rite 1.1s, 1.2% 1.I% 12% '.9% 1.3% 1.9% 1.3% 1.3% 1 7% 73% i, a 1.314 t,]1L 1 1.2% AM BACKGROUND TRAFFIC GROWTH 6 72 a 7 67 3 a 1e 7 4 2a ix AN NON -PROJECT TRAFFIC "AM PROJECT 1STR1J UTIQN" LAND OE TYPE Past By EnterFlg Exiting Dlsvi�sstiorl Net New Fri erielj Otstrl micas E1dtIng 'AM PROJECT TRAFFIC" LAND USE TYPE EBU EEL EBT ERR WBU WEL WET AMR NBL NBL NBT PARR S1111 $HL SBT SBR I 1.01c e.0% 4.G14 J 1.096 CD% EBU EEL EBT EER WRU tam_ MST 1/19313 Net1 NEL WELT NEB SBU SBL SET SEE Project Pass, c i - — A TOTAL PROJECT TRAFFIC 4 a 11 a1t 25 a a e xa a 0 AM TOTAL TRAFFI5 - r6 f ice] 44 7i r RI El 1 5J 149 la I 1 61 { 210 116 TRAFFIC VOLUMES AT STUDY INTERSECTIONS Il1T€RSECTLQM• F#4411A1E Sdth Sheet WI North Werra Avenue, COUNT DATE: Ja hoary 12, 2G1 t3 AM PEAK HOUR FACTOR: 0-% "AM EXISTING TRAFFIC" AMRaw Turning Mcvormals Peak Season Carrecllon Faelor EBIJ ESL EBT EBR WBU WBL WBT WBR NBU NBL MBT NBR SBU SBL MT SBi2 127 +13 @1 1_500 iLo@ 177 'LOW 126 1080 24 I i 06o I 1081i 58 18m 252 1.1160 111 1 660 1090 1.108 too 427' 1060 AM EXISTINS CQMNTIONS p 116 I Na I !s I I i 3341 I 25 I I 21 Yoe 119 I 1 fees jra0 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WEL WBT WBR NBU WBL NET NBR SBU SBL SBT SEAR MOO SAP MOD 5AP A1r1 MDO SAP A22 Mlarnl Jaaflsh Health Systems TOTAL "VESTED" TRAFFIC a @ 11 @ a @ 0 YgarsTa BUildou4 ! @ 9 p 9 @ o 9 L 7 C 0 9 ! a Y Yearly Growth Rsls 1.3% 1.3% 12% 1 3% 4.35 1.3% 1'3% 1. 4.971 1 3% 1.3% 1.4% 13% 1,3% 1.2% 1.3% AN BACKGROIJ 1D TRAFFIC GROWTH s0 11 rt 41 s 22 to 12 1�B 12 AM NON-PPQJ GT TRAFFIC 114 441 .1 a? 210 AIQ as I 0! Mr 1S3 1111 1AN I 104 "AM PROJECT DISTRUBUTIDN" LAND USE, TYPE EBU EEL EBT EBR WJBIJ WBL WET WER NBU NBL NEST NSR SBU SBL SBT SB4 Passay Dlrarihatlon Ent11rlig Exiting Net New Distribution Enbeleip Ong 'AM PROJECT TRAFFIC" LANDJSE TYPE 132% 433% 50% EMU EBL ERT EBR WBU WBL WBT WBR NBU NEL NOT NBR SBU SBL SBT SBR Proj€cL Trips Ptss - BY Net New 53 2# 6.6 a9 AM TOTAL PROJECT TRAFFIC so 0 26 sa a@ @ 25 43 @ TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION; NE 54th Street and NE 2nd Avenue COUNTOATE: January 12, 2016 AM PEAK HOUR FACTOR; Q.91 "AM EXISTING TRAFFIC' EBU EEL EBT ESP WELL WEL WET WM NBU NEL NBT NER SBIJ BBL SET SBR Abe Raw Tuming Mavemants Peak Season Correction Factot $1 1.600 15l 415 1AB0 s4 1060 1.Oe0 97 1A90 971 1,9e4 4 1.090 11.460 9r1 1.050 161 1.060 1.06o i4i 1.990 1.e00 ' 1.060 1.062 AM EXISTI MG CONDrnONB 1 41 I 461 J 7 J I 12 I 115 I d0 1 I 12 1 192 1 91l_ _ _I 149 I 710 I 49 "AM BACKGROUND TRAFFIC" FBU EB L EDT EBR WWII W WET WEIR NBII NEL NBT NER SBU SBL SET EER MDO SAP MPDSAP Ar MDDSAP Anti Mani Jewish Hosith Systems TOTAL 'VESTED' TRAFFIC 0 0 0 0 0 0 0 Years To Sul Idout 9 9 9 9 9 9 9 e 9 9 9 9 9 VPiny Growth Rite. AM BACKGROUND TRAFFIC GROWTH +.79i 1,315 e 1.1% 7 1.1% 11 46 1,914 5 1.1% 5 1. 11,9% 11 1.3.^. 1.3% 15 99 "AMPRDJECT DISTRUBunON'• LAND USE TYPE EMI EAL EBT CBR YOBLI WBL 1NBT WBF NBU NEL NBT NBR SEll] SHE SET SBR Pis9.By DIsW 11t1u1 Net NOW DlstrJoutlon Entrain"FsI41na ErAuring Exiting "AM PROJECT TRAFFIC" [Ann USE riorE 21.5K 21.06 11V% $.0% 5.095 s 9% FEU FSL EST EEiI9 WALE WaL YJBT Wary NI3U NBL NET NER SEEP SEL SET SER Project Pass - By Trpa Net NOW 105 25 102 25 25 21. 25 23 AM TOTAL PROJECT TRAFFIC 9 19,9 23 a 191 29 Zff 24 9 29 29 0 65 707 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 64Ih Streak acid NE Brd Avsnua COUNT DATE: January 12.2 IB AM PEAK HOUR FACTOR: a.BT IA G7fItTIM in a GM Fa GDId Gr]1 GMT GD13 !MUII INQI IerfT LUCID LIIAII •IHi IIIrDT LIMO 5SU SSL SBT $BR AM Row Turning Mi4anwnti se ' sea sa ii 933 B 25 a se ' in a 11 PRM RABan correction Fir 1.01m 1040 +A40 1.054 1.CB0 i.oes 1A012 1.045 i.aeir 1.800 1.980 1 Dt o 1.0eo 1914a 19511. 1.0e9 AM EXIS11NIa cONbI1TDNS I I so- I 122 I 11 I _ I sn 5 I_ _ I 23 I a 1 50 I I 17 I 0 I 93 "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR WBij WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SSA_ MOD SAP I - ML1L SAP AV I NIDC SAP AII2 Miami dentist' Health Systems TOTAL "VESTED" TRAFFIC _ a a 0 u 0 0 0 0 1 0 u q a Vain To Bulldeut it a i a 1 5 0 a 0 0 a 5 a 4 0 a Ycariy Growth ROD 1-5t6 1 2% 1.5% 1.25 13% ' a% 1955 1;2% 1.8% 1.0" 12% 15tk 13% 1 35I 1.515 1.015 _ AM BACKGROUND TRAFFIC U.ROWTti 26 1 2 5t 1 2 a 7 2 0 5 "AM PROJECT EHSTRUSUTION" LAND USE TYPE EBU EBL. EBT EBR WBU WEL WET WEIR NBU NBL NBT NOR SBU SBL SET SBR Fa-8813y ¢Istri bullrn Entering ..32_a% 27e54 29.0% .28.004 Exiting 20A14 27..0% Net New Ulatrib4Llon Entiiring 5.0hk 21.a96 atm, Exiting 244904 47,9' LI "AM PROJECT TRAFFIC" LAND JSE TYPE Eau EBL EBT EBR trIBU WEL WBT WBR NBU NBL NOT NEAR SEW EEL 5BT SBA Pro]0eL r Pass -1* 14 1a -15 10 14 Trips Not Haar 24 109 101 120 212 AM TOTAL PROJECT TRAFFIC a i 110 2311 .11 a 100 a 2p4 n p a AM TOTAL TRAFFIC I, i1 r T1 a I 131 I 223 sea a I iii I a 2a2 13 0 4! TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 54th Street and Federal Hlyilway COUNT DATE; January 12, 7516 iiM PEAK HIIUR FAU741It 0.59 "AM EXISTING TRAFFIC" ESL! EBL EBT EBR WEU WBL WET WOE NM N6- NUT NBR SBu SBL SBT SUR Ali! Raw Turnlllq Mtrvoments Poets Season Carroc.don Factor 1.040 35 1.570 295 303 AM EXISTING CONCI111ON5 I 00 ale I 516 1.250 I30 1 'C50 I 202 224 1.1410 ' 1:060 145 1550 133 1.03u 1 145 050 1 ,949 21 1 CC 253 1.050 45 1.450 m i a[ [ ies 1 141 1 Ise 1 1 it [ xca 1 41 -Mt p4L Tarru'Urvu IeRAFrILL` tMU 4 L ttiI 41444 VYtlL waL. VTCI owe r u DWI. Mel Non 3[71, 0,01 7 . Moo SAP MOD SAP Atr'I I.ii❑ SAP 4#2 Miami Jewish Health Systems TOTAL "'JESTED" TRAFFIC a 15 0 a a e a 0 Years To Bul Idout 9 9 9 s V 9 9 9 F 9 4 a 0 9 a Wady Growth Rats 1.a 1,83Y 1.21t 1.394 1,ass 1,114 1,3%s 1.1% 1,3% 1315 1.3% 1.3% 1.75E 1.79E 1.3% 5GAM 12. BACKGROUND TRAFFIC GROWTH 5 27 ° sa la 25 1 14 17 is 4 1 "MIN PROJECT DISTRUBUTtDN LAND USE TYPE Pass -By Distrl autlah EBU EBL EBT EBR WBU WBL WBT WBR NBL NBL NOT NER SOU SOILSOT .$OIR Entente ExHIng Er11Mrf1(i Exiting Net Now nistri outlet% 14M PRO.ICSTTRAFFI4" LAND USE TYPE Tloct r.p AM TOTAL PROJECT TRAFFIC Pass By Nei New 9.014 29.E 5.t% 9.0% EBU EEL EBT EBR 1NBU WBL W'BT WBR NEU NEL NBT MR eSBu SOIL SST SBR N 143 tel t5 4s 44 143 9 147 D ts 4 8 e 44 AM TOTAL TRAFFIC II 49a 1 9a1 1 us 412 7 f, 1e5 ids 1r;e r 25 sea 1 90 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 34th 54e90t And B#peayrio Boulevard COUNT DATE, January 12, 2015 AM PEAK HOUR FACTOR: 0;07 "AfI1 E?USTINS TRAFFIC" EEU ESL EBT EBR WEIJ WEL WET WEIR NEU NBL NET NBR SBU SBL SBT S8R AIM Raw Tumllg N1olr6rfafIs Peak Season Carnactlam Factor 11.1rev 351 1.060 1.560 173 1VN} 1.390 11156 1..1D60 96 71e 1 AU 352 1.115 1253 1.090 AM EXISTING CDNDInONS I I 319. I tea I I 1 1 I " IneI I 11373 I +� I "AM BACKGROUND TRAFFIC" EBU EEL EET EER WEU WEL WBT WER NBU NBL NET NBR SEC EEL SET SBR MPI% SAP MDD SAP API MOD SAP AC2 M1amlJewish Health 5115tona TOTAL "VESTED" TRAFFIC 5 11 5 Yews To Vulldou! n 6 sEll 1 1 4 @ $ 4 i 4 Yee rly Growth Rate 1.99E 1.89E 7 3% 13% El 1.a16 �E1 144 1.55$ 1.554 .1 WI 1.' % 1. ANI BACKGROUND TRAFFIC GROWTH 5aI 7 11 se 159 15 •A 1 PROJECT DISTRIJB{JTIoN" LAND USE TYPE ParsEy D b1biLon Entering ExltIng EBU EBL EBT EBR WBU MI. WET ViiBR NEU NEL 1ST NEE BBB SBL SET SEE Net ROW (3ietdbotivrl Entering 10.514 13.0% "AM PROJECT TRAFFIC" LAND 115E TYPE EBU ESL EBT EBB WBU WBL WET WBR NEU NBL NET NBR SBU SBL SBT SSE Protect Tripe Pena - By Nat New AN TOTAd- PROJECT TR,14pFIC 711 71 51 bl e5 '1 4 61 al AM TOTAL TRAFFIC sae Aith 1 1 I 176 e12 I 1755 531 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION; NE filet Street and NE tad Avenue NI) COUNT DATE; Jemmy 12, 2O16 AM PEAK HOUR FAUTOR 9.03 "AM EXISTING TRAFFIC" EBIJ ESL EST EBR YIBU WBL WBT WBR NEU NEL NET NER SKI SEL SBT SER. AM Raw Turning Movements Peat Season Correction Factor 909 1 1.900 1.fia0 1.910 11 1004 1.009 01 1.000 110.0 230 1210 j 11E1 14 13150 taw 1.000 I21 1.9® 1.000 "AM BACk RQUND TRAFFIC" EBU EBL EST EBR 41BU WBL MIT WBR NEW NBL NBT MER S13U SEL SBT SBR MUDSAP MOD SAP AA1 MO❑ SAP A/2 Mlral J.urlth Haller Systerl TOTAL "VESTED" TRAFFIC 0 0 0 a a a Years To Sul Wont 0 9 9 0 0 9 a e 9 0 9 0 0 9 0 9 Yearly GrowthRlt. 1aa% 1.31% 1.1% 12% 1191 1.33E 1.3% 1.3Ti 1.911 1211 1.0% 1.0% i.d'ri 1„9% 1.310 13 AM BACKGROUND TRAFFIC GROWTH 5 4 3 2 1 104 "AM PROJECT DISTR1J UTION" LAND USE TYPE EBU EEL EBT EBR WEU WBL WET WBR NBU NBL NET NBR BBU 5f3L SBT SBR Pats•I3y Dletrl Sullen Nal slew dlttil Sutton Entering! Exiting Enl0ring Exiting "AM PROJECT T7OAFFIG" LAND UBE TYPE 11.0% 10:07 EBU EEL EBT EBR WBU WBL MIT WEST N'HlJ NEIL NET PIER SBU BBL BET MR Region/ Trips Paao •Ely Net New AM TOTAL PROJECT TRAFFIC 79 n fa eo a a9 M 001 4 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERsEcinicet NE Stet Street and NE 2nd Avalaxe (S) cot/sr-rat-IF; Ja1>•lary 12, 2016 APit PEA14 HOUR FACTOR. 0.94 '"AM EXISTING TRAFFIC" EBU EEL EST EBR WBU WEIL WIT WBR NEW NBL NET NBR SRO SBL SBT SBR AM Raw Turning Movernonts Peak&moor Correction Factor 24 Imo 1.080 a0 103D 1080 1 ii00 1.300 18110 13 1.-0a0 288 1 000 11100 1.EGO IMa 73 1 -330 AM EXISTING CONDITIONS 1 so r t1- 1 -1 f -T—T to egoiT I 1 ds9 T 7r 1 "AM BACKGROUND TRAFFIC" EEIU EBL EST EBR WBU WEIL WV WEIR NEU NEIL NBT NBR SSU SBL SST SBR MOD SAP __ MD© SAP AI?1 M DD SAP Atl2 Miami Jewish Health Systems TOTAL "VESTED" TRAFFIC Q YeaRa Te Su lldolrt Yearly Growth Rol& AM BACKGROUND TRAFFIC GROWTH 12% 9 1.3% 13% 1315 9 12% 9 1,9% 9 3!6 9 12% 2 0 1.8% 33 9 12% 9 12% 12% 12% 101 I.9% AM NON -PROJECT TRAFFIC •'AM PROJECTDISTRIJBUT1ON" LAND USE TYPE Pasa•By hletrihotIoll EnlerIog Exiting SOU EBL EBT EBR WBU WBL WBT WBR NEU NBL NBT HER SOU SBL SET $ER Net No* Ildsttlhotlon Enlerlrl{t EhOting "AM FRWECT TRAFFIC" LAND JSE TYPE OVA 1 EOM ESL EST EBR WE WBL WVBT WBR NRU NBL NBT NBR SBU SBL SST SBR Frtitact Trips Pass - Het Herr AM TOTAL PROJECT TRAFFIC a 0 Q 00 so 79 72 Q TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTICN NE SGtli Terrace and Blscayna Boulevard COUNT DATE: January12, 2016 AM PEAK WAR FACTCSk CLOT "AM EXISTING TRAFFIC" EBU EBL EBT EBR Nt3U WEL WBT WSR NBU NEL NET NER SBU SEL SLIT SUR Am Raw Turning Movements Peek Season Cbrrtettiori Facl�or 1.200 1.003 1..453 1e1 1100 1.00r 1900 757 1.1633 20 1A60 11 19'30 1,690 1.063 1.0e0 AN EXISTING CONDITIONS [ I 9 I 1 107 I 1 16 1 ] e6 71 [ [ se 1 1,T07 [ [ "AM BACKGROUND TRAFFIC" EBU EBL EBT EBR VIBU WEL WBT WBR NBU NEL NBT NER SBU SBL SET 5BR MLID SAP Nloo SAP AYE M7d SAP A02 Miami Jewish Health Systems TCTA L "VESTED" TRAFFIC 0 e 0 0 9 0 Years To Bulkrout a 9 a 0 9 9 0 0 9 1 9 Yearly Q'owth Rate AM BACISGRO1JN6 TRAFFIC GROWTH 1.3'K 1,3% 12 13% IA% I 2 159E ee 4 1 576 4 1931 235 "AM PROJECT 9IBTRUBIITION" LANE LISE TYPE EBU EBL PBT EE1l VQEU WEL WET WEIR NEU NBL NET NER SBU SBL SET SBR Past -By Oistrl wulron Not New 01.tr1 ti0tien Entering Exiting Entering 2.49 11.3% Salting "AM PROJECT TRAFFIC" LAND US5 TYPE EBU EEL EBT EBR MBU WBL WET INBR NBU NEL NET NBR SBU SBL SET SBR Project Trr(or Fats - By Net New se 10 54 AM TOTAL FROJECT TRAFFIC 0 60 10 44 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW/NE 46th Street and North Mlunl Avenue COUNT DATE: J8nuery 11 Z 2016 AM PEAK HOUR FACTOR. 0.09 "AM EXISTING TRAFFIC1° EBIf EBL EBT EBR WRtl !NHL WHY W R NI311 NHL NET NBR HRH SRL $HT BR AM Raw Turning Movemenl9 r 51 i d2 34 is 21 2 ie 3e6 10 Et B6t 91 P6atc Season Correction Factor loin 17�& 'MD , 1.dlF 1?42 1.555 1atIO I. ama 1. 1.�4 1 1-diP IMP i-as0 1.Ms 1.4s0 AM EXISTING CONDITIONS r 54 1 IS i 34 I I 13 I 21 I 10 I I 12 I 324 I 11 I E n I ear I ss "AM BACKGROUND TRAFFIC" EBU EBL €BT EBR WBU WBL tNBT WEIR NB11 NEL NBT NBR SEW SBL SET SBR MOD SAP MOO ZAP MI MOD SAP An MLanl Jewish Hoelth Sy/stuns TOTAL 'VESTED" TRAFFIC 0 a a a a e 0 e 0 a a o Yews Ta Hulld0ut e A e 1 6 9 9 e 2 2 9 e 0 6 9 6 Yeaely Growth Rio 1.5% 1.3% 1.3% 1,3% 11% 1.3% 1,3% 1.2% 1.9% 1.3% 1_3% 1.371 1.3% 1A% 1.9% 1_9% AM riAcKGeRQVNo 338AFFIC GROWTH e e u 2 a- 1 1 a_ as - 1- _ 1 _ 1t? A AM NON -PROJECT TRAFFIC 12 74 40 12 sr 11 I I 1e 352 12 22 1.012 4e "AM PROJECT DiSTRUBUTION" LAND USE TYPE EBU EEL EST EBR WBU WBL WBT VIER NE11i NEIL NBT NOR SEW SBL SBT SBR Pass -By Distribution Net Now Distribution Entering Exiting Entering 2.69E 4.0% 5.0% 4.0% Exiting 4.4% 2.094 "Ah1 PROJECT TRAFFIC" LANDUSE TYFE EBU EBL EHT EBR WBU WM. WET win NIBS) NBL NBT NBR SBU SBL SBT EBR Prajorl Pass • By Trips Net Nem, la 20 29 2'11 15 m 11 10 AM TOTAL PROJECT TRAFFIC 19 26 t m 22 a e 15 2e 6 15 10 AM TOTAL TRAFFIC TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTIQN' NE 39th Street and NE 23d Avenue COUNT DATE; January 12, 7016 AM PEAK HOUR FACTOR; U.96 "AM EXISTING TRAFFIC" EEU ow_ EBT EBR VYEU WBL WET WEIR NEU NEL NET NBR SBU SOL SET SBR AJA Raw Taming N1t3V941121146 2 F Z2 69 230 5a a 116 60 106 436 10 Peak Season Correction Factor 1JD99 1990 1.959 11 2 11339 1969 1.9941 1.2641 1.00 1.009 1.0913 1.010 1.959 1069 1.17e13 1.9e41 AN EKISrT1NG CONDITIONS I 12 I 1 I 23 T 134 241 I hie T I eat ies-[ !I -I I le! 1462 J 1 "AM BACKGROUND TRAFFIC' EEU EEL EST EBR WEIU WBL WET MJBR NEU NEL NBT NEIR SBU EEL EDT S13R MI)G SAP !ADD SAP A9I MDD SAP Aa2 2 11 1 dJlnmt Jewish Health Systems TOTAL "VESTED TRAFFIC e 0 0 0 0 a n o 9 2 11 1 Yao15 Ts 1100Jsut F 4 4 0 4 5 e 4 9 4 4 4 ! 4 t+ Yearly Growth Ras 1.3% 1.1% 1,325 1.21 122, 1,314 1.1% 1.5% 1.314 1.31 13% 1,3% laN IA% 1,3% 1-s14 AM BF,GKGRQIJND TRAFFIC gP.. !TH e ! 3 11 02 7 1 1! 6 la 5s 1 AM NON -PROJECT TRAFFIC 2 35 I 2! 196 275 64 a Ire tt I I 1s1 52! 15 "AM VaROJECTDISTRURIJ ION" LANC USE TYPE EBU EEL Eat EEFZ W1BU WEL WET WBR NBU NBL NET NBR SBU SEL SET SER PessBy Distribution Entering Salting Nee New Distribution Ertterinp Exiting err PROJECT Ti AFPIC" LANE USE TYPE t1.05 EBU EEL EST CDR A1BU WEL WET WJBR NEU NBL HST NBR SBU S.L SST SER Pro ert nips Fes• , Br Net New AM TOTAL FROJSCT TRAFFIC ti 9 ! 4 a 2 4e 44 39 a4 4 AM TOTAL TRAFFCI 25 141 171 69 9 112 71. I 121 AST 13 'RAMC IC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 54th Street & Truk Driveway COUNT DATE: January 12, 201 d AM PEAK HOUR FACTOR: 0-92 "AM EXISTING TRAFFIC" E6U I?BL ERT ERR IWRIJ WIfRI. WBT WBR NEU NEL NBT NBR SEU SEL AN Raw Turning MOVBm nIB PearkSsasnn Correction Factor IMO 1.00 apt 1.405 1.4e4 1.0150 1 Ae4 1.494 1.1:e0 1.Q6V 1.050 1.500 1.450 SET SBR 1.054 1.55E11 ALI EXISTING CONDITIONS sea 'AM BACKGRDLINDTRAFFIC" EBU EBL EBT EBR WEL] WEL WET WBfi NEU NBL NET NB17 SBU SBL MDB SAW SET SBR MDO SAP AJI1 MDD SAP AJM2 MiarmI Jewish Health Systomc TD'AL VESTED TRAFFIC a Years Et outworn 4 5I Is a _I 4 s 0 4 0 IF t ® i s 1 a YA;irlyGr61+11M1 F�a1.Sf+ 1.3% 1.3°.G Jf 1.&% i..SY. 13% 5S% 53Y. i.S+y 1,59fi 13% 13% t3 1.3% 1.j% 1.a% 1.1% AM BACKGROUNDTR4FFic GROWTH 1 00 es 'AM PROJECT 615TRJ L?TION11 LAND USE TYPE EBU EEL EBT EER WBIJ WEL WET WEB NEU NEL NET NBR BBtl S&L SET SUR Par; -By DI,!dtwil4o 1=nmring Exltlrlg Net Oiew DisIribitIa41 Entering EX.I tErtip i "AM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WEU WBL WET WBR NEU NEL NBT NBR SBU SEL SET Safi PrvJect Trip Pa1ee-Ey Net New .M TOTAL PROJECT TRAFFIC 12 115 13e 155 AMTO1M. TRAIFFEC 6 725 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 54th Street arud Train Station AclSass COUNT DATE: January 12, 2015 aM PEM HDI114 FACTOR. 13_92 "Am EXISTING TRAFFIC" n M Raw Tuning hMayslnents Peak $oesan Correction Factor EBU EisL EBT EBR WBU WBL WBT NBU NBL MBT HBR SOU SBL sBT $BR 1.1153 482 1,133D 1.053. 1.0313 1. PEP 1.340 eas 1.91.111.1 LOBO 1.P6P AM EXIST1NG CONDITION$ I I 1 a$1 I J [ 411 I 1 1 1 1 1 1 1 L 1 "AM BACKGROUM TRAFFIC" EBB EML EBT EaFt WBL WBT WSI2 NSU NEC MST NOR SBU SEL Sf T SER MDD SAP MDD SAP AM Moo AP A#2 141tami Jewleh Health Syletomt r TOTAL "VESTED" TRAFFIC 1 a Years To Build out 9 9 P 9 9 9 9 9 G 4 a 9 9 9 Ysade, Grated', Rite 1.319 'saesi r 1.3% 1.j% 14% 1,3% e.t% 13% 11% 1.3% 1.37 1.3% 13% 1,1% 1.1% AM BACKGROUND TRAFFIC GROWTH 55 "AM PROJECT DISTRUBUTIOId" LAND USE._... 1YPE Pass -By DlstrINalon Net VBev Utat'ryboelflrl EntednQ Exiting Entering IE ifune "AM FROJEGT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WEB WBL VJBT WEIR Will NBL NBT NBR SBU SBL SST SBR iA% 5.036 EB(1 EBL EST EBR WBU WBL VJBT WGR NBU NBL MBT MBR SBU SBL SBT SBR Presct Trips Pass •Byr Naf p1arw AM TOTAL PROJECT TRAFFIC 213 112 i9 21 190 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE Slat Street and HE 2 I1 1101221170 t ultira} COUNT DATE:: January 12, 2046 A11 PEAK IUiUR FACTOR: 0,935 "AM EXISTING TRAFFIC" EMU ESL EDT EBR WBI1 WEIL WBT WHIR NEU NEL NET NER SBU SRL SBT 5BR A!IiRem Turnfnj MdiVments [ 7-0 1 40 41 3 31 15 271 13 810 70 Peak Season Correction Faatnr l iMD 1.030 1.000 1.020 1.000 1.0E0 1000 1.950 1A00 1060 1.060 1.69a 1.3Hn 1_eta 1_190 1.300 AM EXISTING CONDITIONS 21 I 1 I 42 1 - 1- 1'--L- 33 J I 11 1 R07 1 141 ! 1d 74 1 "AM BACKGROUND TRAFFIC" ESE) EEL EST EBR WEU rem WET WEIR NEW HBI. NST NBR SBU SBL SST SEIR MOD SAP MDDSAPMI_ MIDI] SAP A>rt2 MiimI Jewish Health 5ystoma -r4 TA L "VESTED" TRAFFIC a a a 0 0 3 e 0 Yo ro To SuIldout 0 u a 1 0 4 0 0 0 0 9 9 9 t 0 P Yearlywwlh Rale ltit 1,'0% 13% 1,3€1 11% 1.3% 1.20e 1.3% 1.3% 1.3% 1.a% 1 0% 1.3% 1.30 1,3% 1.3% AM BACKGROUND TRAFFIC GROWTH 0 0 e S 0 4 2 3+ 2 1 '02 A AM NON -PROJECT TRAFFIC 1 I 47 1i l a ar 11 j 2 1 7i � 11 ] 04-1 is "Ara PRCJCCT DiSTRUfUTION" LAND USE TYPE EEL! EEL EST EBR W]I.J WBL WBT WEIR NBU NM. NOT WEIR SBU SBL SET SBR Piss -By Distribution Ent.rIng <13.0T 13.02 40 335 -40015 EXIEng 40.0% 1013 NM New Dieu ribation Erlterfng 5-1% 250% IO.0. Exiting to 0M 5 oe4 fa eu 1 "Ara PROJECT TRAFFIC' LAND USE TYPE EBU EEL EBT ERR 'NBU WBL WET WER NBU NBL NET NBR SEW SOL SST SEM Pru)40t Peat - Fay 1t 7 r - - 7 -20 Trips 1Jat Nair 2 72 10 ` pp 40 AM TOTAL PROJECT TRAFFIC a 10 0 n 24 11 0 4 aT 70 -20 a P.M. Peak Hour TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 52nd West and 1.96 Sautttbound Clt�Ramp COUNT DATE: January 12, 2016 PM PEAS{ HOUR FACTOR: 0.9T PM EXISTING TRAFFIC'S Esti EEL ERT EBR WIEJ WRL WELT MIR /CU NRL NRT NRR SRU S L SST SBR PMRawTuming IANamen ts Peak $6ASor1 CaM6 .1l 1 Factor 1PA 1 617 1i1150 2sa 6 1.L90 251 atB 1MO Ad6 1.l 1A90 1.250 1.1224 2111 1.252 165 1.004 217 BACKGROUND TRAFFIC" MOD SAP EBU ESL EST CBIR WBU WBL WET WEIR NEU NHL NET NEM SBU ESL SET SBR MDO SAP Ail 611,11 SAP A02 MFarnI Jewish Naalth Systems TOTAL "LMSTED" TRAFFIC a 6 a D Years To B7l11d@ut Yearly Growth RIM PM ELACIt3ROUND TRAFFIC GROWTH 1.2r 1.1% 1- a 1215 13 1.4% x 1: 5 1.1% 1.2 3 1.1% 2 a PM NON -PROJECT TRAFFIC 1 1 6i01 1t gee 151 ( a 116 :ea I "PM PROJECT OISTRUBUTION' LAND USE T(pE EBU EBU EST ESR WaU WBL WET WEIR NEU NEL NET NER S2U SOL SET SBIR Pass -By Distil tall on Net NsW fl16rrJJ2tI041. Entartng Exiting Entarinp Exl11r� "PN PROJECT TRAFFIC' LAND USE TYPE 5.215 r% 1.6% 9.0% EBU EBL EST EBR WBU W.EL WET we -Ft NBIJ NEL kW NSR SBU $ L SST SBR Protect Trip Net New PIN TOTAL PROJECT TRAFFIC Pass - By 12 15 19 51 IC IG 15 16 PM TOTAL TRAFFIC I us J xsa I eat TRAFFIC VOLUMES AT STUDY D!TERSFCTIONS INTERSECTION: NW 62nd Street and NW Slh Gault COUNT BATE: January 12, 2615 PM PEAK 1$OtJR FACTOR: 4.96 "PM EXISTING TRAFFIC" E3U ESL EST EEIR WBU WBL WST iYEIR NE1U N61. NBT NBR SBLF SBL SBT SBR PM Ruu Turning !Movements Peal Season Cenrectio i Factor 224 I.4w 411 1.491 1A59 61i 151 1 454 , 1.469 aea TAW 41a 1.454 335 1 450 1,459 1tW i.4e4 PM EXISTING CONDITIONS I 1 are 1I I 1 $0 I ,sr f 1 417 I asa [ .1aa 1 1 1 "PM BACKGROUND TRAFFIC" Moo SAP EBLI EBL EDT EBR %TB WEIL WBT WBR NBU NBL NET NBR SSU SUL 5B7 SER N1PD SAP Phi MDD SAP Aft Ward Jowls% Holith Symms TOTAL "VESTED" TRAFFIC Years To But !neat 1 1 1 1 1 1 1 1 1 1 1 1 1 i 3 Yearly Growth Rats 1.s1:, 1.3% 1.7% to* '.1.% ' % 1.3% 1.3% 1.3% 11% 1 1 31i. 11% 1 3'4 I" I a% _ PrV BACKGROUND TRAFFIC GROWTH a 1 7 a. e s 4 Ph1 NOR -PROJECT TRAFFIC r251 4RS 171 I 1AS iY au Sae "PM PROJECT EIISTRLIBUTION" UAW ILSE TYPE 1 Pass-Ey ClrlInt14r1 Net New Clair! autiun EnterGl4 Exiting Enterilg ERIJ EBL EBr EBR 111113E1 WF3L WELT WEIR Min NEL NBT NBR SEW SBL SET SBR 3.9% Exiting "PM PROJECT TRAFFIC" LANE USE TYPE 5,4TL EEC EBL EST 551-t WBLI WEit WET WEIR FIST NEL NBT NE Ft SEW SE/ SET SBR Pralltx Trips Pass - By Net New PM TOTAL PROJECT TRAFFIC 33 a3 1 as 217 SA 18 14 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 132nd Slrnet and NW 2n11 Avenue COURT BATE: Ja.rriirp /2, 201S PM PEAK HOUR FACTOR: 4-96 r1111 nl� iI 1-I-9u' PM Raw Tu m ln9 M44Pn1onts Peak Season Comic -flan Factor CM/ COL tail WAN WWII INIIL WEII 11YBK NEU NISIL NISI DUSK 2fHU 9S8L MEI 9 NISH MG 12S B23 137 BB n 1996 1AB7 1.636 LIMO I ror, 1 G 1S® 1oBe sow1 m06 a 1.E 16B .a 1403 494 3a 1117 400 67 24 9 159. Bd ma ism PM EXIST1I+f r r+OMITIONS I I34 I I 10 I ! 76 I $24 I 3S T I 14a I 434 I s9 I I l5 l 1s1 I 99 "PM BACKGROUND TRAFFIC' EBU EBL EBT EBR W3U WBL WET WBR NBU NHL NBT NBR SBU $BL, SEIT 58R MPD 5AP Mani JCWEsh Health Systems TOTAL "'VESTED" TRAFFIC 19 a u 0 a a 19 6 Yea r& To SuIJdopt _ 1 1 1 , 1 1 1 1 1 1 1 1 1 1 1 Yearly Growth Rat& 1.2% 1.]1s 1.149E 1,1 1.1% I." 1.7% 1,39E , 1.391 I 1.991 1.9% 1.39i 1.4% 1.1414 14%. 1.9% PM B17CKs FtOUNt} TRAFFIC a zawitl 2 ® I 2 1 7 e I 2 5 1 1 2 1 PM 4022J •PROJECT TRAFFIC 13s coo I 14r r1 531 I 35 J I 199 416 ei -PM PROJECT DIE THUBIJTJOhr LAND USE TYPE Pass-89 Enterirt0 Distribution Exiting ERU EEL CBT EER 1 BIJ 12BL WET WIER NB13 NBL NBT NER SEII SUL SBT SBR Net New Dlstlibuti4n EPterin g 7.714 VMS 2 B% ExI1Ing "PM PROJECT TRAFFIC" LANE] USE TYPE zo% 20% EUU EBL EST EBR YIIBU YWBL WST WEIR NBU MBL NBT IMR SEW BBL SBT SBR PraJace Pass - By Trips Nat NiJW 35 11 48 17 11 11 - PM TOTAL PROJECT TRAFFIC J4_ . 11 9e 10 13 11 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE bZnd Street and NE lid Avenue COUNT DATE: January 12, 2015. PM PEAK HOUR F'ACTO7R, tf,911 "PM EXJST1NG TRAFFIC" EBU EEL EBT EBR VfBU WBL W`BT WOR NBU NBL NBT NOR SEu 5®L SBT 813Ft PM Raw Turning Movemeneti Peak Ees6on Correction Factor 231 119 44 260 1+4 70 ac0 27 115166 225 1.440 124 1.5 4 F H EXISTING. CoNurrraNS 'TM BACKGROUND TRAFFIC" MOB SAP MOD SAP MI 149 216 121 47 212 Y 121 14 700 80 sea 131 EMU GO 9 oT Gvo wori bfVr 1Ni7r 119,126 51221111 1171 NIT 929115 21011 CM 41111- R2170 L MDD SAP A>V Miami Jewish Health ya errna TOTAL "VESTED" TRAFFIC e 5 0 0 0 2 tt 0 Years To ®1JIII6Ut 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Yusrly Gro44th Rake 13%- 1 9L 1.2% 1.5% 1.2% 1.0% 1 34� 1.1% 12% 1.3% 1.0% 1.3% 1.n i.2% 1394 1.3% PM BACKGROLINA TRAFFIC GROWTH 2 a 2 1 a 3 1 1 a 1 a 2 C PM NON -PROJECT TRAFFIC 145 241 123 1 41 201 132 05 754 35 I 54 811 152 "PM PROJECT I]ISTRLIEU IION" LAND LISE TYPE EMI EBL EBT EBR WMU WEL WET WBR NBU NBL NET NBR SBU SEL $BT SBR Peas -By Distribution Net Beer Distribution Entering Exiling Entering Exiting "7M PROJECT TRAFFIC" LAND USE TYPE PrOeci Pass - By Trips Net New PM TOTAL PROJECT TRAFFIC 1944 56}$ 2.0% EBU EEL EET EBR W LI WBL WET WEIR NBU NEL NET NER SBU SBL SRT S5i 16 14 11 11 29 20 31 13 12 zt FM TOTAL. TRAFFIC r 145 240 ! 17Y 44 244 122 1e5 742 [ 42 I -- 1 90 A4 10i 110 _ 1A00 1.050 Loco Lae 1.9160 1.002 ".550 1.010 lase 11.4W1 e 1.paq 1464 i-08ri TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 62216 S110411 and REauyna Boul*'Ia d COUNT DATE: January 12, 7010 Phi PEAK EIGER FAGTDR- 0.93 "PM EXISTING TRAFFIC" EBU EBL EBT EBR W3t1 WEIL WBT WEIR NBU NBL NBT NBR SBU SBL SEPT SBR PIA Ruw TumIng-Movefnents 2 1u 90 1.426 15 1.1722 84 Peak Sea son Corracllon Factor 13160 1.060 1.060 1.060 1.000 7,066 1.020 1.060 1.012 1860 1.060 1.060 1.060 1060 1000 1.059 PkMEXISTING CONDITIONS I I I I I G 3.1 s 1 11 1 L iei 1 1.12.1 C _ 1 s 1toes I S9 "PNI BACKGROUND TRAFFIC' EBU EBL EBT EBR WBU WBL WET WBi NBU NBL MST NBR SBU S3L SBT SBR MOO SAP MDDSAP MI MDOSAPAR2 Nllan}t Jewish Heall1 Systems TOTAL "VESTED" TRAFFIC 0 0 0 } Yam's To BullUowt 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Yearly Growth Rate 1.1% 1.2% 1_2% 1,3% 1.11E 1,3% 1.2% 1,3% 1.2% 1.w. 1.31E 1.3% 1,2%. 1.1% IA% 1,3% 1 PL1BACEQ•ROUNDTRAFFIC GRpWTM 0 0 v 1 19 11 0 11 1 PM NqN-PROJECT TRAFFIC 12 0$ 1 1,021 s 16 I QI7 "PM PROJECT O15TnUI3t1TIO1,1" LAND LISL TYPE LUU L@L EDT EBR WBU WDL WBT WEIR NBU NBL NUT NBR SBU SBL SBT SBR Pass -By Dletributlen Nei New Distrlhition Entering _ _1 Exiting Entering _ Exlting "PIA PROJECT TRAFFIC" LAND USE TYPE l 1? 0% 15,016 EULI ESL EBT EBR WBU NIL WIT WUR NDU KBE NET NRR SBU SBL SET SER Praj6Ct Trips Pass -Ey Not New 112 ffi 11 PM TOTAL PROJECT TRAFFIC 112 11 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE $1st ${kraal and Biscayne Boulevard COUNT DATE: January 12, 2016 PM PEAK HOUR FACTOR; 0.04 "PM EXISTING TRAFFIC" EBU EEL EBT EER WEB WEL WET WBR NBU NUL NET NBR SEIJ SBL SOT SBR PHI Raw Turning I#©iremeFltS Peak Season Coreadian Faeloi 101 1.050 16 1.050 57 1.000 1L00 21 1.1D 1Ae0 20 1.005 1 A90 1,3Be 13 3 1,050 truo LOW 1.050 Phi EXISTING CONDITIONS 1e1 16 I d0 1 1 E 21 If I14aaI1,I I e 11,i10 "PM BACKGROUND TRAFFIC" EHIJ EBL BHT EBR ABU VVHL WBT WBR NidU NBL NIdT NEIR SOU SBL $IIT 'Silk MLID SAP Thou SA♦a Ain MOP SAP ,4 12 Miami Jewish HealtliSystems TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 YAM'S TO FlUildend 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 i Yearly Growth Rale 13% 1.11 1.3% i 3% 1.0% 1 J16 1.314 1.3% 1.35t. 1.0% 1.216 1.316 1.311 I.3% 1.2r5, 1.2% PM BACKGROUND TRAFFIC GROWTH 1 5 i n e 11 0 0 11 Pli NCN-PROJECT TRAFFIC I 1 1ae 56 Al 22 01 1.022 11 I 6 1.13T "PM PROJECT CISTRUBUTION" LAND USE TYPE EBU EBL EBT EBR 4Yf3U VVEL WBT WEIR NEU NBL NET NER SBU IIBL S5T SBR Peas-Ey Distribution Nat Nifty Distribution Entering Exiting Entering 1.D% Exiting 13.04 "PM PROJECT TRAFFIC" LAND USE TYPE EBU EBL EET EBR WOG IMBL. WET Y' R. NBU NBL NET NM SEU SBL SET SBR ProliKt Trips Fless - By Net New PM TOTAL PROJECT TI0AFFIC i3 10 a 1 00 ire 5 5 02 I0 PM TOTAL TRAFFIC I 131 16 a1 1 al T 1 1,611 1e1 0 1,2PI f TRAFFIC 'VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE Elth Strom and NE 2nd Avenue COUNT DATE: January 12, 2016 PM PEAK HOUR FACTOR: R.tia "PM EXISTING TRAFFIC" EEU ESL EST ESA WSU M1!'BL WBT 114BR NBU NHL NBT NBR SBU SBL SBT SBR pM R5W Turning Mowoments __ _I __pa -1. 21 13 19 2i '1? 15 aas 36 31 337 88 Peek Season Correction Factor ri A6a 6e taw taw li limo Imo 1o60 1060 t.eaa 1550 tam aaa cow to0 1.Ose •.550 PM EXISTING CONDITIONS I 11111221mi 1 17 1 26 L ex l I 4e 1 7¢3 J 1._ 3) 1 sr I 113 'PM BACKGROUND TRAFFIC EEC EEIL EErr EEC WBU WBL YYBT WEIR NBU NEL NBT NBR SBU SBL SET SBR McDSAP SAP _ MDC SAP At! MCC SAP AM Miami,fowish Health Byatams 2 2 TOTAL "VESTED" TRAFFIC s 0 0 a a a' 0 Y 0 1 r_ 5 Vosrl To Bulldooit 1 1 1 1 - 1 1 1 1 1 1 i 1 1 1 1 Yearly Growth Rite 1.3% 1-3% 1.3% 1.39E 1.515 1.3% 1.3% 1.1% 1.31G 1.15E 1 11l 1.15E 12% 1.515 1.3,16. 1.1% PM BACKGROUND TRAFFIC GROWTH tI e 5 5 11 1 1 a s f u a 1 PM NON-FROJEGT TRAFFIC ea L2 30 it I Ea as 1 1e 714 as 33 333 11 I "PM PROJECTOI5TRUBUTION" LAND USE TYPE EBU EEJL Uf1T LERR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SET SBR PleiNbution Errhking ExItinp Net New Distrihutlon Entering Exiting 'PM PROJECT TRAFFIC" LAND U$E TYPE ELM EBL EDT EUR WI1U WDL HOT WBR NE1U NBL NBT NBR SBU SBL SBT SBR Project Trips Paco - By Net New fie 31 PM TOTAL PROJECT TRAFFIC so 61 INTERSECTION. COUNT DATE: PM PEAK HOUR FACTOR: "PM EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS NFN S41h Street and NW $111 Court January I2, 301E 0.00 EOM EBL EDT EBR 41BU VIBL WBT AMR NBU NEL NIT NER S131J $BL SBT SBR PMAaw Turtling Mrrrements 732 17 694 3 24 tap 37 69 Peak Season Correction Factor 1.906 1 1.999 1.949 1.0191 1499 1A@4 1.610 1©10 1.0E0 1,3 l Lein 1666 1,696 PM EXISTING CONDITIONS ne I 16 I I 5 L 624 [ F I 3 I I 31 I I 127 1 91 I e9 "PM BA,CItGROUN D TRAFFIC" NU EEL EST E'ER VMBU WEL MET WEE NEU NEL NET NER SKI SIR SET SER MDD SAP MUD SAP' MA1 MDo SAP A#7. Miami Jewish Health Systems TCTAL "VESTED" TRAFFIC 9 9 0 0 0 0 0 0 Years To EuIldhut 1 1 1 1 1 1 1 ` 1 1 1 1 1 1 1 1 1 Yearly Growth Rate I. 1.344. 13% 1.3% 139E L.3% - 1.3% 1.8% 1.8% 1.S% 1.3% T.2% 1.97E 1.3% 1.3% 1.3% FM f3ACFtC3Rr]UNB TRAFFICGFIf]WTdi 16 n 1— 0 7 0 I 0 1 4 1 4 Qlrt NOH•PROJECT TRAFFIC 715 1a 5 141 1 10t 39 01 "'PM ?RD,I€CT 0IETRUEUT117N" LAND USE TYPE EEU EEL EST EBR WBU WSL WST W$R NEU NEL NET NEP SKI S€JL SET $sR Pass-Bw Distribution Net Flaw Distribution Entering Lxlting Entitling -Exiting "PM PROJECT TRAFFIC" LAPEI USE TYPE z:94. 3,6% apw ESU EEL EST ESP,. 11,4U WEL WIET INER Ns1J MBL NsT NBR SDI) SRL SST SBR PrViNt raps From - Ey Net Nnw PM TOTAL PROJECTTRAFFPC fi r- 29 S9 13 11 15 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 54tI1 Stre o-1 and NW Rh Avenue COUNT DATE: January 14 2016 PM PEAK HOUR FACTOR 0.96 "PM EXISTING TRAFFIC° ERIJ ERL EMT ERR WUEI W6L WBT WEIR NEU NHL MST PARR SFLIJ SBL SHY SR12 PM Raw Turning Movements Peak Sewsnri CnrrN0r1 FaOnr 1666 224 1 6/A 612 1666 a 1.0,0 I MO 1,2 497 1AM 10] t 1, 0M so I 10 1 Waal 1,Oa$ AIM 1.0110 PA9 EXISTING CONDITIONS 1 237 1 641 1 6 1 1 111 I 927 1 1114 I 1 1 i-611 11 1 r r 1 "PJA 3ACKGROUND TRAFFIC EBU OM EBT EBR WBU WEI. MOT WBR NEU NBL NET t1B 3EU $3L SBT SBR MDD SAP MOO SAP A#i NIDD SAP 4a2 Weed Jewi4Jh Health Systsiva TOTAL 'VESTED" TRAFFIC 9 0 tI 0 CI —I Y03111 To Bulldout 1 1 Yearly Growth Rate PM BACKGROUND TRAFFIC GROWTH 1. % 1_.994 a 1.916 0 1.3% 1.9% 1:914 1.3% 1.214 I 1215 1 7% 1.914 PM NON -PROJECT TRAFFIC "PM PROJECT DISTRUBUTION' ILANDUSE TYPE EOU ESL EBT EBR YJOU YUBL W8T WSR NEW NOL NOT NOR SOU SBL SBF SBR Pass -Ely Dist rieuNon Net New Distribution Entering Exiting Entering Ez[tinV II% "PM PROJECT TRAFFIC" LAND USE TYPE EBU ESL EST EBR WSLJ WBL WBT WOR NEW _ NBL NST NBR SBU SI _ SET SBR Protect Tripe Peas •By Net New PM TOTAL PROJECT TRAFFIC 27 29 20 14 y 11 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NW 54171 Street and NW ZrEJ A7511ul COUNT DATE, January 12, 2U16 PM PEAK HOUR FACTOR: 1$6 "CIA EXISTING TRAFFIC" ESU ESL EBT EBR WBU WBL AST W9R NEW N6L NBT NOR SBU $I. SOT SER PM Ra a Tu rn lily Maven n s Peet Mason Correction Factor 1.5601 152 I DSO 475 1.006 1-e90 1.1269 65 1.9a+9 519 1 A6@ a7 1-1A9 1.969 212_ 1 A69 S66 1.959 _ 72. 1.9N9 @j a^ Lulu I 1.9N9 187 1 78 1AA9 1 1,WU PM EXISTING CONDITIONS �. let J 4191 I 51 I El I 65u I 9Z I I A4 13" I 7i I I a¢ I 1tt 4a "PM B44CKGROUND TRAFFIC" ERU ERL, EBT ERR WRIT WRL WET 4VBR NRC NRL NAT WEIR SBU SRL SST SFR MO© SAP r MOD SAP Ati MOD SAP Ain Niemi Jewish Health System 7 5 I r TOTAL "VESTED" TRAFFIC a 7 0 e 6 0 0 0 e 0 9 6 Years To Handout Yearly Growth ha to PM 9ACKGROUND TRAFFIC GROWT14 1.194 1.254 i .3q4 2 1 1.3% 1 LIS 1.a% T 4 17% 1, I.3'4 0 LPL "PM PROJECT DISTR1JRUTIOM" LAME USE TYPE ERU ESL EBT ERR WEU WBL LIMIT WEIR Mill NSL NBr NOR SBti SPL SPEY S13R Pecs -By Oktrlauhion Net New Dktrl bu Son Entering Exiting Entorhng Exiting 4.9. "PM PROJECT TRAFFIC" LAN© USE TYPE ERU FILL EBT EE1R W U WJ3L WBT WBR NBC NBL NBT NEIR SBU EEL HIT SBR Pool eat Trlpo Pace • By Net New Phl TOTAL PROJECT TRAFFIC u 44 4 63 52 26 211 4 4 27 2# PM TOTAL TRAFFIC 171 000 42 72 215 119 SI I 92A e1 51 172 4i TRAFFIC VOLUMES AT STUDY INTERSECTIONS INRERSECTIOhl: NYdi1lE 54th Street and North Miaml Avenue COUNT DATE: Janiiivy 12, 2416 PM PEAK HOUR FACTOR D.98 "'PM ESUS 1MC TRAFFIC" ERU ESL EST ERR VJ4L1 W6L ww r WER MU NHL NST NBR SRS SRL $HT SBR PM Raw Tua111ng Move nents 1 190 376 90 134 4e5 73 w 1,103 152 m 3711 ion PealtSD&on Coersetlse Factor I 1 reo 1.neo 1011d 1_m2 1.ssm 14114 1 69n 1 D66 ' 1.MO IA% 1.04 1 941E 1:e40 1.2 4 1Jda0 1.ceo PM EXISTING CONDITIONS 221 1 161 I 12 1 1 112 r 472 I Ta I I toe 11,11e I ies J 1 as 1 me 1 tee "PM BACKGROUND TRAFFIC" EBU EBL EEiT EBR WSU WEIL WET WER NBU NEL NBT NBA SBU SRL SBT SEIR MOD SAP MOD SAP A#1 MDD SqP 100 Mnini Jowfsh Health Systems s 1 2 2 a TOTAL "'VESTED' ° TRAFFIC a 0 2 4 a a e a 2 2 z 4 0 Years To Bulldaut 1 1 1 1• 1 I 1 1 1 1 1 1 1 YearlyGrewth Bate 1.s% sam 1_ae. 1.31 1 % 12% 1.3x 1.399 1.3% 13% 1.3% 1.311 1.3% 1.3% 13% 1.a16 PM WACKGROUNDTRAFFIC GROWTH 7 s 1 2 0 1 1 1s a 1 s 1 PM NM -PROJECT TRAFFIC 2e9 all 1 !I I 144 491 a4 I _Lim . 1,1941 isi 11 I eel I 147 1 "PM PROJECT DISTRUBUTION LAND USE TYPE ESU ESL EBT E.SR WEU 44BL W5T WER NBU NEIL NET NBR SBU SBL SW SBA Pass -By Distribution Net Noov Dlrtrl botion Entering EsIUnp EAbrjnp 17.51L A1% Exiting 4 120% A0% "PSI PROJECT TRAFFIC LPJ4D 118E TYPE EHU EEL EST EER WBL1 WBL WRT WBR NOV I+iBL NOT NOR SOU SEL SET SER Project Pass • By _ Trips New 71 I.__ 33 t% 5 27 ee PM TOTAL PROJECT TRa1l IC a1 a as ea as o s 22 u f 4 PM TOTAL. TRAFFIC I in I au I 1a1 1aa 1,1.0e 191 130 i 921 107 TRAFFIC VOLUMES AT STUDY INTERSECTIONS PRE RSECTIOr1E NE S4111 Street and NE 2.nd Avenue COUNT DATE January 12, 2011 PM PEAK HOUR FACTOR: 2.99 Pj11€XISTING TRAFFIC' EBU ESL EBT cap WEIJ WEL WET WBR NBU riBL MBT NBR SBU 3BL SET SOR PM Raw Turning Mo4emafas aB 495 21 Ti 451 123 119 491 43 64 1at T6 Peal. Season Corresdon Fa6Lor 1460 13140 1,Wa 1.490 1A59 1.909 1.40 1,01i1 1940 1.054 1,040 166n 1,090 1.pan tow 196a PM EXISTING CON DITCMB "PM BACKGROUND TRAFFIC" 1 lot I 429 41 I L- 1'a 4Ta 1 112 I tax 1 46a 1 se f >ro 211 SS EFJIU EBL EBT EBR WELT WEL WET NBR NEU NBL NET NBR SEW SEL SET SBR MDDSAP MDT) SAP Ail MOD SAP Al2 Miami Jewish Noalth Systems i e 4 2 4 2 — TOTAL "VESTED" TRAFFIC 0 11 2 a 0 0 4 2 4 0 2 9 Y4ars To Sul Idout 1 1 1 1 1 1 1 1 1 1 1 1 1 t 3 1 Yearly Growth R4to 1,3 $.1.4 irrs 1.s% ',S4L 1 2 $.9% 19Y 1,314 L2% 1 34q. 4 ]1i 1_3% 1393 111% 1 a41, Phil BACKGROUND TRAFFIC GROWTH 1 s 1 1 a 1 1 a 1 1 a 1 Pal 01-FFIOJECT TRAFFIC L 1957 494 47 12 411 102 1 147 I 491 97 _ I 71 T as SI 1 '"PM PROJECT DISTRUBUTION' LAND USE TYPE FEU Ent. EST EER MU WEL WBT WBR NBU NBL NET NEAR BBII BEL 'BET BBR Pais.Ey Olsttf hu lion Net New Olsirl au don Entorin Ealtio) Entorin% Exiling pT • "PM PROJECT TRAFFIC" LAND USE TYPE 21.014 SAM s,at 5.01 EEU EIS, EBT EER WBU WEL WET WBR NEU NBL NBT NBR SEW BBL SET BBR Praise Pass - By _ . Trips Nei New 115 23 139 93 99 57 27 25 PM TOTAL PROJECT TRAFFIC 114 E1 0 10 0 aS is 0 31 1t L PM TOTAL TRAFFIC I I lel I b49 I 71 I. [ as 1 1RI. I 1as 1 ] Ian 1 u.su 1 us 1 1 9a L244 j 11. TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 56!R SIrA22 a11d NE 3141 Avenue COUNT DATE: January 12, 2!115 PM PEAK HOUR FACTOR: 0115 "PM EXISTING TRAFFIC" EBU EBL EBT EDR Vt$BU WBL WBT WEIR NEU NBL NBT NBR SBU SBL SBT SBR PM Raw Turning M44Qm rltsr 54 4a6 11 04 567 18 12 1 28 7 2 22 Palk Season Cnrroatlnn Factor law 1..060 71.a80 i O 1.1 2 10E0 1000 1 050 1d1OO 1.aaa 1.1190 1.060 Loan IOW 1 OEM 1.1410 PM EXISTING CONDITIONS 1_ 1 T I 414 1 xa' .1 1 ca _! 2 11, 1 1 i4 1 1 1 a1 1 1 t 1 2 a4 "PMBACKGRAUNEITRAFFIC" EBU EBL EBT EBR WEU WEL WET 1NBR NBU NBL NBT NBR SW SBL SBR SBR MED SAp Map SAP A111 MOD SAP AaR2 Miami Jowl I1 lth Syatema TOTAL "VESTED" TRAFFIC Years T2 Bullduut 1 1 1 1 1 1 1 1 1 1 1 1 1 Yearly Growth Rik) s.a% 1.a14 1 i.2x 1.% T 1.asc 1, % 1.2ta 1,1% 1A% 1244 1.41 1,714 1,314__.1,3is FM BACKGROUND TRAFFIC GROWTH 1 ® 12 e a 0 a 1 c, a PIA NON -PROJECT TRAFFIC sa I S14 xP era ! sea I 14 24 "PN1 PROJGCI" v!S THLIBLITIC]N" LAM USE TYPE ERU EBL EBT €BR WEU WBL WBT WBR NEW NBL NBT NBR SEW SBL SBT SBR PaaB-8y 011183162110rt E riterfi9 •26A% 2504 52,414 -00.1% Exiling sac 2a2.1214. Nat haw DlatribJttlln Er Hering i.1114 21.0% I 21.91. ' Exiting - - — 2101 42.0 2 "PM PROJECT TRAFFIC" LAND USE TYPE E612 EBL EBT LER Mill WEIL WET WER NBU NEIL NBT NBR SSU SBL SBT SBR Mita Pass • By 48 4,5 55 .65 56 sA Ttl 11 Net NOW 22 115 28B 171 282 PM TOTAL PROJECT TRAFFLC .s4 121 244 -85 3 ;Si PM TOTAL TRAFFIC; 68 I ass 1a1 ass j aai j 14 J I pas 1 5 21 34 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION; NE44thStroe15raiFederm Highwey COUNT DATE; January 12 2016 PM PEAK 4011it FACTOR; e.97 "'M EXISTING TRAFFIC" EBU EEL EBT EBR VQBU WEIL WET WBR NEU NBL NOT NOR SOU SOL SBT —PM ka'w Turning 141oMemerlts Peak Season Correct Factor 9.7 1.050 1,020 722_. 13P 66 L 45 350 212 102 14 110 1.070 1210 10150 1.000 1.050 1.050 1.000 1 D64 1.050 1.010 1.050 1,050 1.1550 $UR 50 1.050 PM EXEST1NG G04IUITIONS I J 11E0 245 I 147 I I 51 I 9&1 I u I 1 255 1 544 115 1 I 14 ] 122 I 67 I "PM BACKGROUND TRAFFIC" EBU EEL EBT EBR /NEM WBL 'NWT WEIR NEW NEIL NET NBR S6U SRL SST STIR Mco SAP MDD SAP NO MDD SAP Ain Miami Jt elst$ iieaIIth $yrMma 4 TOTAL "VESTT.D" TRAFFIC n a d t1 5 9 d d d a Ye4r* T5 Bukld8ll! i 1 1 1 4 1 1 1 1 1 1 1 1 1 1 1 Yearly Growth Rita 1 a% 1 5% 159E 1.39E 1.3% 1.4% 1.0% 1.3% i.5% 13% 13% 1.5%. 1.35 1.3% 13% 1.0% Plat 8A4 KGROIJNa TRAFFIC GROWTH a 4 1 5 1 4 5 1 0 2 1 PM NON -PROJECT TRAFFIC 104 252 140 12 250 I 47 I 264 I 31,1 117 16 124 54 "PM PROJECT DiSTRUBUTION" LAND USE TYPE Pass-9y DkatrI button Net New Diatrl butidn Enr0rihE T EBU EBL EBT EBR WBL' WBL 'WET WEIR NEW N131. NEIT NOR SSU 8EIL $ET SBR Exiting EnterinE Exiting "ISM PROJECT TRAFFIC" LAND USE TYPE 0.0% 20.0% 5.0% 24.0% 5.01E 9.014 EBU EBL EBT EBR YI0L1 WBL WET WBR NOV Net NET NBP SBU SEL S$T SER Pr+s st Trips; Pais - By Net New 54 19d an 54 25 49 PM TOTAL PROJECT TRAFFIC 66 165 35 154 2 41 PM TOTAL TRAPfic 152 443 112 6E 434 1 I 414 I 304 111 I 14-1 121 UN TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NE 54th $treat and Biscayne Boulevard COUNT DATE: Jarrlary 12, 2E1143 PM PEAK HOUR FACTOR: 0.90 " rN LAM 1Ir41a I NRYFIS.". PM Raw Turning Mainmasts Peak Season Correction Factor LW3 MIL till tt3Fi YYdU InfbL 114141 WILA'i NUU NEIL rue I r fr ti13U Sf3L `SNI 86R 1066 239 1 066 1.eS7 122 toad 1010, 220 10I7 3.2213 1.1386 1 MB 1 ON 901 1.060 238 1060 I PM EXISTING CONDITIONS 1 213 1 I 130 I I I 1 1 I am 1 t.4ss I I 1 I 047 I 371 "PM BACKGROUND TRAFFIC" EBU EEL EBT EBR WBU WEL WET WBR NEW NBL NBT NBR SBU SBL SEPT SER MDD SAP MDC SAP AIMl MDC SAP A#2 Mlani Jewish Health. Systerne 3 TOTAL "VESTED TRAFFIC 2 7 9 7Mime To BulldQut Yearly BeLlarB1 Rate PM BACKGROUND TRAFFIC GROWTH ET t.3% 3.3% 2 1 1 1.3% 53% 1 1 1,3% T356 1 1,3% 1a 1,1% 1.3% a,i14 1,134, 12 a PM +?ON•PROJCIT TRAFFIC 25! 134 me lora �._ L 1 'PM PROJECT ©ISTRVSLITION'' LAND USE TYPE EBU EBL EBT EBR WJU 1YBL WBT WER NEU NBL NET N8Fi BEU SBL SET SBR PessBy Distribution Net Now Distribution Entering E11Ung Entering _ Exiting "PM PROJECT TRAFFIC" LAND USE TYPE 16.0 i 11.0% 12.17% EBU EBL EBT EBR ABU WBL WBT WBR NEU NBL NET MDR SBU SBL SET SBR Prnjea:t Trips Peat - By Net New 105 aS 71 BB PM TOTAL PROJECT TRAFFIC 1 us es 71 42 PM TOTAL TRAFFIC 1 x6S 214 316 4 7'+7 Iran ?48 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION; NE 5161Street and NE !nd Avonue (NI COUNT GATE: January 12, 2016 FM PEAK HOUR FACTOR 0,93 "PM EXISTING TRAFFIC" EBU EEL EST EER YVEU WEL WBT WBR NBU NBL NET NOR SBU SEL SET St3R PIA Raw Turning Movemenla Peak yeoson Cotrection Facto( LOW 1.02D 1.9601 1.2111 _ 1.000 Id IMO 1 Add 6511 1.066 ID 1.02.2 1.09@ 23 202 1990 1.060 1.0212 PM EXISTING CO/HAVENS I I M I I I as I i7 I 1 T 03 J 62 1 [ 24 1 211 I "PM BACKGROUND TRAFFIC" MIT! SAP EBU ESLEBT ERR YVEILI WEIL WBT WHR NM NHL NST HEIR SBIJ EEL EST EBR M Di? SAP A411 1GG SAP A Miami Jawlsh H®al h Systems 7 0 TOTAL "VESTED" TRAFFIC 4 9 6 0 9 Years To Buildout i 1 ! 1 1 1 1 1 1 1 1 1 i 1 1 1 Miaatly Growth R&I1 19% 1.1 i 1.9% 1.99E 1.7% 1 9% 1.9% 1 315 (.9% La% 1.11 i 8% 1.39� 1.3D4, 1.3% 1.Ll1i PM BACKGROUND TRAFFIC r3,ROWTH 11 ra ' a 1 , a a PM MON-PROJECT TRAFFIC 2! 21 9,4 "PM PROJECT U1STRUEUTION" LAND USE TYPE Peas -By Ent1rlrlg EE3tl EEL EST EBR WEILI WEL WET WEIR NEU N3L NET NER 5BU EEL EBT SHR Clll<txlhutlatl Elting Net L'ew Entering Distribution I E%rrnti 19.074 '0.0% "PM PROJECT TRAFFIC" LAND LISE TYPE EEL! EBL EST EHR WEB WBL V(BT wart taki 101. NET NER SOU SBL SST SBA Pralaot L Pats - By Tads I— Not Nevy PM TOTAL PROJECT 1 RAFFEG PM TOTAL TRAFFIC 105 165 r 123 Ea 65 a i4 11 11 234 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION; NE Fist Street and NE 2nd Awtlua I$► CDUHT DATE: January 12, 201S PM PEAK HOUR FACTOR; 0.56 "PM EXISTING TRAFFIC" ESU EBL EST EBR Well WEiL WBT WEIR NE311 kfL NHT WEIR SRIJ SRL SRT SaR PM Raw Turn Irlio Movements Peak Season Correction Fedor ea 1I 11 S1Ba6 roan 1 sled i.ono 1 MI l eb9 14. 12141 124.0 571 i,g9d 1 1n92 204 1JPBd t.OE2 27 PM EXISTING CONDITIONS I 77 I 154 I I ors I re "PM BACKGROUND TRAFFIC" EEU EBL EBT ERR WRL WBT WEIR h1BU ItiBL NET FIBR SEW SBL SET SBR MDT SAP MDD SAP AV MOD SAP A#2 Miami Jewish Health Systems a 5 TOTAL "VESTED' TRAFFIC 7 4 O A$ra To BY IdOut 1 1 1 1 1 1 1 1 1 1 1 4 4 1 1 1 Yearly Growth Rate 1.15% 1. 7 1.as 1.95E 12% 1.151C 1.sli. 12% 1246 12% 1391. 4.5% 12% 12% 47% 1.3% PM BACKGROUND TRAFFIC GROWTH 1 1 a 7 a .5 "PM PROJECT DISTRUBUTION" LAND JSE TYPE EBU EBL EST EBR WELL WBL WBT WEIR NEW NBL NBT NBR 56U SBL SBT SBR Paas•By Distlibatlan Entering Exiting Net New Distribution Entering Exiting "P''.4 PROJ EGT TRAFFIC" LAND USE TYPE EBU Project Pass . Ely Trios , Net New r 16. % EBL EBT EBR WBU 1MBL WBT WBR NB1J _ NBI. NBT _WEIR $I,IJ SBL SBT 5EIR PM TOTAL PROJECT TRAFFIC u G I N TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION; NE Stith terrace a nd Blimayne Souk/yard COUNT DATE: January 12, 2016 PM PEAK HOUR FACTOR; 01.9 -PM EXISTING TRAFFIC" EBU EBL EBT ERR W3U WBL WBT WEIR NEW NRL NBT NBR SBU SBL SBT SBR PM Flaw Turning /Averments Pertk SessQn Curn IJuis FacI r 1A®O 1,040 1.000 2 IAO 44 11 1 14 � ,56) 9O 34 4p1? 1,020 1L610 OBO 1.Oe0 1A00 1.a®0 1A®Q Lam 1.990 PM EXISTING GUN Q1114N5 1 1 44 111 1.e1e to ae 1,011 "PM BACKGROUND TRAFFIC" EBU EBL EBT EBR 1VBU WBL WBT WBR NBU NBL NBT NBR SBU EBL SBT SER AADIT SAP 1 N1CD SAP ISM MOD SAP Ain Mla.nl Jewish Health Systems TOTAL NESTED'" TRAFFIC O 0 ® 0 a a ' lI Ta Hulldaul 1 1 i 1 ' 1 1 i 1 1 1 1 1 1 1 1 Yearly ,.rr wth Rate 13ik 13% 1 s% 1.3% 13% 11% 13% 13% 131k 1.3% 1.2% 1.1% 4.091 i.3% 1.1% 11% PM BACKGROUND TRAFFIC GROWTH A .O 1 0 11 1 a 11 PM NDN•PROJECT TRAFFIC [., i _1 t T 41 1 }a 1.712 11 I !{ 1,241 f "PM PROJECT DISTR JBUTIOrit LAND USE TYPE Pass$y DFahlh born Entering Exiting EEC EBL EBT EBR WBU WOL WET WBR NBU NBL NBT NBR SBLI SBL SBT SBR Net New Entering Pk74itwtiun exiting "=Ae PROJr`CT TRAFFIC" LAND USE TYPE 11.0% 11.04 EBU EEL EBT EBR W2U WBL WET WBR NBU NBC NBT NBR SBLI SBL SBT SBR Pr0Jael Tripe Pass - By Net Now PM TOTAL PROJ£UT TRAFFIC 1 11 ea 13 12 72 TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: NINNJE afth Street alai North Miami Avanua COUNT DATE January12, 2016 PM MAX HOUR FACTOR: 2.51 "PM EXISTING TRAFFIC" EBU ESL REIT EBR WEU WEL WIr 1WBR NeU NEL NBT PIER SeLl SBL SET SBR ....PMRaw Taming Mrlyemdnls _ _e4 20 .S 5 14 a 39 124S to r 57 Peak SeasosCarrectloIFaslor taw 1 1Oeu t523 1A30 1L5o ipso taco tow law 1Oao Ida0 team tau 1.055 taco 1coo PM EXISTING CONDITIONS I I_+5 I ss I 2r I I is I is I s I I ss 11,3xe �. 1s J r a1u 1 as 'PM H.CCl4G ROUND TRAFFIC" EEL/ ESL EI3T EBR W3U WEL WET WSFt NBU NEL NET NEiR SBU S3L SET SER M DD SAP a2 25 MDGSAP N1 t9 7 MOO SAP Aa52 Miami Jswlsh Health Systems I. TOTAL "VESTED" TRAFFIC I e 0 e d 0 n 0 41 0 1 32 0 Yams To Eulydout 1 i 1 1 1 1 1 1 _ 1 1 I 1 1 I 3 1 Yearly Growth Rate 11% 1.3% 1.39E 1.3.% 1.3% 1.3% 1.85E 1.3% ' 1.3% 1.3% 1.3% LI% 1.1% I 1.E16 1 .i+d 1.1%6 Phi SACKGROUNDTRAFFIC GRQWTI-i , t 0 0 e 0 I1 P it a I a i u Pal MON-PROJECT TRAFFIC if it I to s sd 1,3Ya 19. I P 00$ 7, I "PM PROJECT Dh&TRUBUTION" LAND USE TYPE EBU EEL LOT _ Ef1R WEL MI WBT WGR NEW NSL NBT NUR SSU SEL SET SBR Pais•By Net New d?Istrhbution Entering Exiting Enmrii5 2.aIE 3.014 E.tiling 4.13% 3.0% "PM PROJECT TRAFFIC" LAND USE TYPE ETU EBL HIT EHR WBU WBL WBT WEIR NBU NBL NBT NOR SITU SOL SET 513R Project Pass • By Tops Nat New 15 22 25 26 15 22 20 13 PM TOTAL PROJECT TRAFFIC r9 22 26 ' 21 14 21 25 is TRAFFIC VOLUMES AT STumY INTERSECTIONS INTERSECTION. NE 39th Streit and NE Ind AV412u4 CCUNT LIAT , January 12, 2416 P'AL PEAK HOUR FACTOR 0_89 "PM EXISTING TRAFFIC" EBL EBL EDT EBR WBLI WBL Yl6T WBR NBU NBL %BT NUR SBU $1L $BT SBR PM Raw Turning Mdwimi lts ` 24 12 39 Si 149 12i o3 + 335 44 41 zed 35 Peak Simeon G4macho" Factor 14ee 1.112o 1,56e 1.0e3 10$2 1.2d2 11362 1,020 ET MMMS 1A150 1A22 1.225 1.262 1.242 1422 tom PM1[EXISTINGCONDMONS 1 1 22 1 62 I 41 F sa I 167 I 121 I 27 I 322 I 47 j I II I 221 [ 37 I PM BAC KG RO U N D TRAFIC" EMU EBL E6T EBR WI3U WbL WET WBR NBU NBL NET NBR SBU 8BL SET SEA - - hi DO SAP d 6 eo 3 56 IAOD SAP RR1 5 e 2 8 I MDD SAP An 3 23 1T 6 37 4 Mlsmi Jewish Heellh Systems TOTAL "VESTED" TRAFFIC 3 18 0 It :4 E6 0 44 6 75 12 4 Years To 13ul Idrsut 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 Yeaat Gtowth hate 1.3% 1.2% 1.5% 1.2% 1:1% 1.3% 1.2% 12% 1.'% 1.3% 13% 1.31E 1.331 I.3% 1.30E 1..546 PM BACKr5F2OUNI TRAFFIC GROWTH o 1 1 1 2 3 2 4 t 1 4 0 PM NDN•PRDJECT TRAFFIC t4 42 64 173 1 233 1 27 1 376 di ''PM PROJECT DI$TRUBUTION" LAND USE TYPE EBU EBL EST REP WBU W5L WBT WRR NBL NBL NBT NOR SBU SOL SOT SIR Pass•By Entering Etitlog Net New Olstilhution Entering Exiting "PM PROJECT LAND USE TYPE 1 EBU EBL EBT FOR VWBIJ WBL WET WEIR MEI, NBL NET NUR SBU $EL $ET $ER Prnl apt Trips Pass - By Hit New PM TOTAL PROJECT TRAFFIC 44 44 53 da PM TOTAL TRAFFIC 2i 64 44 d4 T73 223 1 27 1 422 64 122 370 1 41 TRAFFIC VOLUMES AT STUDY INTERSECTIONS IMITERSECT1ilN- NE Sigh Str99t& Tn1ck DrIamay COUNT DATE- Jarflary 12, 2618 PM PEAK HOUR FACTOR: 0,92 "Pht EXISTING TRAFFIC" EBU EI3L EBT EBR 14SU WBL WIRT W9R NSW NEIL NBT MBR SRU SRL SRT SgR PM Raw Turning Mavelnonts 547 eza Palk Saasan Donacdon Factor 113311 1.13513 563 1.®a l dab 1550 1663 1DEal _pMtiEx1STING CONDITIONS I I 1 • FM BACKGROUND TRAFFIC" ma SAP MOD RAP AA1 EBU EBL EBT EBR WBU WBL WBT WER NBU pant NET NWI SWL SOT SBR MDD SAP A102 Miami J swish Health Systemo TOTAL "VESTED" TRAFFIC a c Years To Bulldout 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Vainly Growth Rat■ 1,3k 1" 1,3% 1.3% 1A94 1,g% tA% 1,$% 1.4% 1:S% 1.. % 1.3% 1 13% 1.3% 1.37. 1.3% PM BACKGROUND TRAFFIC GROWTH r a PM NON•PROJECT TRAFFIC 537 J ~; "PM PROJECT DISTRIBUTION" LAND USE TYPE EBU EBL EST EBR WBLI WBL WBT WEIR MBU NBL I'IBT NBR SKI SRL SBT 5BR Poway Distribution Not New Olsltibstian Entaring Exiting Entnlring Exiting "Pie PROJECT TRAFFIC' LAND USE TYPE Project Trips Pita , By Met Now PM TOTAL PRCIJECT TRAFFIC EBU EEL EBT EBR WBU WBL WBT WBR NEU NBL NBT NBR SBU SEL SBT SER 137 137 5 aki TOTAL TRAFFIC 1 T13+1 e f at TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: Ni 64th street and Train Sta1Iwi Access COUNT DATE: January 12, 2010 PM PEAK HOUR FACTOR: 0,92 "PM EXISTING TRAFFIC" PM Raw Taming Movements Peak aeaaorl GorrectIrarl Factor EBU EEL EBT EBR W'dU WEL WET WBR NEU NEL NBT NEB SBU $OL SET SER 1,9e0 19 Asa 1.953 .999 1.390 5139 1,469 1.499 1.440 • LOKI 1.499 1.999 1.999 99a Ply EXISTING CONDITIL]N5 I [ I914I "PM BACKGROUND TRAFFIC" EBU EBL. EBT EBR WBU WBL WET WBR NEU NEL REIT NBR SEW SHL 5BT SER MDD SAP MOD SAP AIM MIND SAP A#11 Miami Jewish Health Systems .- TOTAL "VESTED" TRAFFIC _ n 0 Years To Build out Y i 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 Yearly Growth Rate 13% 13% 1 3% 1.3% 1.3% 1_9% 1 3% 1_99 135% 1.Ph 1.9% 13% is% 1.49E 1.91E 1S% PM BACKGROUND TRAFFIC GROWTH 0 e PM NCH -PROJECT TRAFFIC 'PM PRDJ ECT DISTRUBUTION" LANG USE TYPE EBU EBL EBT EBR y1BU WEL WET 44BR NEU NBL NBT NBR SBU EEL SET SER Paasay DI&Sibutid5 Ent! ring E itlog Net New DlatrlllutIon ante ring Exiting "PM PROJECT TRAFFIC" LANE USE TYPE 9.4% 1a-0% EBU EBL EBT EBR WBLI WBL WET WBR NBU NEIL NET NBR SBU SBL SET SER Fm)uct Trips Pass - lay Mat N esr PM TOTAL 17 40J ECT TRAFFIC 242 tea 92 21 27 ET 294 99i TRAFFIC VOLUMES AT STUDY INTERSECTIONS INTERSECTION: ME Gist Street and NE 2nd Avenue IFNIwo) COUNT LATE: January 12.201E PM PEAK HOUR FACTOR: 01.11d,5 "P 4 EXISTING TRAFFIC" ERU QBL EBT CPR W U WBL WBT 'AMR NEW NBL NET HEIR SBU SBL BET BBR PM Raw Turning Mevamanti Peak $6/13441 Corm en FA1l4r 1A&9 11 1.330 1.V9a 1.150 46 1.r.Se, 1.218 2 1.3163 1a 1.951 1.491 11 1.050 DES 1.330 35 1.059 15 1.0118 199E 259 1 A90 1.430 "PM BACKOROUMOTRAFFIC" SITU EEL EDT EBR WBU WBL POUT WEIR NEU NBL NBT NBR SSW SSL SBT SBR M170 SAP Mill] SaP AR1 MB® SAP A*2 Miami Ja,rlsh Health Systems TOTAL 'VESTED" TRAFFIC 11 0 a 4 0 0 4 0 Yeer4 Ta Bulld4ut 9 T T 1 1 1 1 9 1 S 1 1 7 P 1 1 Yearly Growth Rata 1.3x 1.3% 1.3% 1.3% 13% 12% 13% 1,3% 1,3% 13% 1311 1.9% 1.3% 1.71E 1 3% 1,51E PM BACKGROUND Tl AFF1C GROWTH Fi + 0 1 1 0 a e 1 0 8 4 e PM . OtJ• PROJECT TRAFFIC SW r T 19 1S S95 77 34 721 27 "PM FROJECTDIsTRLJBL1110N" LAND USE TYPE EBB EEL EST ESR W9U IASI WET WEIR NBU NEIL NBT NBR &BU SOL SOT SBR Pans.Ey DIstiibnhee Entering Eanng 111.1% 34456 -71dm, 26/o t4fre4 -i4alt Nat New DIst„rihullop Entering 5.0% 1691E 103% ESlt}n9 19.3% 1.4, 14.3% "PM PROJECT TRAFFIC" LAND USE TYPE EOU EBL EST EBR WBIJ WBL WBT WPBR NEU NEL NET NBR SOU SBL SET SBR Psuieet Trips Piss - By 29 33 E3 •24_ Net New 20 1 ES5 ss as 21 ss PM TOTAL PROJECT TRAFFIC 2/1 134 33 111 -53 141 11 -29 Appendix K: Future Background Conditions Analysis A.M. Peak Hour Timings Future Background 1: NW 6th Avenue/I-95 SB Off -Ramp & NW 62nd Street A M Peak Hour Lane Group PET WAL WBT SBL SBT Lane Configurations 1i . +11 Traffic Volume (vph) 586 357 508 133 141 Future Volume (vph) 536 357 506 133 141 Turn Tpre NA pro+pt NA Split NA Protected Phases 6 5 2 6 3 Permitted Phases 2 07etecl Phase fi 5 2 8 B Switch Phi fu1snimum 1nit+al (s) 16.0 5.0 16.0 7.0 7.0 Minimum Split (s) 25.0 11.0 25.0 25.0 25,0 Total Slit (s) 55,0 17.0 72.0 53,0 53.0 Total Solit (%) 44.6% 13.6% 57.6% 42.4% 42.4% Yellow Tine (s) 4.0 4.0 4.0 4.0 4.D All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Last Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6,0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead -Lag ttmize? Yes Yes Recall Mode C kin None C-Min Norte None lntersect en Summary Cycle Length: 125 Actuated Cycle Length: 125 Offset: 52 (42%), Referenced to phase 2-WBTL and 6.EBT, Start of Green Natural Cycle: 70 Control Type: Actuated -Coordinated Splits and Phases: 1: NW 6th Avenuef1-95 SB Off -Ram & NW 62nd Street 0 2 0R) 1i 08 72s 53s I , Cob' iiT) 17s I 555 I K \FTL_TPT01043752000 - Design. PlacelCalcslSynchro\NoEuild 2025 AM.syn HCM 2010 Signalized Intersection Summary NW 6th Avenue/F 95 SB Off -Ramp & NW 62nd Street Future Background A.M. Peak Hour Movement EELEBT EBR__--VdBL WET WER NBL A[ET NBR S3L SET SBR Lane Cen1gurations ' 14 II Ei TratficVoiume (veb/h) 0 586 554 357 508 0 0 0 0 133 141 78 Future Volume (vehij 0 566 554 357 5503 0 0 0 0 133 141 78 Number 1 6 16 5 2 12 3 8 18 Initial Q( Qb), veil 0 0 0 0 0 0 0 0 0 Pad-Eike Adj(A_obT) 1.00 198 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ad! Sat Flow, veil/Win 0 1863 1900 1863 1863 0 1863 1863 1900 Adj Flow Rate, veil/1) 0 592 560 361 513 0 134 142 79 Adj No of Lanes 0 2 0 1 2 0 1 1 0 Peak Hour Factor 0.99 0,99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, 0 2 2 2 2 0 2 2 2 Cap, vet& 0 1094 964 455 2669 0 2,36 160 94 Arrive On Green 0.00 0.82 0.62 0,12 1.00 0.00 0.15 0.15 0.15 Sat Flow, vehJh 0 1663 1559 1774 3532 0 1774 1125 626 Grp Volume(v), vehth 0 592 560 361 513 0 134 0 221 Grp Sat Fl0w(s),vehthhhln 0 1710 1559 1774 1770 0 1774 0 1751 0 Servig_s), s 0.0 13.4 15.3 9.4 0.0 0.0 8.7 0.0 15.4 Cycle Q Clear(g-c), $ 0.0 13,4 16,3 9.4 0,0 0,0 8.7 0.0 15.4 Prop In Lane 0.00 1.00 1.00 0.00 1.00 0.36 Lane Gra Cap(c), +fehlh 0 1094 964 455 2669 0 266 0 262 WC Ratio(X) 0.00 0.54 0.53 0.79 0.19 0.00 0.50 0.00 0,84 Avail C41(_a), vehlh 0 1094 964 455 2669 0 657 0 658 HCM Platoon Ratio 1.00 1.33 1.33 1,33 1.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.OD 1.00 1.00 0.63 0.63 0.00 1.00 100 1,00 Uniform Delay (d), 5fveh 0.01 5.4 5.8 10.1 0,0 0.0 48-9 0.0 51.7 1ncr Delay (12}, eIveh 0.0 1.9 2.6 5.7 0.1 0.0 1.1 0 8 5.5 Initial Q Delay(d31,sfveh 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0,0 %ile BackOfQ(50%),vehlin 0.9 6,9 7.1 6.4 0.0 0.0 4.3 0.0 7.6 LnGrp Del ay(d),s h 0.0 7.4 8.2 15.7 0.1 0.0 50.0 0.0 57.1 LoGrp LOS A A B A D E Approach Vol, vohi i 1162 874 355 Approach Delay, s)veh 7.7 6.6 54,4 Approaci LO1S A A D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 100.3 17.0 83.3 24.7 Change Period (Y+Rc), s 6.0 6.0 6,0 6,0 Max Green Setting (Grnax), s 66.0 11.0 49.0 47.0 Max Q Clear Time (g c+I1), s 2.0 11.4 17.3 17.4 Green Ext Time (p_c), s 5.2 0.0 5.1 1.4 Interseciicri Summary HCM 2010 Ctrl Delay 14.3 HCM 2010 LOS B 10FTL_-PT 1‘043752000-Design plaoelCales\Synchro)NoBuild 2025AM.syn Timings Future Background 2: NW 6th Avenue/NW 5th Court & NW 62nd Street A.M. Peak Hour Lane Group EBL EBT WBT NBT Lane CDnfiguraticcs ' ' # 'Pt 4 Traffic Volume (vph) 331 384 589 .10 Future Volume (vph) 331 384 589 510 Turn Type pm+pt NA NIA #JA Protected Phases 1 6 2 4 Permitted Phases & Detector Phase 1 ff 2 4 Switch Phase Minimum Initial (s) 5,0 7.0 7.0 ?.0 Minimum Split (s) 11.4 20.0 20.0 30.0 Total Slit (s) 15,0 78.0 53.0 47.0 Tidal Split (%) 12..0% 62.4% 50,4°% 37.6% eilow Tame (s) z.,0 4.0 4.0 4.4 All -Red Time (s) 2.0 2.0 2,0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6,0 6,0 LearL/L ag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None C-Miri C-Min None Intersection Summary Cycle Length: 125 Actuated Cycle Length: 125 Offset: 58 (45%), Referenced to phase 2:WBT and 5:EBTL, Starl of Green Natural Cycle: 70 Control Type: Actuated -Coordinated S iits aid Phases: 2: NIV 6th AvenuefNW 5th Court & NW &2nd Street K:1FTL_TPTO1043752000 - Deg PIacOiCalcsiSynchroWoeuild 2425 AM.syn HCM 2010 Signalized Intersection Summary 2: NW 6th Avenue/NW 5th Court & NW 62nd Street Future Background A.M. Peak Hour - t * 1 Movement EEL EBT EBR WEL WBT WBR NBL NBT FJBR SI3L SST SBR Lane Configuratiors ++ '� + Traffic Volume (vehill 331 354 0 0 589 189 268 510 214 0 0 0 Future Volume (vehth) 331 384 0 0 589 189 268 510 214 0 0 0 Number 1 6 15 5 2 12 7 4 14 Initial Q (ON, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1,00 1.00 0.97 1.00 0.99 Parking Bus, Adj 1.00 1,00 1.00 1.00 1,00 1.00 1_00 1.00 1.00 Adj Sat Plow, uehTh/ln 1863 1853 0 0 1863 1900 1900 1853 1900 Adj Flow Rale, vehfh 345 400 0 0 614 197 279 531 223 Adj No. of Lanes 1 2 0 0 2 0 0 2 0 Peak Hour Factor 0.95 0_96 0.955 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 0 0 2 2 0 2 0 Cap, vehlh 405 2058 0 0 1208 367 294 586 258 Arrive On Green 0.10 0.77 0.00 0.00, 0.61 0.61 0.32 0.32 0.32 Sat Flaw, vehlh 1774 3632 0 0 2710 838 912 1818 801 Grp Valurne(v), vehlh 345 400 0 0 415 396 556 _ 0 477 Grp Sat FlOW(s),.vehtMf 1774 1770 0 0 1770 1686 1 a' 7 0 1714 Q Serve(g_s), s 9.0 3.8 0.0 0.0 16.4 16.5 37.3 0.0 32.7 Cycle QClea{(g_c), s 9.0 3.8 0.0 0.0 18.4 16.5 37.3 0.0 32.7 Prop Irr Lane 1,00 0_00 0,00 0.50 0.50 0,47 Lane Grp Cap(c), ueti/l', 406 2058 0 0 817 778 5B6 0 553 VIC RatiioV) 0,85 0.19 0.00 0.00 0,51 0.51 0.95 0,00 0,86 Avail Cap(c_a), vehT 405 2058 0 0 817 778 595 0 562 HCM Platoon Ratio 1,33 1.33 1,00 1,00 1.33 1.33 1.00 1.00 1,00 Upstream Filter(I) 0.49 0.49 0.00 0.00 0.96 0.96 1.00 0.00 1.00 Uniform Delay (d), sfveh 25.5 6.3 0.0 0.0 15.2 10.2 41.3 0.0 39.8 lncr Delay (d2), sfveh 7,9 0.1 0.0 0.0 2.2 2.3 24.4 0.0 12.7 Inital Q Delay(d3),siveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehMMn 8.2 1,8 0,0 0.0 8.4 8,1 22.7 0.0 17.3 LnGrpaelay(d),siveh 33.5 6.5 0.t1 0.0 18.3 16,5 658 0.0 52,5 LnGrp LCS C A B B E Approach Vol, vehth 745 811 1033 Approach Delay,'r+eh 19.0 18.4 59.6 Approach LOS 6 E Tirner 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Ro), s 15.0 63.7 40.3 78,7 Change period (Y+Rc), s 6.0 8.0 6.0 6.0 Max Green Setting (Cmax), s 9,0 57,0 41,0 72,0 Max Q Clear Time (g_c+11), s 11.0 18.5 39,3 5,8 Green Ext Tirne (p_c), s 0.0 3.2 1.0 3,2 Intersecton Summary HCM 2010 Ctd Delay 35.0 HCM 2010 LOS I� K1FTL_TPTD\043752D00- Design PIaoYCa1c XSynchro4NQBuild 2025AM.syn Timings Future Background 3: NW 2nd Avenue & NW 62nd treetlNE 62nd Street A.M. Peak Hour Lane group E13L EiBT VOL WBT NBL NBT NBR SBL SBT SBR Lane Configurations � ti " 4t ' 4 r I Traffic Volume (vph) 37 433 38 497 100 172 46 54 245 100 Future Volume (vph) 37 433 38 497 100 172 46 54 245 100 Tum Type pm+pt IAA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 4 8 8, Detectcr Phase 1 6 5 2 7 4 4 3 6 B Switch Phase Minimum Initial (s) 5.0 7,0 5,0 7.0 5.0 7.0 7.0 5.0 7_0 7.0 Minimum Split (s) 10,7 25.0 10.7 25 0 10.7 25.0 25.0 10,7 25.0 25 0 Total Split (s) 24.6 37.8 24.6 37.8 24.6 33.0 38,0 24,6 38,0 38,0 Total Split (%) 19.7% 30,2% 19,7% 30.2% 19.7% 30.4% 30.4% 19.7% 30.4% 30.4% Yellow Time (s) 3.7 4.0 3.7 4.0 3.7 4.0 4.0 3,7 4.0 4.0 AII.Red Time (e) 2.0 2,0 2,0 2,0 2.0 2,0 2.0 2.0 2.0 2.0 Lost Time Adjust (s} 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 6.0 5,7 6.0 5,7 6,0 6.0 5.7 6.0 6.0 LeadiLeg Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Ves Yes Yes Yes Recall (lode Ncie C- Min None C-Min None None None None None None Intersection Summary Cycle Length: 125 Actuated Cyde Length; 125 Offset: 0 (0%). Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle; 75 Control Type: Actuated -Coordinated Solils and Phases: 3: NW 2nd Avenue & NW 62nd StreetiNE 62nd Street ai 2 R) 03 24.6 s I 37.3 s I 424.6 s 3s 1 11 05 -1'106 at) 4\ 07 # ot3 24.6 s I 37,8s 1 124.6s I 36s 1 K:IFTL_TPTC1,0437520B0 - Design Place\Calcs'tSynchro\NoBuild 2025 AM.syn HCM 2010 Signalized Intersection Summary Future Background 3: NW 2nd Avenue & NW 62nd Street/NE 62nd Street A.M. Peak Hour t Movement EBL EBT EBR WBL WET 01BR NBL NBT NBR S3L SBT SBR Lane Configurations f !Ift* + r Traffic Volume (vehfh) 37 433 101 38 497 21 100 172 46 54 245 100 Future Valume (vehlh) 37 433 101 38 497 21 100 172 46 54 245 100 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1,00 0.98 1,00 1197 1.00 0.97 0,99 0.96 Parking Bus, Adj 1.00 1.00 1.04 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ada Sat7-low, vehlhlln 1963 1833 1900 18(3 1863 1900 1853 1863 1863 1863 1863 1863 Adj Flow Rate, vehlh 39 456 106 40 523 22 105 181 48 57 258 105 Adj DI Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Peak Hair Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.05 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vr,'h 540 1572 363 521 1910 BO 204 361 297 244 311 254 Arrive On Green 0.04 0.73 0.73 0,04 0.74 0.74 0.06 0,19 0.19 0.04 0.17 0,17 Sat Flow, vehfh 1774 2846 656 1774 3466 145 1774 1863 1534 1774 1863 1521 Grp Volume(v), vehlh 3D 282 280 40 267 278 105 181 48 57 258 105 Grp Sat Flow(s),vahtiln 1774 1770 1733 1774 1770 1832 1774 11363 1534 1774 1863 1521 Q Serve{g_s), s 1.2 6.7 6.8 1.2 6.3 6.3 6.1 10.8 3.3 3.3 15.7 7.7 Cycle Q Clear(g_c), s 1.2 6,7 6.8 1.2 6.3 6,3 6,1 10,5 3,3 3.3 15.7 7,7 Prop In Lane 1.00 0.38 1.00 0.08 1.00 1.00 1.00 1.00 Lane Grp Cap(e), vehfh 540 977 957 531 978 1012 204 361 297 244 311 254 VfC Ratio(X) 0,07 0.29 0,29 0,08 0.27 0.27 0.52 0.50 0,16 0.23 0.83 0.41 Avail Cap(c,a), vehllh 756 977 957 746 978 1012 359 477 393 447 477 389 HCM Platoon Ratio 1,33 1.33 1,33 1,33 1,33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 0.99 0.99 0.99 0.56 0.66 0.66 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 11.2 8,3 8,3 11.2 8.2 8.2 40.6 45.0 42.0 41.2 50,3 46,6 Ina Delay (d2), sfveh 0.0 0.7 0.8 0.0 0.5 0.4 08 0.8 0.2 0.2 6.0 0.8 Initial Q Delay(d3),sfveh 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 °file BackOfQ(5Dh),vehiln 0.6 3.4 3.4 0.6 3.2 3.3 3.0 5.7 1.4 1,6 9,1 3.3 ! nfi�rp Delay(d),siveh 11.2 9,1 9.1 11.2 B.7 8.7 41.3 45.8 42.1 41.3 55.3 47.4 LnGrp LCS B A A BA A D D IJ D E 0 Approach Vol, vehih 601 685 334 420 Approach Delay, sfveh 9.2 8.9 43.9 521 Approach LOS A A D Q Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9,4 751 10.3 30.2 9.5 75.0 13.6 26.9 Change Period (Y+RG). s " 5.7 6.0 ' 5,7 6.0 ` 5,7 6,0 * 6,7 6.0 Max Green Setting (Gmax), s * 19 31.8 '19 32.0 • 19 31.8 " 19 32.0 Max Q Gear Time (g_c+I1 ), s 3.2 8.3 5.3 12 8 3.2 8,8 B.1 18.7 Green Ext Time (p_c), s 0.0 2.5 0.0 2.4 0.0 2.5 0.1 2.1 Intersection Summary HCM 2010 CM Delay 24.3 HCM 2010 LQS C Notes K:IFTL_'6PTO 0437520 - Design PlecetCalcslSynchrol loBrrild 2025 AM.syn Timings Future Background 4: NE 2nd Avenue & NE 62nd Street & NE 61st Street AN. Peak Hour Lane Group EBL2 EBT EBR N3L NBT Si3L 5PT SOIL SWR Lane Configurations 1 ft 1 4t 1 fir Traffic Volume (vph) 102 237 126 39 2S7 77 1060 63 275 Future Volume (vph) 102 237 126 39 2B7 77 1060 63 275 Turn Type Prn+pt NA Perm Perm NA Perm 1+1A pm+pt Perm Protected Phases 3 B 6 2 7 Permitted Phases 8 8 6 2 4 4 Detects Phase 3 8 8 6 6 2 2 7 4 Switch Ph Se Minimum initial (s) 5.0 7.0 7.0 7.0 7.0 7,0 7.0 5.0 7,0 Minimum Split (s) 10.7 25.0 25.0 41.0 41.0 41.0 41.0 10.7 25.0 Total Split (s) 20.0 40.0 40,0 60.0 60.0 60.0 60.0 20.0 40.0 Total Split (%) 16.7% 33.3% 33.3% 50.0% 50.0% 54.0% 50.0% 16.7% 33.3% Yellow Time (s) 3.7 4.0 4.0 4.0 4.0 4.0 4.0 3.7 4.0 All -Red Time (s) 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) C,0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) EY7 6.0 6.0 6.0 6,0 5.7 6.0 Lea flag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None C-Min C-Min C-Min O-Min None None intersection Summary Cycle Length: 120 Actuated Cycle Length' 120 Offset; 27 (23%). Referenced to phase 2:SBTL and 6;NBTL, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases° 4: NE 2nd Arenue & NE 62nd Street & NE 61 st Street T c2 (R) _ 03 Gt 60s+ ?{ s 07 1 ,10s -138 ! 9 06 :Ri GO _ l 20s 1 440s 1 K:1FTL_TPT01043752000 - Design PlacelCalcslSynchro).NoBaild 2026 AM,syn HCM Signalized Intersection Capacity Analysis Future Background 4: NE 2nd Avenue & NE 62nd Street & NE 61st Street A.M. Peak Hour Movement EBL2 EBT EBR NIX NET NBR2 SE SET SBR SWL SWR Lane Configurations I t+ r 41to 411 1 for Traffic Volume (vph) 102 237 126 39 287 15 77 1060 119 63 275 Future Volume {vpIt) 1007 237 126 39 287 15 17 1060 119 63 275 Ideal Flow (vphpl) 1900 1900 1900 1900 19000 1900 1900 19n0 1900 1900 1900 Total Usk time (s) 5.7 6.0 6.0 6.0 6.0 5.7 6.0 Lane UbI, Factor 1.00 0.95 1.00 0,95 0,95 1,00 0.88 Frpb, ped!Oikes 1,00 1.00 0.98 1.00 1.00 1.00 1.00 Flpb, paid kes 0.98 1.O0 1,00 1.00 1.00 1.00 1,00 Fri 1.00 1.00 0.85 0.99 0.99 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.99 1.00 0,95 1,00 Satd. Flow (prot) 1726 3539 1557 3492 3472 1753 2787 Flt Permitted 0,95 1.00 1.00 0.71 0.89 0.95 1.00 Said. Flow (perm) 1728 3539 1557 2499 3096 1763 2767 Peak -hour factor, PHF 0.96 C.96 0.96 0.96 0.96 0,96 0.96 0.96 0.96 0.96 0.9E Adj. Flow (vph) 106 247 131 41 299 16 80 1104 124 66 266 RTOR Reduction (vph) 0 0 107 0 30 0 0 5 0 0 0 Lane Group Flow (vph) 106 247 24 0 326 0 0 1303 0 66 285 Confi. Peds (#1hr) 13 2 4 6 6 4 2 Conti. Bikes (# hr) 1 5 4 Tum Type pm+pt NA Perm Perm NA Perm NA pm -apt Perm Protected Phases 3 8 6 2 7 Permitt€d Phases 8 5 6 2 4 4 Actuated Green, G (s) 31,5 218 21.8 73.8 73.a 25.5 18.8 Effective Green, g {s) 313 21.8 21.8 73.8 73.8 25.5 18.8 Actuated g1C Ratio 0.26 0.18 0.18 0.61 0,81 0.21 0.16 Clearance Time (s) 5.7 6.0 6.0 6.0 6.0 6.7 6.0 Vehicle Extension (s) 2.0 2.5 2.5 1,0 1.0 2.0 5.0 Lane Grp Cap (vph) 453 642 282 1536 1904 374 436 v!s Ratio Nat a0,02 c0.07 0.101 v!s ratio Perm 0,04 04.02 0.13 c0.42 0.03 c0.10 vlc Ratio 0.23 0,38 0,08 0.21 0.66 0.18 0.66 Uniform Belay, d1 34.8 43.2 40.8 1112 15.4 38.7 47.6 Progression Factor 1,00 1.00 1.00 0.22 1.00 1.00 1.00 Incremental Delay, d2 01 0,3 0.1 0,3 2,0 0.1 3.5 Delay (s) 34.9 43.5 40.9 2.6 17.4 38.7 51.1 Level of Service C 0 0 A B D 0 Approach Delay (s) 40.9 2.6 17.4 48.6 Approach LOS 0 A B D Interseclion Summary HCM 2000 Control Delay 24,2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 120,D Sum of lost time (s) 17.7 Intersection Capacity Utilization 101.7% ICU Level of Service G Analysis Period (coin) 15 c Critical Lane Group KAFTL_TPTC11037520G0 - Design PlaceilCaleslSyneh alt~JoBuild 2025 AM.syn Timings Future Background 5: Biscayne Boulevard & NE 62nd Street A.M. Peak Haar --- Lane Group WBT NBL NI3T 56L SBT Lane Configurations f i + Traffic Volume (vph) 3 56 1193 2 2099 Future Volume (vph) 3 56 1193 2 200S Turn Tye NA pm+pL NA Pe'rn NA Protected Phases 4 1 6 2 Permitted Phases 6 2 Detector Phase 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 5,0 14.0 14 0 14.0 Minimum Split (s) 22.5 11.0 22.5 22 5 22.5 Total Split (s} 36.0 17.0 114.0 97.0 97.0 Total Split (%) 24.0% 11.3% 76.0% 64.7% 64.7% Yellow Time (s) 4.0 4.0 4.0 4,0 4.0 All -Red Time (s) 2,4 2.0 2-3 2,3 2.3 Last Time Adjust (s) 0.0 10 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.0 6.3 6.3 6.3 LeadlLag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Made None None C-Min C-Man C-Min lnierset1ion Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 96 (64%), Referenced to prase 2:SBTL and 6:NO i L, Start of Green Natural Cycle; 11 LD Control Type: Actuated -Coordinated Splits and Phases: 5: Biscayne Boulevard & NE 62nd Street lis I 97s 136s ad "#t 11is K:\FTL_TPTOt043752000 - Design PIacelCaLcs4Synchro1N®Build 2025 AM.syn HCM 2010 Signalized Intersection Summary Future Background 5: Biscayne Boulevard & NE 62nd Street A.M. Peak Hour Movement EEL E$T EER WBL VVBT UVBR hIBL NBT NBR S3L SBT SBR Lace Configurations Traffic Volume (vetilh) 0 0 0 6 3 n 56 1193 3 2 2099 123 Future Volume (veM1) 0 0 0 6 3 6 56 1193 3 2 2099 123 Number 7 4 14 1 6 16 5 2 12 Initial O (Qb), veh 0 4 0 0 0 0 0 0 0 Fed -Bike, Adj(A_pbT) 1,00 0,94 1,00 0.97 1.00 0.98 Parking Bus, Adj 1,00 1.00 1,00 1.00 1.00 1.00 1,00 1.00 1,00 Adj Sat Flow„ vehnIn 1900 1863 1900 1863 1E63 1900 1853 1863 1900 Adj Flow Rate, vehlh 6 3 6 67 1217 3 2 2142 126 Adj No of Lanes 0 2 0 1 2 0 1 2 0 Penis Hour Factor 0.P8 0.98 0.9$ 0.98 0.98 0.98 0.98 0.': 0.98 Fercent Heavy Veh, % 0 2 0 2 2 2 2 2 2 Gap, vela/ 30 15 28 237 3236 8 422 2796 163 Arrive Can Green 0.02 0.02 0.02 0.04 1.00 1.00 1.00 1,00 1.00 Sat Flow, vehlh 1367 669 1289 1T74 3022 9 455 3395 198 Grp Volume(v), veh/h 8 0 7 57 595 625 2 1105 1163 Grp Sat Ffow(s),veri lln 1794 0 1531 1774 1770 1861 455 1770 1823 Serue(g_s), s 0.6 0.0 0.7 0.7 0,19 0,0 0.0 0.0 0,0 Cycle Q Clear(gc), s 0.6 0.0 0 7 0.7 0.0 0.0 0.0 O.0 0.0 Prop In Lane 0.76 0.84 1.00 0.00 1.00 0_11 Lane Grp Cap(c), vehlh 39 0 33 237 1581 1663 422 1457 1501 V!C Ratiu(X) 0.20 0.00 0.21 0.24 0.38 0.38 0.00 0.76 0.77 Avail Cap(cya), veh/h 354 0 302 314 1581 1663 422 1457 1501 HCM Platoon Ratio 1.00 1.00 1,00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter() 1.00 0.00 1.00 0.54 0.84 0.84 1.00 1,00 1,00 Uniform Delay (d), s.rveh 721 0.0 72.1 1.4 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), shush 1.9 0.0 2.4 0.2 4.6 0.5 0,0 3,7 4,0 Initial GIDeiay(d3),sIveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0,0 %ile EackOfQ(60%),vehtln 0.3 0.0 0.3 0.3 0.3 0.3 0.0 1,5 1.7 LnGrp Elay(d).slveh 74.0 0.0 74.5 1.5 0.6 0.5 0.0 3.7 4.0 LnGrp LOS E E A A A A A_ A Approach Vol, veh!h 15 1277 2270 Approach Delay, siveh 74.2 0.6 3.9 Approach LOS E A A Timer 1 2 3 4 5 6 7 6 AssIgned Phs 1 2 4 6 Phs Duration (3+Y+Rc}, s 10.5 129,8 9:7 140.3 Cnango Period (Y+Rc), s 6.4 k 6.3 64 6.3 Max Green Setting (Gmax), s 11.0 ' 91 2A,6 ' 1.1E2 Max Q Clear Time (g_e+11), s 2.7 2.0 2.7 2.0 Green Ed Time (p_c), s 0.0 21,3 0.0 21.5 Intersection Summery RCM 2010 Clrl Delay 3.0 HCM 2010 LOS A Notes K:iFTL_TPTO;,043752000 - Design PIacel,Calcs\Synchro\NoBuild 2025 AM.syn Timings Future Backgraund 6: Biscayne Boulevard & NE 61st Street A.M. peak Hour Lane Group EBL EBT ',"v L Win NBT SBL SST Lane Configurations r Traffic Volume (vph) 131 25 70 19 1047 20 2-18 Future Volume (vph) 131 25 70 19 1047 20 2" 1 B Turn Type Split NA Prot Perm NA pm+pt NA Protected Phases 8 $ 7 6 5 2 Permitted Phases 7 2 Detector Phase 8 8 7 7 6 5 2 Switch Phase Minimum Initial (s) 7,0 7.0 7.0 7.0 7.0 5.0 7.0 Minimum Split (s) 22.5 22_5 22.5 22.5 22.5 11.0 22.5 Total Split (s) 62,0 52.0 32.0 32.0 49.0 17.0 66.0 Total Split (%) 34.7% 34.7% 21.3% 21.3% 32,7% 11,3% 44.0% Yellow Time (s) 4.0 4.0 4.0 4,0 4.0 4.0 4,0 {III -Red Time (s) 2.5 2.5 2.5 2.5 2.0 2.0 2,0 Lost Time Adjust (s) C,0 0.0 0.0 0.0 1].0 0.0 0.0 Total Last Time (s) 5,5 6.5 6.6 6.5 6.0 6.0 6.0 Lead/Leg Lag Lag Lead Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None Norio C•Min None C-Min Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 338 (59%), Referenced to phase 2:SBTL and 6:NBT, Stator Green Natural Cycle: 130 Control Type: Actuated -Coordinated Splits and Phases: 6: BiScavhe Boulevard & NE 61st Street 4 02 [Ft) ■ (e7 8 66�1s 1 32 s j •S2 s l r_95 Pfi Ft)17s 1 ;4s 1 CFTL_TPTO's04375200C} - Design PlacelCaleslSymchrclikBuild 2025 AM.syn I-1CM 2010 Signalized Intersection Summary Future Background 6: Biscayne Boulevard & NE 61st Street A.M. Peak Hour Movement EEL EBT EBR W'BL WBT WBR NBL NET NBR 5BL SET 513R lane Configurations '11 t. ' it +1. 1 TrafiucVolume (vel7/h) 181 25 193 70 0 19 0 1047 20 20 2118 0 Future Volume (vehMh) 181 25 193 70 0 19 0 1047 20 20 2118 0 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q{Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Fed -Bike Adj(A_pbT) 1.00 0.99 1,00 1,00 1,00 0,98 1,00 1,00 Parking Bus, Atdj 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ad' Sat Flow . vehlh/ln 1863 1863 1900 1863 0 1663 0 1863 1900 1853 1853 0 Ad! How Rate, vehfh 183 25 195 71 0 19 0 1056 20 20 2139 0 A,dj P4a. of Lanes 1 1 0 1 0 1 0 2 0 1 2 0 Peak Hour Fartnr 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 199 0.99 0.99 0.09 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2 2 2 0 Cap, vehTh 279 29 224 0 0 0 0 2487 47 429 2667 0 Arrive On Green 0.16 0.16 0.16 0.00 0.00 0.00 0.00 0.93 0.93 0.03 1.00 0.00 Sat Floor, velvh 1774 182 1420 0 0 3545 67 1774 3632 0 Grp Volume(v), vehlh 183 0 220 0.0 0 527 551 20 2139 0 Grp SatFiow(s),veh/h/ln 1774 0 1602 0 1770 1849 1774 1770 0 0 Serve(g_s), s 14.5 0.0 20.1 0.0 5.1 5.1 0.5 0.0 0.0 Cycle Q Clear(g...c), s 14.5 0.0 20.1 0.0 5.1 5.1 0.5 0.0 0.0 Prop In Lane 1.03 0,89 0.00 0.04 100 0.00 Lane Gra Cap{c). vehlh 279 0 252 0 1239 1295 429 2687 0 WC Ratio(}) 0.55 0.00 0.87 0_00 0.43 0.43 0_0J5 0.80 0.00 Avail Cap{c_a), ve'tfh 538 0 486 0 1239 1295 525 2687 0 HCM Platoon Ratio 1,00 1.00 1,00 1.00 1.33 1.33 1.33 1.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.58 0.58 0.00 Uniform Delay (d), seven 59.4 0.0 61.7 0.0 1.7 1.7 5.6 0.0 0.0 Incr Delay {d2), sJveh 1.9 0.0 6.9 0.0 1.1 1.0 0.0 1.5 0.0 Initial Q Delay(d3),s&veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50 e),vehlln 7.3 0.0 9.4 0.0 2.7 2.8 G.2 0.6 0.0 LnGrp Delay(d),siveh 61.3 O.10 68.6 0.0 2.8 2.7 5.6 1.5 0,0 LnGrp LOS E E A A A A Approach Vol, vehJh 403 1078 2159 Approach Delay, sivel. 65.3 2.8 1.5 Approach LOS 1= A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 119,9 8.8 111.0 30.1 Change Period (Y+Rc), s 6,0 6.0 6.0 6.5 Max Green Setting (Gmax), s 60.0 11.0 43,0 45,5 Max Q Clear Time (g_d+11), s 2,0 2.6 7,1 22.1 Green Ed Time (pc), s 18.9 0.0 15.4 1.5 Intersection Summary LRCM 2010 Ctrl Delay 9.0 FiCM 2010 LOS A K:\FTL_" PTO\043752000 - Design PlaueLCalcslSynchro\NoBuild 2025 AM.syn Timings Future Background 7: NE 2nd Avenue & NE 59th Street A , Peak Hour Lane Group EBL EDT EBR WBL WBT NHL NOT SBL SBT Lane Configurations 4iftite Traffic Volume {vph} 19 9 26 20 10 19 294 26 1106 Future Volume (Vph) 19 9 26 20 19 19 294 26 1106 Turn Type Penn NA Perm perm NA Perna NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 6 8 4 6 2 Detectcr Phase 8 8 8 4 4 6 Cr 2 2 Switch Dhase Minimum IngtiaM (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7_0 7.0 Minimum Split (s) 28.0 28 0 28.0 28.0 28.0 27,0 27.0 27.0 27.0 Total Split (s) 60,0 60.0 60.0 60.0 60.0 60.0 60,0 60,0 60.4 Total Split (%) 50.0% 50.e% 50.0% 50.0% 50.0% 50.0% 50.00% 50.0% 50.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4,0 4,0 All -Red Time (s) 2.0 2.9 2,0 2.0 2.0 2.0 2,0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0,0 0,0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 LeadlLag Lead -Lag Optimize? Recall Mode Nov None None None None C-Min C-Min t4.-f41Yln C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 12C Offset: 63 (53%), Referenced to phase 2:SDTL and 6:NOTL, Start of Green Natural Cyder 60 Control Type: Actuated -Coordinated Splits and Phases: 7: NE 2nd Avenue NE 59th Street I 1 T o2 {R)1 o4 60s I 60 s ta4 Ckl5 60 s I 60 s KAFTL_TPT00437520€0 - Design PIac1CaIcs1SynchrolNoBuild 2025 AM.syn HCM 2010 Signalized Intersection Summary Future Background 7: NE 2nd Avenue & NE 59th Street A.M. Peak Hour Movement EBL EBT EBR WBL VvBT WBR NaL NST NMI SBL S6T SBR Lane Configurations '1 + 41 41. Traffic Volume (vehlh) '9 9 26 20 19 27 19 294 12 26 1106 39 Future Volume (veh/h) '9 9 26 20 19 27 19 294 12 26 1106 39 Number 3 8 18 7 4 14 1 6 16 5 2 12 initial 0(Q4 veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A.bT) 0.96 0,95 0.95 0.95 1.D0 0.97 1,00 0.97 Parking Bus, Adj 1 _CO 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 Adj Sot Flew, vehThi n 1863 1863 1863 1900 1803 1900 1900 1663 1900 1900 1863 1900 Adj Flow Rate, vehlh 21 10 29 22 21 30 21 330 13 2g 1243 44 Adj No. of Lanes 1 1 1 0 1 0 0 2 0 0 2 0 Peak Hour Factor 0.69 0,89 0.89 019 0.89 0.89 019 0.89 0, ` 0.69 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehih 227 233 186 80 75 80 137 2196 ;' 67 2584 91 Arrive On Green 0.13 0,13 0.13 0.13 0.13 0.13 1.00 1.00 ton 1,o0 1.00 1,00 Sat Flow, veh)h 1292 18B3 1500 325 597 843 134 2634 115 45 3334 117 Grp Valume(v), vehrh 21 10 29 73 0 0 175 0 189 688 0 628 Grp Sat Flaw(s),vehlhlln 1292 1863 1500 1565 0 0 1412 0 1671 1826 a 1870 Q Serve(g_s), s 0,0 0.6 2.1 0,5 0,0 0.0 .0.0 0.0 0,0 0,0 0.0 0,0 Cycle Q Clear(g_c), s 1,6 0.6 2.1 4.8 0.0 0.0 CO 0.0 0.0 0.0 0.0 0.0 Prop in Lane 1.00 1.00 0.30 0.41 0.12 0.07 0.04 0.07 Lane Grp Cap(c), vet* 227 233 188 235 0 0 1128 0 1295 1440 0 1294 VIC Ratio(X) 0.09 0.04 0.15 0.31 0.00 0,00 0,16 0.00 0.15 0.48 0.00 0.49 Avail Cap(c_a), 647 838 675 726 0 0 1128 0 1295 1446 0 1294 HCM Platoon Ratio 1.00 1.00 1.00 1,C0 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 1,00 1.00 1.00 0.00 0.0C 1.017 0.00 1.00 0.74 0.00 0.74 Uniform Delay (d), sfveh 46.6 46,2 46,8 48.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0_0 Incr Delay {d2j, si'veh 0.1 0.1 0.3 0.6 0.0 0.0 0.3 4-0 0.2 C.8 0.0 1,0 Initial Q Delay(d3),slveh 0.0 0.0 0_0 0,0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 %ile SackOIfQ(50%),vehlin 0.6 0.3 0.9 2.2 0.0 0.0 0.1 0.0 0.1 0.3 0.0 0.3 LnGrp Delay(d).stveh 46,7 46,2 47.1 48,5 0.0 0.0 0.3 0.0 0.2 0.8 0.0 1.0 LnGrp LDS DODD A A A A Approaoi Vol, vehf1h 60 73 364 1316 Approaci Delay, siveh 46.8 43,6 0.3 0.9 Approac.1 LOB 0 it A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 99,0 21.0 99.0 21.0 Change Period (Y4Rc), s 6.0 6.0 6,0 6.0 Max Green Setting (Grnax), s 54.0 54,0 54.0 54.0 Max a Clear Time (g_c+I1), s 2.0 6,5 2.0 4.1 Green Est Time (pA, s 4.9 0.5 4.9 0.5 Intersection Summary i HCM 2010 Ctrl Delay 4.2 HCM 2010LOS A K:1FTL_TPT01043752000-Design Pia l,Calcs4SynchroN Bui,d 2025AM,syn Timings 8: NW 6th Court & NW 54th Street Future Background A.M. HoJr Lane Group EBT WBL VVBT N3T S3L S31 SSR Lane Configurations 11-r 4 1 4 r Traffic Volume (vph) 972 9 481 0 152 21 87 Future Volume tvph) 972 9 481 0 152 21 87 Turn Tye NA Perm NA NA Split NA Prat Protected Phases 6 2 4 3 3 3 Permitted Phases 2 Deteclor Phase 6 2 2 4 3 3 3 Switch Phase M nimurn Initial (s) 7.0 7,0 7,0 7.0 7.0 7.0 7.0 Minimum Split (s) 31.0 31,0 31,0 13.0 13,0 13.0 13,0 Total Split (a) 109.D 109.0 109.0 26,0 25.0 25.0 25.0 Total Split (°ra) 68.1% 68,1% 6B.1% 16.3% 15.6% 15.6% 15.6% Yellow TIme (s) 4.0 4.0 4,0 4,D 4.0 4,0 4.0 Ill -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost rime Adjust (s) 0.0 0,0 0,0 0.0 0,0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode C-Min C-Min C-Min Ncne None None None Intersection Summary Cycle Length; 160 Actuated Cycle Length: 160 Offset: 134 #64%), Referenced to phase 2:WBTL and 6:EST. Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 8: NW 6th Court & NW 54th Street .4.- / o2 (II) $11"03 1[64404 109 s l -OW (FL) 1A9 5 1 ■ K-WTL_TFT0\043752000 - Design Place4CaIctSynchroWoSuiid 2025 AM.syn HCM Signalized Intersection Capacity Analysis Future Background S: NW 6th Court & h!VV 54th Street &M, Peak Hour Movement Lana Configurations Traffic (vph) Future Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane UN. Factor Frpt , pedlbikes Flpb, pecltbikes Frt Fit Protected Satd. Flow (Prot) Irlt Permitted Satd, Flow (perm) Peak -hour factor, PHF Adj. Flow (vph} RTC Reductlor (vpn) Lane Group Flow (vph) Cod. Pads. (0, hr) ConfJ_ lakes (#rhr) EEL EST tip 0 972 0 972 19E0 1900 6.0 0.95 too 1.00 1.00 1.00 3527 1.00 3527 0,96 0.96 0 1012 0 0 0 1033 23 EBR W'BL VET WEIR NEL 4 19 9 481 0 3 19 9 481 0 3 190D 1000 1900 1900 1900 6.0 0.95 1.00 1,00 1.00 1,00 3536 0.93 3296 0.96 096 0,96 0.96 0,96 20 9 501 11 3 0 0 0 0 D 0 510 0 0 2 2 23 4 3 NET NBR S3L 0 36 152 0 36 152 1900 1950 1905 6.0 6.0 1,00 0,95 1.00 1.00 1.00 1.00 0,87 1,00 1,00 0,95 1624 1681 1.DD 0.95 1524 1681 D.96 0.98 0_a6 0 38 158 40 0 0 1 0 90 i d SBT SBR Fl 21 87 21 87 1900 1900 6.0 6.0 0,95 1,00 1.00 1.00 1.00 1.00 1,00 0.85 0.96 1.00 1705 1583 0.95 1.00 1705 1583 0.96 0.96 22 91 0 83 90 8 Tum Type Protected Phases Permitted Phases Actuated Green, G (s) Effectivt Green, g (s) Actuated giC Ratio Clearance Time (s) Vehicle Extension .s Lane Grp Cap (vph) Ws Ratio Prot v/s Ratio Penn vic Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay is) Levet of Service Approach Delay (s) Approach LOS Intersection Summary NA 6 123.0 123,0 0.77 6.0 1.0 2711 cD.29 0.38 6.0 1.00 0.4 6.5 A 6.5 A Perm NA Split NA 2 4 4 2 123.0 123.0 0.77 6.0 1.0 2533 0,15 0,20 5.1 0.44 0.2 2.4 A 2.4 A 5.6 56 0.03 6.0 2.5 50 n0.00 Split NA Prot 3 3 3 13.4 13.4 13.4 13.4 13,4 13.4 0.08 0.08 0.08 6.0 6.0 6.0 2.5 2.5 2,5 140 142 132 c0,05 0.05 0.00 0.03 0,64 0.63 0.06 74.6 71.0 70.9 67.5 1.05 1.00 1.00 1.00 0,1 8,6 7,8 0.1 74,7 79,6 78.8 67.6 E E E E 74.7 75.3 E E HCM 2000 Contror Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 16.9 0,39 160.0 48.9% 15 HCM 2000 Level of Service Sum of lost time (s) ICU Level of Serer ce 18.0 A K AFTL_TPT010437 S2000 -Design PlaadiCalicsikSynctiroNoBulid 2025 AM.syn Timings Future Background 9: NW 6th Avenue & NW 54th Street A.M. Peak Hour Lane Coup EEL EBT E5R WEL WET NET Lane Configurations 44 if 41s 4. Traffic Volume (vph) 371 764 15 1 459 31 Future Volume (vph) 371 784 15 1 489 31 Turn Type Perm NA Penn Perm NA NA Protected Phases 6 2 4 Permitted Phases 6 6 2 Detactcr Phase 6 6 6 2 2 4 Switch 3hase Minimum Initial (s) 16.0 16.0 16.0 16.0 16.0 7.0 Minimum Split is) 22.0 22.0 22.0 22.0 22.0 13.0 Total Split (s) 104.0 104.0 1040 104,0 1040 56,0 Total Split (°%) 65.0% 6,5.0% 65.0% 65.0% 65.0% 36.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.Q 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.9 6.0 Le,adiLag Lead -Lag Optimize? Recall Mode C-Min C-Min C-Mln C-Min C-Min None Intersection Summary Cycle Length: 160 Actuated Cycle Length: 150 Offset: 130 (51 %), Referenced to phase 2:WBTL and 6;EBTL, Start of Green Natural Cycle: 60 Control Typa:: Actuated -Coordinated Splits and Pha s: 9: NW 6th Avenue & NW 54th Street 41[R) li- tc4 104sv l SG ` an( ) 104E l K:kFTL_TPTO1043752000 - Design P1aolCalcsiSynchrolNoBiild 2025 AM.syn HCM 2010 Signalized Intersection Summary Future Background 9: NW 6th Avenue & NW 54th Street A.M. Peak Hour Movement EBL 13T EBR VaL VJBT I'BR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ r 41. 4. Traffic Volume (vehih) 371 784 15 1 489 186 1 31 12 0 0 0 Future Volume (vehlh) 371 784 15 1 489 186 1 31 12 0 0 0 Number 1 6 1B 5 2 12 7 4 14 Initial (Qb), veh 0 0 D 0 0 0 0 0 0 Pecs -Bike AdjKpbT) 1,00 D.97 1.00 0.98 1,00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 Aci Sat Flow, vehlhlln 1900 1863 1863 1900 1863 1900 1900 1863 1900 Adi Flow fate, vehrh 379 800 15 1 499 190 1 32 12 MI No. of Lanes 0 2 1 0 2 0 0 1 0 Peak Hour Factor 0 ., 0_98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent H eavy Veh, % 2 2 2 2 2 2 0 2 0 Cap, vchlh 709 1429 1357 23 2171 819 1 48 18 Arrive Ori Green 1.00 1.00 1.00 1.00 1.00 1.00 0.04 0.04 0.04 Sat FloWLvehih 748 1610 1530 1 2447 924 39 1264 474 Grp Volume(v), vehlh 379 800 15 379 0 311 45 0 0 Grp Sat Flow(s),vehlhIfn 748 1610 1530 1862 4 1510 1777 0 0 0 Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 4.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0 0 0.0 0.0 4.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 0.61 0.02 0.27 Lane Grp Cap(c), vehlh 709 1429 1357 1674 0 1339 67 0 0 VIC Ratio(X) 0,53 0.56 0.01 0.23 0.00 0.23 0.67 0.00 0.00 Avail Cap(ea), vehfi 709 1429 1357 1674 0 1339 555 0 0 HCM Platoon Ratio 1,33 1.33 1.33 1,33 1,33 1,33 1.11D 1,00 1.00 Upstream Filter(I) 0.92 0,92 0.92 0 96 0.00 0.96 1.00 0.00 0,00 Uniform Delay (d), slveh 0.0 0.0 0.0 0.0 0.0 0.0 76.0 0.0 0.0 Incr Delay (d2), slush 2.1 1.5 0.0 0,3 0.0 0.4 8.2 0.0 0.0 Initial Q Delay(d3),s}vreh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOrQ(50%),vehlln 0,5 0,6 0.0 0.1 0.0 0.1 2.1 0.0 0.0 LrGrp F]elay(d),shreh 2.T 1.5 0.0 11.3 0.0 D.4 84.2 0.0 0.0 LrGrp LOS A A A A A F Approach Vol, vehIh 1194 690 45 Approach Delay, slush 1.8 0.3 R4.2 Approach, LOS A A F Timer 1 2 2 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (3+Y+Rc), s 147.9 12.1 147.9 Change Period (Y+Rc), s 6,0 6.0 6.0 Max Green Setting (Gmax), s 98.4 .50.0 ' ;.0 Max Q Clear Time (g_c+11), s 2.0 6.0 Crete E*t Time (p_c), s 7.8 0.2 Intersection Summary 2,0 7.8 HCN1 2010 Uri Delay 3.2 HCM 2010 LOS A K,\FTL_TPT01,043752000 - Design Pia e1CalcMSynchru3NaBuid 2025 AM.syn Timings Future Background 10: NW 2nd Avenue & NW 54th Street A.M. Peak Hour Lane G'aup EBL EBT WBL WBT NBL NBT N3R SBL SET SBR Lane Configurations Traffic is Volume (vph) Future Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s). Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) ArFI-Red Time (s) Last Time Adjust (s) Total Lost Time (s) LeadiLag Lead -Lag Optimize? Recall Mode Intersection Summar tr+ + n '! $ 79 HO 70 536 37 140 68 41 250 116 79 630 70 536 37 140 68 41 250 115 Perm NA Perm NA Perm NA Perm Perm NA Perna 6 2 4 8 6 2 4 4 8 5 6 6 2 2 4 4 4 8 8 8 7.0 7.0 7,0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 23.4 23.4 23.4 23,4 25.0 25 0 25 0 250 25.0 25,0 100.0 100.0 100.0 104.0 60,0 60.0 60,0 60.0 60.0 60.0 62,5% 62.5% 62,5% 62.5% 37.5% 37.5% 37.5% 37.5% 37.5% 37,5% 4.4 4.4 4.4 4.4 4.0 4.0 4.0 4.0 4.0 4.0 2.0 2.4 2,0 2,0 2,0 2.0 2.0 2,0 2.0 2,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.4 6.4 6.4 6,4 6.0 6.0 6.0 6.0 6.0 6.0 C-Min C-Min C Min C-Min None None Nene None None None Cycle Length: 160 Actuated Cycle Length;160 Offset: 6 (4%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 50 Control Type: Actuated -Coordinated SDl is and Phan: 10: NW 2nd Avenue & NW 54th Street MO _ . ( s t00 s ( Ids K:'sFTL_TPT0043752000 - Design PlaceCalcslSynchro\\NDBuild 2025 AM.syri HCM 2G10 Signalized Intersection Summary Future Background 10: NW 2nd Avenue & NW 54th Street A.M. Peak Flour -► ~'i► tfa.i Movement EEL E T EBR WpL UVBT hNBR NBL Nl3T NBR SBL S T SBR Lana Ccifigurations '}' "q 'f+ r 11 + F Traffic 'Volume (veNh) 79 680 54 70 536 32 37 140 68 41 250 116 Future Volume (vehln) 79 680 54 10 536 32 37 140 68 41 250 116 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q(Gb), veil 0 0 0 0 0 0 0 0 0 0 0 0 Ped-bike Mj(A_pbT) 1,00 0.98 1,00 0,98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.30 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1853 1900 1863 1863 1900 1863 1863 1663 1863 1863 1863 Adj Flow Rate, vehlh 81 701 56 72 553 33 38 144 70 42 258 120 Adj No. of Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Peak Hour Fader 0,97 0.97 0.97 0 97 0 97 0.97 G.97 0.97 0.97 0,97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh.+in 636 2409 192 546 2464 147 111 365 307 194 365 307 Arrive On Green 0.91 0.94 0.94 0.94 0.94 0.94 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow, uehlh 826 3314 265 705 3390 202 1001 1863 1569 1159 1863 1550 Grp Vnlume(v), vehlh 81 374 383 72 288 298 38 144 70 42 258 120 Grp Sat Flow(s),vehlhlln 826 1770 1809 705 1770 1822 1001 1863 1569 1159 1863 1569 a Serve(g_s), s 1.3 2.6 2,6 1.4 1.8 1.8 5.9 10.8 6.0 5.2 20.7 10.7 Cycle QClear(g_c), s 3.1 2.6 2,6 40 1.8 1.8 26.6 10.8 6 0 16.0 24.7 10.7 Prop lrr Lane 1.00 0,15 1.00 0,11 1.00 1.00 1.00 1.00 Lane Grp Cape), vehfh 636 128E 1315 546 128E 1324 1' 1 365 307 194 365 307 VIC Ratic(X) 0.13 0.29 0,29 9,13 0.22 0.22 0.34 0.40 0.23 0.222 0.71 0,39 Avail Cap(c.a),vehlh 635 1286 1315 546 1286 1324 253 629 529 358 629 529 HCM Platoon Ratio 1.30 1.30 1.30 1,30 1.30 1,30 1.00 1.00 1.00 1.40 1.00 1.00 Upstream Filter(I) 0.76 1176 0.76 0,79 0.79 0.79 1.00 1.00 1.00 1.00 1.00 1,00 Uniform Delay (d), siveh 1.4 1,3 1.3 1,4 1.3 1.3 72.5 56.1 54.2 63.1 60.1 56.0 Incr Delay 02), :shell 0.3 0,4 0.4 0,4 0.3 0,3 1.3 0.5 0.3 C.4 1.9 0.6 Initial Q Del.ay(d3),siveh I0 0,0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Silo BackOfQ(50%),vehllrr 0,3 1,2 1.4 0.3 0.9 1.0 1.7 5.8 2.8 1.7 10.9 4.7 LnGrp Pelay(d),stveh 1,7 1.7 1.7 1.8 1,6 1.6 73.8 56.6 54.4 63.5 62.0 56.6 LnGrp LOS A A A A A A E EDE E E Approach Vol, vehlh KB 658 252 420 Approaci Delay, slvth 1.7 1.6 58.6 50,6 Approac LOS A A 8 E Timer 1 2 3 4 5 6 7 8 Assigned Pns 2 4 6 6 Phs Duration (G.1-Y+Rc), s 122.7 37.3 122,7 37.3 Change Penrod (Y+Re), s 6.4 6.0 6,4 6.0 Max Green Setting (Grnax), s 93,6 54.0 93.6 54.0 Max Q Clear Time (g_c+11), s 6.0 28.6 5,1 22.7 Green Ext Time (p c), s 3,8 2.7 3.8 2.B lntersecUon Summary HCM 2010 Ctrl Delay 19.7 HOM 2010 LDS B K: FTL_-PTQ1043752000 - Design'Iaceleatcs\Synchro'NoBuid 2025 AM.syn Timings Future Background 11: North Miami Avenue & NW 54th Street/NE 54th Street Lane Group EBL EBT VIAL %WIT NBL NET SBL SBT Lane Configurations I 4" " +' 1 ft} i }T+ Traffic Volume (vph) 186 495 210 386 68 300 110 1409 Future Volume (vph) 186 495 210 386 fib 300 110 1409 Turn Type pm+pt NA pm+pt NA pm+pi NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 4 6 2 Detector Phase 3 8 7 4 1 6 5 2 Switch Phase Minimum Initial (s) 5.0 7.0 6.0 7.0 5.0 7.0 5.0 7.0 Mirgrmurn Spit (a) 11,4 20 4 11,4 29.4 11.4 27,4 114 27.4 Total Split (s) 16.0 46.0 18.0 45.0 18.0 78.0 15.0 78.0 Total Split (%) 11.3% 28.13% 11.3% 28.8% 11.3% 48.8% 11.3% 48.8% Yellow Time (s) 4.4 4.4 4,4 4,4 4.4 4.4 4.4 4.4 All -lied Tune (s) 2.0 2.0 2,0 2,0 2.0 2.0 2.0 2.0 Last Time Adjust (s) 0.0 0.0 0.0 D.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Mirr None C-Min Iniersedioi Summary Cycle Length: 160 Actuated Cycle Length: 1601 Offset: 36 (23%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 120 Control Type: Actuated -Coordinated Splits and Phases: 11: North Miami Avenue & NW 54Ih Street/NE 54th Street lir Q i e CR) s 1 78s \ro05 tpfi s T iS s LS A.V. Peak Haur a3 v-# 18 s j ems_ i j K:IFTL_TPTOE043752000 - Deign PlacekCalcs\Syncnro\NoEuild 2025 AM.syn HCM 2010 Signalized intersection Summary Future Background 11: North Miami Avenue & NW 54th Street/NE 54th Street A.M. Peak Hour Movement EEL EEO- EBR WBL WET UVBR NBL NET NM SBL SBT SUR Lane Configurations hl + 1. " f'. 0 fi Traffic Volume (vehlh) 166 495 107 210 386 28 68 300 132 110 1409 151 Future Volume (vehlh) 165 495 107 210 366 28 68 300 132 110 1409 151 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q(Qb), veh 0 00 00 0 0 0 0 0 0 0 Ped-Bike Adj(A pbT) 1.40 0,96 1,00 4.98 1,00 1.00 1,00 0.98 Paving Bus, Adj 1,40 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 i 00 1.00 1.00 Adj Sat 12.1ew, veil/hi/In 16+E3 1563 1900 1863 1863 1900 1863 1863 1900 1803 1863 1900 Adj Flow Rate, vehrh 194 516 111 219 402 29 71 312 138 115 1468 157 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0,96 0.9G 0 96 0.95 Percent Heavy Vela, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehih 270 607 130 203 702 50 154 1235 534 555 1695 180 Arrive On Green 0.07 0,21 0,21 0..07 0.21 0.21 0.04 0.68 0.68 0.06 0.70 0.70 Sat Flow, vehiti 1774 2887 618 1774 3343 240 1774 2404 1040 1774 3224 342 Grp Valume(v), vehfh 194 315 312 219 212 219 71 228 222 115 800 825 Grp sat Flows) vehfifln 1774 1770 1736 1774 1770 1513 1774 1770 1674 1774 1770 1796 Serve(g_s}, s 11.6 27.4 27.7 11.6 17.2 17.4 3.0 7.9 8.2 4.9 54.6 56_9 Cycle QClear(r3_c),s 11.6 274 27.7 11,5 17,2 17.4 3.0 7.9 8.2 4.9 54.6 56.9 Prop In Larne 1.00 0.36 1.00 0.13 1.00 0.62 1.00 0,19 Lane Grp Cap(c). vehth 270 372 365 203 372 381 154 909 860 555 934 944 VPC Ratio(X) 0.72 0.85 o.8s 1.08 U.57 0.5-7 0.48 0.25 0.26 0.21 0.5,6 037 Avail Cap(c_a), vehfh 27D 438 429 203 438 449 226 909 860 606 930 944 HCM Platoon Patio 1.0D 1,00 1.00 1.00 1.00 1.00 1.33 1.33 1,33 1,33 1.33 1.33 Upstream Filter(I) 0.97 0.97 0.97 0.80 0.80 0,80 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), slveh 50.4 60.7 60.9 54.6 56.7 56.8 2,9.1 13.6 13.6 16.7 19.6 20.0 Incr Delay (d2), s/veh 7.5 11.8 12.8 78.7 0.8 0.8 0.8 0.7 0,7 0.1 10,2 11.1 Initial D Delay(d3),$)veh 0.D 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %Ile Bankef4(50%),,vehfin 7.3 14.6 14.5 11_5 8.5 8_5 1.5 4.0 3.9 2.4 28,7 30.7 LnGrp Delay(d),shreh 57.3 72.5 73.6 133.3 57.5 57.6 299 14.2 14.3 16.8 29.8 31,0 Ln(arp LOS EEEF EEO B B B CC Approach Vol, vehfh 621 650 521 1740 Appmach Delay, stveh 69.5 83.1 16.4 29.5 Approach LOS E F B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phi Duration (G+Y+Rc), s 11.5 90.5 18.0 40.0 13.4 88.6 18.0 40.0 Change Period (Y+Ic), s 6.4 6,4 6.4 6,4 6_4 6,4 6.4 6.4 Max Green Setting (Gmax), s 11.6 71.6 11.6 39.5 11.1 71,6 11,6 39_6 Max Q Clear Time (g9 c+11), s 5,0 66.9 13.6 19.4 6.9 10,2 13.6 29.7 Green Ext Time 4p c), s 0.0 5.1 0.0 5.5 0.1 8.8 0.0 3,9 Intersection Summary HCM 2010 Ctd Delay HCM 2010 LOS 45.8 C KAFTL_TPTD0437 52000 - Cosign PlacdCalcsiSynchroNoBuild 2025 AM,syn Timings Future Background 12: NE 2nd Avenue & NE 54th Street A.M. Peak Hoar I Lane Group EBL EDT VOL VV137 NOL NBT 5BL SBT Lane Configurations j ft +t fs Traffic Volume (vph) 60 504 103 439 47 215 167 838 Future Volume (vph) 60 504 103 439 47 215 167 838 Tum Type Learn NA Perm NA perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detectcr Phase 8 8 4 4 6 6 2 2 Switch Dhase Minimum initial (s) 7.0 7.0 7,0 7.0 7.0 7.0 7,0 7.0 Minimum Split (5) am 25 0 25.0 25.d 25.0 25.0 25.0 25.0 Total Split (s) 46.0 46.0 45.0 45.0 76.0 75.0 75.0 75.0 Total Split ) 37,5% 37.5% 37.5% 37.5% 62.5% 62.5% 62.5% 62.5% Yellow rime (s) 4.0 4.0 4.0 4.0 4,0 4.0 4,0 4,0 All -Red Time (s) 2,0 2.0 2,0 2,0 2,0 2,0 21) 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6,0 6.0 Lead&Lag Lead -Lag Optimize? Recall Mode None None Nam None C-Min C-Min C;din C-Min intersect on Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 110 (92%), Referenced to phase 2:SBTL and 6: NBTL Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases: 12: NE 2nd Avenue & NE 54th Street I T C+2CRt 04 75s i 1145s Pit Ca) wise 75s flies K:IFTL_TPToi043752000 - Design Plan Caics1Synchra\NoButld 2025 AM.syn HCM 2010 Signalized Intersection Summary Future Background 1 a: NE 2nd Avenue & NE 54th Street A.M. Peak Hour Movement EEL EBT FOR WEL WET +WER NBL NBT NER SBL SET SBR Lane Configurations ii tit 41 + /1 '4 1 i+ Traffic Volume (vehlh) 60 504 64 103 439 48 47 215 102 167 833 77 Future Volume (vehth) 60 504 64 103 439 48 47 215 102 167 838 77 Number 3 6 18 7 4 14 1 6 16 5 2 12 initial Q (ab), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pad -Bike Ad((A_pbT) 1.00 0.96 1.00 0,96 1.0D 0.98 1,00 0.98 Parking Sus, Adj 1.00 1.00 1.00 1.00 1.0D 1.00 1.0D 1.00 1.00 1.00 1.00 1.00 Ad' Sat F1ow, veil/Win 1863 1863 1900 1883 1863 1900 1883 1863 1900 1853 1863 1900 At Row Rate, venal 66 554 70 113 462 63 52 236 112 184 921 85 Ail No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0,91 0.91 0.91 0 91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehgh 228 995 125 195 1013 111 132 693 329 597 979 90 Arrive On Green 0.32 032 0,32 0,32 0.32 0.32 0.76 0.78 0.76 0.78 0.78 0.78 Sat Flow, vehlh 864 3145 396 797 3201 350 558 1188 584 1027 1677 155 Grp Valwma(v), veliJh 66 311 313 1' 3 265 270 52 0 348 154 0 10116 Grp Sat Flow(s),vehlhdln 864 1770 1773 797 1770 1782 558 0 1751 1027 0 1832 Q Serve(g_s), s 8 0 17.5 17.5 16.5 14.5 14.6 10.6 0.0 7,2 8.6 0.0 54.7 Cycle Q Clear(g_c), s 22.6 17.5 17.6 34,1 14,5 14,6 65,2 0,0 7.2 15.8 0.0 54.7 Prop In _ane 1.00 0.22 1,00 0.20 1.00 0,32 1.00 0.08 Lane Grp Cap(c), vvehlh 228 560 561 195 560 564 132 0 1022 597 0 1069 WC Ratic(X} 0.29 0.56 0.55 0.5B 0.47 0.48 0.40 0.00 0.34 0.31 0,00 0.94 Avail Cap(c a}, vehth 2'6 575 576 202 575 579 132 0 1022 597 0 1069 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 0.57 0.57 0 57 1.00 1.00 1.00 0,97 D.00 0.97 1.00 0.00 1.00 Unitonn Delay (d0, slveh 42.2 34.0 34.1 46.2 33.0 33,0 38.8 0,0 6,4 8_8 0.0 11,7 Incr Delay (d2), s`veh 0 3 0.5 0.5 3.2 0.5 0.5 8.4 D.0 0.9 1.3 0.0 16.5 initial Q Defay(d3),siv 0.0 0.0 0.0 0.0 0.0 0.0 CO 0,0 0.0 0.0 0.0 0.0 %11e 6aek010(50%),veh/In 1,9 6.6 8.7 38 7,1 7.3 1.9 0.0 3.6 2.6 0.0 314 LnGrp Celay(d).,slveh 42.5 34.5 34.6 515 33.5 33,5 47.2 0.0 7,3 10,1 0,0 28,2 LnGrp LOS 0 C C D C C D A R C Approach VQI, vehth 590 648 400 1190 Appraath Delay, slveh 35,3 36,6 12,5 25.4 Approach LOS D D B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Durakion (G+Y+Rc), s 76.0 44,0 76.0 44.0 Change Period (Y+Rc), s 6,0 5 0 6.0 6,0 Max Green Setting (Crux), s 69.0 39.0 69.0 39,0 Max Q Clear Time (g_c+I1), s 56,7 36..1 67.2 24,6 Green Ext Time (p_c)r s 4.0 1.9 1,0 6.1 Intersection Summary HCM 2010 Ctd Delay 28.5 HCM 2010 LOS C K:\FTL_1'PT01043752000- Design PIaceiCalcslSynchrotNoBu Id 2025 A 1.syn HCM 2010 TWSC Future Background 13: NE 3rd Avenue & NE 541h Street V. Peak Hour Intersection Int Delay. slveh 3,6 Movement EIbL EBT EER VWBL WET MR NBL NET NBR SEL SET SBR Traffic Vol, vehlh 28 707 12 22 513 9 30 0 66 19 0 48 Future Vol, vehAh 28 707 12 22 513 9 30 0 66 19 0 48 Conflicting Reds, #lhr 9 0 14 14 0 9 5 0 0 rJ 0 5 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channel€zed - None - None - None - • None Storage Length - Veh in Median Storage, # 0 0 - 0 0 Grade, % - 0 - - 0 - 0 - 0 - Peak HcurFactor 7 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Row 32 813 14 25 590 10 34 0 76 22 0 55 MajorlhAinor Majorl Ma;or2 MInor1 Minor2 Conflicting Flow All 605 0 0 831 0 0 1239 1545 432 1126 1546 319 Stage 1 - - - 889 889 650 650 Stage 2 - 350 658 - 476 696 - Crt€ical Hdwy 4.14 4.14 - 7.54 6.54 6.94 7,54 6.54 5.94 Critical Hdwy Stg 1 6.54 5.54 - 6,54 5,54 - Critical lidwy Stg 2 - - 6,54 5,54 - 6,54 5.54 - Follow-up Hdwy 2.22 2,22 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 9ti9 797 - 132 114 572 160 113 677 Stage 1 304 360 - 424 463 Stage 2 639 460 - 539 357 Platoon blocked'. % MovCap-1 Maneuver 956 - 786 - 109 101 5o2 125 100 665 Mov Gap-2 Maneuver - 109 101 125 100 Stage 1 - 264 336 - 396 439 Stage 2 - 650 436 432 333 Appreahh. EB WB NB SB HCM Control Delay, s 0,6 0.6 31.4 21.2 HCM LOS D G Minor Lana/Major Mvmt NBLr1 EEL El3T ERR WBL WBT WER SBLn1 Capacity {veltlh) 244 955 - - 786 - - 299 HCM Larne WC Ratio 1452 0.434 - - 0.032 - - 0.268 HCM Control Delay ts) 31.4 8.9 0.3 - 9.7 0.2 - 21.2 HCM Lane LOS D A A - A A - C HCM 95th %tile °Nveh) 2.2 0.1 0.1 - 1 1 ,1FTL_TPTO\043752000 - Design i''Iac6CalcslSynchrokt~1o8ulld 2025 AM.syn Timings Future Background 14: Faderal Highway & NE 54th Street A.M. Peak hour Lane Group EEL EBT WaL A'BT NeL NET NUR SBL RI Lane Con1iguratians 4111,, 4t4 ' 1 F '' T. Traffic Volume Llvph) -'5 353 283 265 173 158 172 25 300 Future Volume (vph) i5 353 283 265 173 158 172 25 300 Tum Type Perri NA prn+pl NA prn+pt NA pm+ov Perm NA Protected Phases 6 5 2 7 4 5 B Permitted Phases 6 2 4 4 Detector Phase 6 6 5 2 7 4 5 a 8 Switch Phase Minimum Initial (s) 7.0 7.0 5.0 7.0 5.0 7.0 5.0 7.0 7.0 Minimum Split (s) 230 23.0 11.0 23,0 11.0 24.0 11.0 24.0 24.0 Total Splits} 850 85.0 16.0 101.0 16.0 48.0 16.0 33:0 33.0 Total Split (%) 56.7% 56.7% 10,7% 67.3% 10.7% 32.7% 1 D,7% 22.0% 22.0% Yellow Time ts1 4 0 4.0 4.0 4.© 4.0 4,0 4.0 4.0 4.0 All -Red Time (s) 2.6 2.0 2.0 2.D 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0,0 0.0 Total Last Time (s) 6.0 6,0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Leg Lag Lead Lead Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode None Nome C-Min C-Min None None C-Min None None Intersection Summary Cycle Length.,150 Actuated Cycle Length:150 Offset: 82 (55%), Referenced to phase 2:WBTL and 5:WEL, Start of Green Natural Cycle: 70 Control Type: Actuated -Coordinated fits and Phases; 14; Federal Highway & NE 54th Street to4 t 101s f I49s I .1 t S ) -OK41\ 07 I 7 08 16s 5s I 116s. T .33s 1 I i'tIFTL_TPT01043752000 - Design PlacelCalcslSynchrolNoBuild 2025 AM.syn HCM 2010 Signalized Intersection Summary 14: Federal Highway & NE 54th Street Future Background A.M. Peak Hour tt '4k ,�► 4' Movement E6L EBT EBR WBL WBT WBR NBL N'PT NBR 58L SBT S6R Lane Configurations r "i Traffic Volume (veh/h) 45 353 365 283 265 7 173 158 172 25 300 54 Future Volume (vehlh) 45 353 356 293 265 7 173 158 172 25 300 54 Numlae' 1 5 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb(, veh 0 0 0 0 0 0 0 0 0 0 0 0 PedBike Adj(kpbT) 1.00 1.00 1.00 0.97 1,00 0.98 1.00 0.98 Parking Sus, Adj 1.'Ot] 1.00 1,00 1.00 1.00 1.00 1,00 1,00 1,00 1,00 1.00 1,00 Adj Sat Flow, vehtifln 1910 1863 1900 1900 1863 1900 1863 1863 1863 1863 1863 19000 Adj Flow Rate. veh`h 51 397 0 318 298 8 194 178 193 28 337 61 Adj No, of Lanes 0 3 0 0 2 0 1 1 1 1 1 0 Peak Hour Factor 0.39 0.89 0.89 0.89 0.69 0.89 0.89 0.89 0.69 0.89 0.59 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehlh 323 2606 0 49 1040 28 166 534 447 229 276 50 Arrive 0n Green 0_94 0.64 0_00 034 0.84 0.84 0.07 0,29 0.29 0.18 0.18 0.16 Sal Flow,, vehth 460 4267 0 2 1642 44 1774 1663 1558 1004 1531 277 Grp Volurne(v), vehlh 156 292 0 318 0 306 194 176 193 28 0 398 Grp Sat Flow(s), vehlh)Jn 1489 1543 0 2 0 1606 174 1863 1558 1004 0 1805 Q Serv+e(g_s), s 0.2 2.6 0.0 26.3 0.0 5.7 10.0 11.3 15.1 3.5 0.0 27.0 Cycle. Q Claar(g_o), s 5.9 2.5 0.0 26,3 0.0 5.7 10.0 11,3 15.1 3.5 0.0 27.0 Prop In Lane 0.33 0.00 1.00 0.03 1.00 1.00 1.00 0.15 Lane Grp Cap(c), v 975 1954 0 0 0 1068 166 534 447 229 0 325 VIC Ratio(X) 0.16 0.15 0,00 0.00 0.00 0.29 1.17 0.33 0.43 0,12 0.013 1.22 Avail Cap[c a), vehlh 975 1954 0 0 0 1068 156 534 447 229 0 325 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1-00 1-00 1.00 Upstream Filter(I) 1.00 1,00 0.00 0.90 0.00 0.90 1,00 1.00 1.00 1,00 0.00 1,00 Uniform Delay (d), slveh 4.5 4.5 0.0 0,0 0.0 4.8 50.8 42.2 43.6 51.9 0.0 61.5 Ina Delay (d2), siverr 0i.0 0,0 0.0 0.0 0.0 0.6 121.7 0.3 0.5 0.2 0,0 124.8 initial C Deiay(d3),slveh 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),vehlln 1.1 1.1 0.0 0.0 0.0 2.8 5.6 5,9 6.5 1.0 0.0 24.7 LnGrp aelay(d),sh 4,6 4,6 0.0 0.0 0.0 5.4 172.6 42.5 44.0 521 0.0 188.3 LnGrp LOS A A A F ODD F Approach? Vol, vehlh 446 624 565 426 Approach Delay. siveh 4.5 2.6 87,7 177,5 Approach LOG A A F F Timer 1 2 3 4 5 6 7 8 Assigned Phis 2 4 6 7 8 Phs Duration (G+Y+Pc). s 101.0 49.0 101.0 16.0 33.0 Changs Period (Y+Rc), s 6,0 6.0 6.0 6,0 6,0 Max Green Setting (Cmax), s 95.0 43.0 79.0 10.0 27.0 Max Q Clear Time (g_c+11), s 28.3 17.1 7.9 12.0 29.0 Green Ext Time (p_o), s 3.3 3.7 3.3 0.0 0,0 Intersection Summary HCM 2010 Ctrl Delay 62.4 HCM 2010 LOS E K:1FTL_TPTCA043752000 - Design PlaceiCalcsxSynchrAloBuild 2025 AM.syn Timings Future Background 15: Biscayne Boulevard & NE 54th Street AM. Peak Hpur Lane Grou EEL EBR NBL NBT _ SBT SBR Lane Configurations i ' ++ ++ r Tr.effficc Volume (vph) 367 205 104 842 1759 453 Future Volume (vph) 357 205 104 842 1759 453 Turn Type prat pm+ov pm+pt NA NA Perm Protected Phases 8 1 1 6 2 Permitted Phases 8 6 2 Detector Phase 8 1 1 6 2 2 Switch Phase Minimum Initial (s) 7 0 5.0 5.0 7.0 7.0 7,0 Minimum Split (s) 31.4 11.0 11,0 26,0 28,0 28.0 Tel Split (s) 38.0 16.0 16.0 1120 95.0 96.0 Total Split (%) 25.3% 10.7% 10.7% 74.7% 64.0% 64.0% Yellow ime (s) 4.4 4.0 4.0 4.0 4.0 4.0 All -Red Time (s). 2.0 2.0 2.0 2.D 2.0 2,0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s} 6.4 6.0 6.0 6.0 6.0 6.0 LeadfLag Lead Lid Lag Lag Lead -Leg Optimize? Yes Yes Yes Yes Recall Mode None None None C-Min C-Min C-Min Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 29 (19%). Referenced to phase 2:SBT and 6:NBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 15: Biscame Boulevard & NE 54th Street as r6s 156 � I o6 (R) 112 s l 13�3 s l K:fFTL,TP701043752000 - Design'Ioce\CalcslSynchrokNoBulld 2025 AM.syn HCM 2010 Signalized intersection Summary Future Background 15: Biscayne Boulevard & NE 54th Street A.M. Peak Hour Movement EBL EBR NBL NOT SBT SBR Lane Configurations / I F +t r Traffic Volume (vehfh) 357 205 104 842 1759 453 Future Volume (vehA1) 357 205 104 842 1759 453 Number 3 1B 1 6 2 12 Initial 0 (Ob), van 0 0 0 0 00 Ped-Bike Adj(A_pbT) 1.00 1.00 1,00 0..98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh.fhlln 1853 1863 1663 1 3 1863 1863 Atl) Flow Rate, veh,lh 368 211 107 80 1813 467 Adj No. of Lanes 2 1 1 2 2 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Perrant Heavy Vein, % 2 2 2 2 2 2 Cap, With 508 287 201 2724 2464 1075 Arrive 0n Green 0.15 0.15 0,04 1.00 0,93 0.93 Sat Flow, veharh 3442 1583 1774 3632 3632 1544 Grp Volunie(v), vehlh 368 211 107 668 1613 467 Grp Set F1ow(s),vehlholn 1721 1583 1774 1770 1770 1544 Q Ser e(g_s), s 15.3 18.9 2.5 0.0 17.6 5.6 Cycle 0 Gear{g�c}, s 16.3 18.9 2.5 0.0 17,8 5.6 Prop In Lane 1.00 1.00 1,00 1.00 Lane Grp Cap(c), ve fh 508 287 201 2724 2464 1075 1IlC Ratio(X) 0.72 0.74 0,53 0.32 0.74 0,43 Avail Cap(c_a), vehlh 725 386 260 2724 2464 1075 HCM Platoon Ratio 1.00 1.00 1.33 1.33 1.33 1.33 Upstream Filter(I) 0.59 0.69 0,95 0.95 1.00 1.00 Uniform Delay (d), sIveh 61.0 58.0 8.9 0.0 2.3 1.9 Incr Delay (d2), slvet 1.1 2.8 0.8 0.3 2.0 1.3 Initial C 0elay(d3),s/v+eh CO 0.0 0.0 0.0 0.0 0.0 %ile B kQfQ(50%),veh/ln 7.4 8.5 1,7 0.1 8.5 2,6 LnGrp Delay(d),siveh 62.1 60.9 9.7 0.3 4,3 3.2 LnGrp LOS E E A A A A Approach Vol, veMVh 579 975 2280 Approaal Delay, shah 61,7 1.3 4.1 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phis Duration (G+Y+Rc), s 11.0 110.5 121.5 28.5 Change Period (Y+R), s 6.0 5.0 5.0 5.4 Max Green Setting (Gram), s 10.0 90.0 106.0 31.6 Max Q Clear Time (g_c+l1), s 4.5 19.8 2.0 20.9 Green East Time (p_c), s 0.1 15.0 15.2 1.3 Intersection Summary HCM 2010 Clh Delay 121 HCM 2010 LOS B K,tFTL_TPTQ1043752000 - Design PIar:4lCaIcslSynchrolNoBild 2025 AM.syn Timings Future Background 16: NE 2nd Avenue & NE 51st Street (N) A.M. Peak I -lour Lane Group WI'l- WBR NBT SBL SBT p1 e3 Lane Configurations r T '9 1' Traffic Volume (vph) 48 37 328 11 981 Future Volume (vph) 48 37 328 `1 961 Turn Type Prot pm+ou NA prn+pt NA Protected Phases 4 5 6 5 2 1 3 Permitted Phases 4 2 Detector Phase 4 5 6 5 2 Switch Phase Minimum Initial (s) 7,0 5.0 14.0 5.0 14.0 5.0 7.0 Minimum Sprit (a) 25.0 10.7 33.0 10.7 33.0 10.7 25.0 Total Split (s) 30.0 15.0 50.0 15.0 50.0 15.0 25.0 Total Sp[ir (%) 25.0% 12.5% 41.7% 12.5% 41.7% 13% 21% Yellow Time ('s) 4.0 3.7 4.0 3.7 4.0 3.7 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0 0 0.0 Total Lost Time (s) 6.0 5,7 6.0 5.7 6,0 LeadiL,ag Lag Lead Lag Lead Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode None None C-Mln None C-Min None None intersection Summary Cycle Length: 120 Actuated Cycle Length. 120 Offset: 87 (73%), Referenced to phase 2;S13TL, and 6:NBT, Mart of Green Natural Cycle: 145 Control Type: Actuated -Coordinated Splits and Phases: 16: NE 2nd Avenue & NE 51st Street (N) K:\FTL_TPTOW43752000 - Des gn Place ealesl5y+nehroNuBuild 2025 AM.syn HCM Signalized Intersection Capacity Analysis Future Background 16: NE 2nd Avenue & NIE 51st Street (N) A.M. Peak Hour Movemant Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Total Lost tirne (s) Lane UGI. Factor Frpb, pedibikes Flpb, perirbikes Frt Fit Protected Said. Flow (prof) Fit Permitted Satd. Flow (perm) Peak -hour factor, PNF Ad}. Flow (vph) RTOR Reduction (vph) Lane Q,oup Flow (vph) Confl. Peels, (#rhr) Confl. Bikes (#Ihr) VOL 711 48 48 1900 6.0 1,00 1.00 1.00 1.00 0.0.5 17!0 0.95 1770 0.93 52 0 52 Vi/BR 37 37 1900 5.7 1,00 0.98 1.00 0.85 1.00 1547 1,00 1547 0.93 40 36 4 5 NBT 328 328 1900 6.0 1,00 1,00 1.00 0,99 1,00 1847 1.00 1847 0.93 353 1 370 P NBR SBL SST 17 17 1900 0.93 18 0 0 10 2 11 11 1900 5,7 1.00 1.00 0.99 1.00 0.95 1760 0.50 930 093 12 D 12 10 981 981 1900 6.0 1_D0 1.DD 1.00 1.00 1D0 186.3 1.00 1863 D:93 1055 0 1a55 Turn Type Prot Protected Phases 4 Permitted Phases. Actuated Green, G (s) 7,4 Effective Green, g (s) 7.4 Actuated 9IC Ratio 0.06 Cleararce Time (s) 6.0 Vehicle Extension () 2,5 Lane GI) Cap (vph) 109 vis Ratio Prot c0.03 'Os Ratio Perm v?c Rai I] 48 Uniform, Delay, ell 54.4 Progression Factor 1.00 Incremental Delay, d2 2.4 Decay (s) 56.8 Level of Service E Approach Delay (s) 53,5 Approach LOS Intersection Summary HCM 2000 Control Delay RCM 2000 Volume to Capacity rato Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) Critical Lane Group pm+ov NA 5 6 4 11.5 11.5 0.10 5.7 2.0 148 c0.00 0.00 i 03 49.2 1.00 0.0 49,2 D 75.8 75.8 0,63 6.0 1.0 1166 0.20 0.32 10,2 0.35 0.7 4.3 A 4.3 A 28.6 0.74 120,0 15 pm+pt TVA 5 2 2 79.8 75,7 79.8 75.7 0.66 0.63 5.7 6.0 2.0 1.0 646 1175 0.00 c0.57 0.01 0_02 f] 90 6,9 18.9 1.55 1.54 0,0 6.2 10.7 35.2 B D 35.0 C HCM 2000 Level of Service Sum of lost time (s) ICU Level of Service 23.7 to K:IFTL_TPTO1,043T52000 - Design PiacelCale$1SynuhroWo®uild 2025 AM.syri Timings Future Background 17: NE 2nd Avenue 8 NE 51 st Street () A.M. Peak Hour Lane Group EEL EBR NBL NBT SBT SBR p4 05 Lana Configurations r 'F lh j( Traffic Volume vph} 2B 47 la 315 951 86 Future'ti:ofume (ph) 28 47 16 315 951 86 Tum Type Prot pm+ov prn+pt NA NA Perm Protected Phases 3 1 1 $ 2 4 5 Permitted Phases 3 5 2 Detector Phase 3 1 1 6 2 2 Switch Phase Minimum Initial i(s) 7.0 5.0 5.0 14.0 14.0 14.0 7.0 5.4 Minimum Split (s) 25.0 10.7 10.7 33.0 33.0 33.0 25.0 10.7 Total Split (s) 25.0 15.0 15.0 50,0 50.0 50.0 30.0 15.0 Total Split {%) 201% 12.5% 12,5% 41.7% 41.7% 41.7% 25% 13% Yellow Time (s) 4.0 3.7 3.7 4.0 4.0 4.0 4.0 3.7 AM -Red Time (s) 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Taal Last Time (s) 6,0 5.7 5.7 6,0 6,0 6.0 Lead/Lag Lead Lead Lead Leg Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None C-Min C-Min C-Miry More None Intersec anSurnma_ ry Cycle Length: 120 Actuatec Cycle Length:123 Offset: 87 (73%), Referenced to phase 2:SBTL and 6:NI3T, Start of Green Natural Cycle: 145 Control Type: Actuated -Coordinated Splits and Phases: 17: NE 2nd Avenue & NE 51st Street (S) t7 =1� 0 s 0 s .116 *17 05 15s 17 25 s 30 S K:'sF.TL_TP T OtO43752000 - Cesign Placaal ;1SynehrokNoBuiid 2025 AM.syn HCM Sigrnaliaed Intersection Capacity Analysis Future Background 17: NE 2nd Avenue & NE 51 st Street (S) A M. Fcak Ho r -) t Movement EBL Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Total Last time (s) Lane Uhl_ Factor Frpb, pedtbikes Flpb, pedlbikes Frt FI; Protected Satd. Fow (prat) Flt Permitted Satd. ROW (perm) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Con 1. Pads. (OHM Conll. Bikes (#fhr} 28 28 1900 6.0 1.00 1-00 1.00 1.00 0.95 1770 0.95 1770 0.96 29 0 29 2 EtR r 47 47 1900 6.7 1.00 0,95 1,00 0.85 1.00 1512 1.00 1512 0.96 49 44 5 15 Turn Type Prot pm+0u Protected Phases 3 1 Perrnitted Phases 3 Actuated Green, G (s) 9,0 13.2 Effective Green, g (s) 9.0 13.2 Actuated gfC Ratio 0.0B 0,11 Clearance Time (s) 6.0 5.7 Vehicle Extension (s) - 2.5 2.0 Lane Grp Cap (vph} 132 168 uWs Ratio Prot c0.32 0.00 v/s Ratio Perm 0,00 vic Ratio 022 0.03 Uniform Delay. di 52.2 47.7 Progression Factor 1,00 1.00 Incremental Delay, d2 0.5 0.0 Delay (s) 52.8 47.7 Level of Service D D Apprort Detay (s) 49.6 Approach LOS D Intersection Summary HCM 2000 Control Day HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity tftilization Aneiysis Period (min) c Critical Lane Caro p Nat- N3T SBT SRR F 16 315 951 66 18 316 951 86 1900 1900 1900 1900 5.7 6.0 6.0 6.0 1.00 1.00 1.00 1.00 1.00 1.00 100 0.97 1.00 1.00 1.00 1.00 1,00 1.1X1 1,00 0.55 0.95 1.00 1.00 1.00 1770 1563 1863 1537 0.11 1.00 1.00 1.00 205 1863 1863 1537 0.96 0.96 G.96 0.96 19 328 991 90 0 0 0 2 19 328 991 88 11 11 8 cm+pt 1 6 80.0 80.0 0.67 5.7 2.0 191 c0.00 0.06 0.10 16.8 1.00 0,1 16.9 13 10.4 0.69 120.0 69.8% 15 NA NIA Perrn 6 2 75.8 75.8 0.63 6.0 1.0 1176 0.18 0.28 9.9 1,00 0.6 10.5 B 10.8 B 75.7 75.7 0.03 fi.D 1.0 1175 c0.53 0.84 17.5 0.20 4.4 8.0 A 7.5 A 2 75.7 75.7 0.63 5.0 1,0 969 0.06 0,09 8,7 0.24 0.1 2.2 A HCM 2000 Level of SeNce Sum of lost time (s) ICU Level of Service 23.7 K:IFTL_TPTO 043752000 - Design PPaceCCalcsiSynthro\NoBuild 2026 AM.syn Timings Future Background 18: Biscayne Boulevard & NE 50th Terrace A .. Peak -iouf Lane Group WEL NBT SBL SBT Lane Configurations ¥ ti ' Traffic Volume (vph) 120 897 40 19L2 Future Volume (vph) 120 897 tit) 1942 Tum Type Perm NA Perm NA Protected Phases 6 2 Permitted Phases 4 2 Detector Phase 4 8 2 2 Switch Phase Minimum initial (s) 7.0 14.0 14.0 14 0 Minimum Split (s) 29.5 20.0 20.0 20.0 Total Split {s) 4B.0 102.0 102.0 102.0 Total Split (%) 32.0% 68.f 68.0% 68 0% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2,5 2_0 2.0 2,0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6,0 6,0 6.0 Lead/Lag Lead -Lag Optimize? Recall Node t1one C-Min C-Min 0-Min Intersection Summary Cycle Length: 150 Actuated Cycle Lengtti:150 Offset: 33 (22%), Referenced to phase 2.SBTL and 6,NBT, Start of Green Natural Cycle: 90 Control -ype: Actuated -Coordinated Selits and Phases: 16 Slsimvne Boulevard & NE SOM Terrace Ira / 020 114 102 s tam) l 96� i ions I(,1FTL_TPTO404375200t70 - Design PJacotCalcslSynchro loBu1d 2025 A1vl.syn HCMSignalized Intersection Capacity Analysis Future Background 18: Biscayne Boulevard & NE 50th Terrace A.M. Peak Hour Mavemant WBL WEIR NST NBR SBL SBT Lane Configurations Traffic Volume (vpta) Future Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frpb, pedfhlkes Flpb, pecthikes Fit FIt Protected Said. Fow (prof) Fit Permitted Satd. Fow (perm) Peak-hourfacbor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Confl. Pens, (#ihr) Confl. Bikes (#Jhr) 120 120 1900 6,5 1'30 1.00 1 00 0.98 096 1750 0.96 1750 0.95 126 4 140 17 697 35 17 897 35 1900 f900 19b0 5.0 0.95 1,00 1.00 0.99 1.00 3516 1.00 3516 0.95 0.95 0.955 18 944 37 0 1 0 0 980 0 4 2 3 40 40 1900 6.0 1,00 1.00 1,00 1.00 4.95 1769 0.28 518 0..95 42 0 42 2 1942 1942 1900 6.0 0.95 1.00 1.00 1.00 1.00 3539 1.00 3539 0.9 5 2044 0 2044 TUm Tppe Perm Protected Phases Permitted Phases 4 Actuated Green. G (s) 16 9 Effective Green, g (s) 16.9 Actuated giC Ratio 0.11 Clearance rime (s) 6.5 Vehicle Extension (5) 2.5 Larne Grp Cap (vph) 191 Ws Ratio Prot via Ratio Perri 00.08 vic Ratio 0,71 Uniform Delay, d1 64.2 Progression Factor 1.00 Incremental Delay. d2 10,3 Delay (s) 74.5 Level of Ser.rice Approach Delay (s) 74,5 Approach LOS E Intersection Summary NA 6 120.6 120 0.80 6.0 1,0 2826 0.28 0.35 4.0 1.00 0.3 43 A 4.3 A Perm NA 2 2 120.6 120.6 0.80 6.0 1.0 416 0.06 0.10 3.1 1.25 0.3 4,3 A 120,6 120,6 0.60 6.0 1,0 2645 c0 55 0.72 6.8 0.77 1.1 6,3 A 6.3 A HCM 2000 Control Delay HCM 2000Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 6.8 0.72 150.0 73.3% 15 HCM 2000 Level of Berke Sum of lost time (s) ICU Level of Service 12,5 D K.IFTLo TPTG10437520DO - Design, Pladea,Celd4Syrachro1N BiiId 2025 AM.syn Timings Future Background 19: North Miami Avenue & NW 46th Street'NE 46th Street A.M. Peak Hour Lane Grcup EEL EBT VOL WBT NBL NET SBL SET Lane Configurations 4. 4 ' 1' f1 Traffic Volume (vph) 60 74 15 32 19 362 26 1 012 Future Volume (vph) 60 74 15 32 19 362 26 1012 Turn Type Perm NA Perm NA Perm NA Peon NA Protected Phases 8 4 v 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Spilt (s) 29.3 29.3 29.3 29.3 23.4 23.4 23.4 23.4 TotaI Split (s) 32.0 32.0 32.0 32.0 48.0 48.0 48.0 48.0 Total Split (%) 40,0% 40.0% 40,01/4 40,0°% 60.0% 60,0% 66110'1fs 60.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.4 4.4 4.4 4,4 All -Red Time IN 2.3 2,3 2.3 2.3 2.0 2.0 2.0 2,0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.3 6.3 6.4 6.4 6,4 6,4 Lead/Lag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min 0-Min C-Min lntersecjon Summary Gyule Length: 80 Actuated Cycle Length: 80 Offset: 6 (10%), Referenced to phase 2:5BTL and 6:NBTL, Start o1 Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 19: North Miami Avenue & NW 46th Street/NE 40th Street r '[► 2,2 (R) 5 4- ell �I 132 06S) s I 48S s25 KAFTL_TPTC10437520000- Design PlacelGalcslSyn .hrulNvBuild 2025 AM.syn HCM 2010 Signalized Intersection Summary Future Background 19: North Miami Avenue & NW 461h Street/NE 46th Street A.M. Peak Hour Movement EBL EBT EER WBL W6T rWM t\BL NOT NOR SBL SOT S8R Lane Configurations a 'pi: Traffic Volume (vehlh) 60 74 40 15 32 11 19 362 12 26 1012 40 Future Volume (ve11Jh) 60 74 40 15 32 11 19 362 12 26 1012 40 Number 3 6 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adlj(A_pbT) 1.00 1,00 1.00 0.98 1.00 1.00 1.00 D.98 Parking Bus, Adj 1.00 1.00 1,00 1.00 1 00 1.00 1,00 100 1.00 1.00 1€.00 1.00 Adj Sat Flaw, vehl1ir'In 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Al Flow fate, vehlh 62 76 41 15 33 11 20 373 12 27 1043 41 Ada No. Gff Lanes 0 1 0 0 1 U 1 2 0 1 2 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0,97 0.97 0.97 0,97 0.97 0.97 0.97 0,97 Perceni Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehlh 127 118 55 94 172 46 430 2430 78 770 2408 95 Arrive On Green 0.15 0.15 0,15 0.15 0.15 0.15 0.92 0,92 0,92 0.92 0.92 0.92 Sat Flow, veh/h 453 803 373 259 1169 327 518 3500 112 992 3468 136 Crp Volurne(v),, vehlh 179 0 0 59 0 0 20 138 197 27 532 552 Grp Sat Flow(s),vehiti/ln 1629 0 0 1756 0 0 518 1770 1842 992 1770 1835 Q Serve(g_s), s 6.0 0.0 0.0 0.0 0.0 0.0 0.4 0.8 0.8 0,2 3.1 3,1 Cycle Q Glear(g_cj, s 8,3 0.0 0.0 2.3 0.0 0.0 3.5 0.8 0.8 1,0 3.1 3,1 Prop In Lane 0.35 0.23 0.25 0,19 1.00 0.06 1.00 0.07 Lane Grp Cap(c), vehlh 300 0 0 314 0 0 430 1229 1279 770 1229 1274 VAC Retio(X] 0.60 0.00 0.00 0.19 0,00 0.00 0.05 0.15 0.15 0,04 0.43 0.43 Avail Cap(c_a), veh/h 577 0 0 695 0 0 430 1229 1279 770 1229 1274 HCM Platoon Ratio 1 00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(1} 1.00 0,00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0,21 0.21 0.21 Uniform Delay (d), sfveh 32.6 0.0 0.0 30.1 0.0 0.0 1.3 1.0 1.0 1.0 1.1 1.1 Incr Delay (d2), sfvel, 1.4 0.0 0.0 0.2 0.0 0.0 0.2 0.3 0,3 0.0 0,2 0,2 Initial C Deley(d3),sfveh 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 G ila B ckOfQ(50°%).vehdin 3.9 0.0 0.0 1.2 0.0 0.0 0.1 0.4 0.5 0.1 1.3 1,3 LnGrp Delay(d),slveh 34.0 0.0 0.0 30.3 0.0 0.0 1.5 1.2 1.2 1,0 1.3 1.3 LnGrp LOS C C A A A A A A Approach Vol, vehih 179 59 405 1111 Approach Delay, slveh 34.0 30e3 1.2 1.3 Approach LOS C C A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration jG+Y+Rc), s 62.0 18.0 62,0 18.0 Change Period (Y+Rc), s 6.4 •6.3 6.4 ' 6.3 Max Green Setting (Gmax), s 41,6 * 26 41.6 *26 Max 0 Clear Time (g.,c+I1), s 6.1 4.3 5.5 10,3 Green Ext Time (p c), s 3.9 1.1 3.9 1.0 Intersection Summery HCM 2010 Ctrl Delay 5.6 HCM 2010 LOS A Notes IK 1FTL_TPTO1043752000 - Design PlaceiCalcslSynchrolNoBJilr 2025 AM,syn Timings Future Background 20: NE 2nd Avenue & NE 39th Street A.M. Peak Flour I Lane Group EBL EDT WOL IN®T NBL NBT DBL. SBT Lane Configurations 4, 4, Traffic Volume (vph) 2 85 105 273 9 170 121 525 Future *Flume (vph) 2 85 105 273 9 170 121 528 Turn Type Per NA Perm NA Perm NA Peron NA Protected Phases 8 4 5 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 7 0 7.0 7.0 7.0 7.0 7.0 7,0 7.0 Minimum Split (s) 23.0 23.0 23.0 23.0 23.0 23.0 23.0 23.0 Total Split (s) 50.0 60.0 50,0 50.0 30.0 30.0 30.0 30.0 Total Split ( ) 62.5% 62.5% 52.5% 62.5r4 37.5% 37.5% 37.5% 37.5% Yellow -ime (s) 4 t0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 0,2 0.2 2,0 2,0 2,0 2.0 Lost Time Adjust (s) 0.0 D.D 0.0 0.0 Total Lost Time (s) 6.0 4.2 6.0 6.0 Lead/Lag (Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 8D Actuated' Cycle Length: 84 Offset: 17 (21 %}, Referenced to phase 2:SDTL and 6: NDTL, Start of Green Natural Cycle: 50 Control Type: Actuated-Coordlnated Salits and Pttiases: 20: NE 2nd Avenue & NE 39th Street 1 152 01) 4- 04 30s I 50s i } ! 1 e6 (1t)8 30s 1 3bs i K.TTL_TPTO1043752000 - Design Place\CalcslSynchroi toDuild 2025 AM.syn HCM 2010 Signalized Intersection Summary Future Background 20: NE 2nd Avenue & NE 39th Street A.M. Peak Flour t 1/ Movement EBL EBT EBR WBL VVBT WBR \BL NET NBR SIR SBT SBR Lane Configurations 4, 4, 4t, Traffic Volume (vehdh) 2 85 26 105 273 63 9 170 77 121 528 13 Future Volume (velvdh) 2 85 26 105 273 63 9 170 77 121 528 13 Number 3 $ 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pod-Bilik AdjkpbT) 1.00 0.99 0.99 0.99 1,00 0,99 1,00 0,97 Parking Bus, Adj 1.01] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehdh/In 1900 1863 1900 1900 1863 1900 1900 1863 1900 1900 1663 1900 Adj Flow Rate, vehdh 2 SS 26 106 276 04 9 172 78 122 533 13 Adj No. of Lanes 0 1 0 0 1 0 0 1 0 0 2 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Pereenl Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,, vehdh 48 430 127 159 343 75 57 643 282 340 1409 34 Arrive On Green OM 0.31 0.31 0,31 4.31 0.31 0.71 0,71 0.71 0,71 0.71 0.71 Sat Floe, vehdh 5 1370 407 331 1093 239 19 1199 525 519 2627 64 Grp VolumeCv), vehlh 114 0 0 446 0 0 259 0 0 325 0 343 Grp Sa° FIow s),vehdhfln 1733 0 0 1662 0 0 1743 0 0 1527 0 1681 0 Serve(g_s), s 0.0 0.0 0.0 16.3 0.0 0.0 0.0 0.4 0.0 1.4 0.0 6.4 Cycle Q Clear(g_c), s 3.7 0.0 0.0 20.0 0.0 0.0 4.2 0.0 0.0 5.6 0.0 6.4 Prop In Lane 0.02 0.23 0.24 0,14 0_03 0,30 0.38 0_04 Lane Grp Cap(o), vehlh 605 0 0 571 0 0 981 0 0 B81 0 902 WC Ratio(X) 0.19 0,00 0.00 0,77 0.00 O.00 0,2e 0.00 0.00 0,37 0_00 0.38 Avail Cap(c,a), vehdh mu. 0 0 1000 0 0 9131 0 a B81 0 002 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(1) 1.00 0,00 0.00 1,00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), sdveh 20.1 0.0 0.0 25.6 0.0 0.0 5.9 0.0 0,0 6.1 0.0 6.2 Inc' Deay (d2), sdveh 0.1 0.0 0.0 1,7 0.0 0.0 0.7 0.0 0,0 1,2 0.0 1.2 initial Q aelay(d3),slvahh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back010(5O%),vehlln 1.9 0.0 0.0 9.4 0.0 0.0 2.2 0.0 0.0 3.0 0.0 3.2 LnOrp Delay(d),sNeh 20.2 0,0 0,0 27,2 0.0 0.0 5.0 0.0 0,0 7,3 0.0 7,5 LnGrp LOS C C A A A Approach Vol, vehfh 114 448 259 668 Approach Delay, sdveh 20.2 27.2 6.6 7.4 Approach LOS C C A A Timer 1 2 3 4 5 6 7 a Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 48.9 31.1 48.9 31.1 Change Period (Y+Rc), s 0.0 k 6 6,0 6.0 Max Green Setting (Gmax), s 24.0 *46 24.0 44.0 Max Q Clear Time (g_c*11 ), s 8.4 22.0 5.2 5.7 Green Ext Time (p_c). s 2.1 3.1 2.1 3.3 intersection Summary HCM 2010 Ctr1 Delay HCM 2010 LOS Notes 14.2 K FTL_TPTQ1043752000 - Design Places\Calrs1Syndiro',NoBuild 2025 AMM.syn P.M. Peak Hour Timings Future Background 1: NW 6th AvenueII-95 SB Off -Ramp & NW 62nd Street P.M. Peak Hour Lane Group EBT WBL WBT SBL SBT Lane Configurations +t. 111 ++ # Traffic Volume (vpI') 630 278 661 216 198 Future Volume (v+ph) 630 278 561 216 198 Tum Type NA prn+pt NA Spilt NA Protected Phases 6 5 2 8 8 Permitted Phases 2 Detector Phase h 5 2 8 8 Switch Phase Minimum Initial (s) 15.0 5.0 15,0 7.0 7.0 Minimum Split (s) 25.0 11.0 25.0 25.0 25.0 Total Split (s) 30.0 26.0 55.0 40.0 40.0 Total Split (%) 37.1% 24.6% 61,9% 38.1% 38.1% Yellow Time (s) 4,0 4.0 4.0 4,0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.D Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 0,0 6.0 6,0 6,0 6.0 LeactiLa0 Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode C-I in None C-Min Nene None Intersection Summary Cycle Length:105 Actuated Cycle Length:105 Offset: 0 (D%), Referenced to phase 2.WBTL and 6:ERT, Start of Green Natural Cycle: 65 Control Type: Actuated. Coordinated Sallts and Phases: 1: NW 6th Avenue/I-95 SE Off -Rama & NW 62nd Street )1 m9 1- a2 65s s D5 6 R] 26s T 39s I£1PTL_TPTO1043752000 - Design Place\CateSynctircUstoEuild 2026 PM.syn HCM 201D Signalized Intersection Summary Future Background 1: NW 6th Avenue/I-95 SB Off -Ramp & NW 52nd Street P.M. Peak Hour Movement EEL EBT EBf JEL WET VUBR NEL NET NH S3L SET SBR Lane Configurations fr. 1 ft. 1 I Traffic Volume (v®hdh) 0 630 268 278 661 0 0 0 0 216 198 258 Future Mime (vehdh) 0 630 268 278 661 0 0 0 0 216 198 258 Number 1 6 16 5 2 12 3 8 18 Initial Ct (Qb), v+eh 0 0 0 0 0 0 0 0 0 Ped-Bile Adj(A_pa} 1.00 0.96 1.00 1.00 1.00 1,00 Parking Bus. Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Al Sat Flow, vehfh!ln 0 1863 190D 1863 1863 0 1863 1863 1900 AA Flow Rate, *Nth 0 649 276 237 681 0 223 204 266 Adj No. of Lanes 0 2 D 1 2 0 1 1 0 Peak Hour Factor O,S7 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap, veld 0 1003 426 404 2074 0 532 220 287 Arrive Gin Green 0.00 0 56 0,56 0.15 0.78 0.00 0.30 0,30 0.30 Sat Flow, vehdh 0 2494 1021 1774 3632 0 1774 734 957 Grp Volume(v), vehdh D 478 447 287 681 0 223 0 470 Grp Sat FIoW(s),velldhdlri 0 1770 1652 1774 1770 0 1774 0 1692 0 Serve(g_s), s 0.0 19.7 19.7 94 6.0 0.0 10.6 0.0 28.3 Cycle C Clear(g_c), s 0.0 19.7 19,7 94 6-0 00 10.6 0.0 28,3 Prop In Lane 0.00 0.62 1.00 0.00 1.00 0,57 Lane Gm Cap(c), vehdh 0 739 690 4C4 2074 0 532 0 507 VIC Ratio(X) 0.00 0.65 0.65 0.71 0.33 0.00 0.42 8.00 0.93 Avail Cap(c_a), vehdh 0 739 690 545 2074 0 574 0 548 HCM Platoon Ratio 1.00 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 Upstream Filler(I) 0.00 1.00 1.00 0.45 0.45 0.0D 1.00 0.00 1.00 Unrforrn Delay (d), sdveh 0.0 1fj.0 18.0 16.3 5,5 0.0 29.4 0.0 35.6 Incr Delay (d2), slveh 0.0 4.4 4,7 0.6 0.2 0.0 0.4 0.0 20.9 Initial 0 Delay(d3),sdveh 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 %ile BarkOf0(50%),vehlln 0.0 10.4 9.8 4.6 2.9 0.0 5 3 0.0 10.1 LnGrp Delay(d),reh 0.0 22.3 22.6 16.9 5.7 0.0 29.8 0.0 56.6 LnGrp LOS CC B A C E Approach Vol. vehdh 925 968 693 Approacrr delay, shah 22,5 9.0 48.0 Approacq LOS C A D Timer 1 2 3 4 5 6 7 8 Assigned Phis 2 5 6 8 Phs Duration (G+Y+Rc), s 67.5 17.7 49.8 37.5 Change Period (Y+Rc), s 0.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 59.0 20.0 33,0 34.0 Max 0 Clear Time (g_e+11 ), s 8.0 11.4 21.7 30.3 Green F,rt Time (p_c), s 4.7 0.3 3.7 1 2 Intersectan Summary HCM 2010 Ctrl Delay 24.3 HCM 2010 LOS C CFTL_7E701043752000- Design PlaceCallos1SynchidiNolBuild 2025 PM,syn Tunings Future Background 2: NW 6th Avenue/NW 5th Court & NW 62nd Street P.M. Peak Flour 4— Lane Group EBL EBT WBT N3T Lane Cord uraat ons 'j it+ + . 41 Traffic Volume (vph) 251 495 576 443 FutUre Volume (vph) 251 495 576 443 Tum Type pm+,pt NA NA NA Protected Phases 1 5 2 4 Permitted Phases 8 Detectcr Phase 1 5 2 4 Switch Phase Minimum lniaal (s) 5.0 7.0 7.0 7.0 Minimum Split (s) WI 20.0 20.0 30.0 Total Split (s) 20.0 67.0 47.0 36.0 Total Split (%) 19,0% 63.8% 44,8% 36,2% Yellow Time (s) 4.0 4.0 4.0 4.0 Ail Red Time (s) 2,0 2 0 2.0 2.0 Lust Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead Lay Lead -Lag Optimize? Yes Yes Recall Mode Nola C-Min C-Min dlarne intersection Summary Cycle Length: 105 Actuated Cycle Length' 105 Offset. 29 (28%), Referenced to phase 2:WBT and 6:EBTL. Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 2: NW St Avenue/NW ath Court & NW 62nd Street f Q1� 44 m4 20s I 47s I 38s b4 (R) if 67s I K:IFTL_TPTO1043752006 - Desigr, PlacelCaloslSynohro\NnBaild 2025 PM.syn HCM 201 Q Signalized Intersection Summary Future Background 2: NW 6th Avenue/NW 5th Court & NW 62rtd Street P.M. Peak Dour Movement EBL EBT E R WBL WBT WBR PaBL PJBT NJBR SBL SET SBR Lana CanfguratiiAls '1 ++ 41T4 Traffic Volume (veMI) 251 495 0 0 576 169 422 443 360 0 0 0 Future Volume (vehP) 251 495 0 0 576 169 422 443 360 0 0 0 Number 1 6 16 5 2 12 7 4 14 Initial Q (Ob), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj1.CO 1.00 1.00 0.92 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AO Sat Flow, vehlhiln 1663 1863 0 0 1863 1900 1900 1863 1900 Adj Flaw Rate, vehlh 261 516 0 0 600 170 440 461 375 Aj No. of Lanes 1 2 0 0 2 0 0 2 0 Peak Hour Factor 0.996 0.9E 0.96 D.56 0,96 0.06 0.96 0.96 U.96 Percent Heavy Veh, % 2 2 0 0 2 2 0 2 0 Cap, vehM 442 2056 0 0 1110 327 349 381 324 Arrive 01 Green 0,13 0.77 0.00 0.00 0.56 0.56 0.30 0.30 0,30 Sat Flow, ketifh 1774 3632 0 0 2739 774 1145 1249 1064 Grp Volume{v), vehlh 261 516 0 0 401 375 694 0 582 Grp Sat Flow{s),Vehfh/ln 1774 1770 0 0 1770 1649 1805 0 1553 Q Sonre(g_s), s 8.5 4.3 0.0 0.0 14.9 15.0 32.0 0.0 32,0 Cycle Q Clear(g_c), S 3.5 4.3 0.0 0,0 14.9 15.0 32.0 0.0 32.0 Prop In lane 1.00 0,00 0.00 0.47 0.63 0.64 Lane Grp Cap(c), vehlh 442 2056 0 0 748 698 550 0 504 VfC Ratio(X) 0.59 0.25 0.00 0.00 0,54 0.54 1.26 0,00 1.16 Avail Ca*_a), vehlh 499 2056 0 0 746 698 550 0 504 HCM Platoon Ratio 1.33 1,33 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 0,74 0.74 0,00 0,00 0,94 0,94 1,00 0,00 1.00 Uniform Delay (d). sfveh 14.6 5.5 0.0 0.0 16.5 16.5 36.5 0.0 36.5 [nor Delay 02), sfvah 0.5 0.2 0.0 0.0 2.6 2.6 1313 0_0 90.7 Initial Q Delay(d3),sfveh 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0.0 0.0 °vile Back01Q(50%),vet0In 4.1 2.2 0.0 0,0 708 7.3 360 0.0 27,3 LnGrp Delay(d),siveh 15.0 5.7 0.0 0,0 19.1 19.3 167.8 0.0 127.2 LnGrp LOS t3 A B B F F Approach Vol, voMI 777 776 Approach Delay, stveh 8.8 19,2 Approach LOS A Timer 1 2 1276 149.3 F 5 5 7 8 Assigned Rho 1 2 Phs Duration (G+Y+Rc), s 16.6 50.4 Change Period (Y+Rc), s 6,0 6,0 Max Green Setting (Gmax), s 14.0 41.0 k+1ax Q Cfear Time (g_c+I1), s 10,5 17.0 Green at Time (p_c), s 0.1 3,4 intersection Summary 4 38.0 6.0 32.0 34,0 0.0 6 67.0 6,0 61.0 6.3 3.5 HCM 20010 Ctrs Delay 75.0 HCM 20' 0 LOS E KliFTL_TPTOi,043752000 - Design PlacelCalcslSynchroiNoBu'Id 2025 PM.syn Timirgs Future Background 3: NW 2nd Avenue & NW 62nd StreetlNE 62nd Street P.M, Peak Hol,r Lane G'tup EBL EBT Wet WST NBL NRT NBR SBIL SBT 5RR Lane Configurations Ili }t '1 f to T ' F Traffic Volume (vph) 136 668 71 531 150 435 61 25 161 91 Future Volume (vph) 136 668 71 531 151 435 61 25 161 91 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 7 4 3 6 Permitted Phases 6 2 4 4 8 8 Detector Phase 1 6 5 2 7 4 4 3 8 8 Switch 'hose Minimum initial (s) 6.0 7.0 5.0 7,0 5.0 7,0 7,0 5.0 7,0 7.0 Minimum Split (s) 10.7 25.0 10.7 25.0 10.7 25.0 25.0 10.7 25.0 25.0 Total Split (s) 18.0 72.0 18.0 72.0 18,0 42.0 42.0 18.0 42,0 z2,0 Total Split (%) 12.0% 48.0% 12.0% 48.0% 12,0% 26.0% 2.8.0% 12,0% 2a.o% 28.0% Yellow Erne s) 3.7 4,01 3.7 4.0 3.7 4,0 4,0 3.7 4.0 4.0 Ali -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2,0 2,0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0_b n.0 0.0 0.4 D.D 0.0 0.0 0,0 0.0 Total Last Time (s) 6.7 6.4 5,7 6.0 5.7 6.4 6,0 5.7 6.0 6.0 LeadlLag Lead Lag Lead tag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes "es Yes Yes Yes Recall Mode None 0-Min None C-Min None None None None None None ,Intersection Summary Cycle Length:160 Actuated Cycle Length: 150 Offset 16 (11 %), Referenced to phase 2:ABTL and 6:EBTL, Start of Green Natural Cycle: 75 Control Type: Actuated- nordilta1ed Splits and Phases: 3: NW 2nd Avenue & NW 62nd Street/NE 62nd Street "tl 1 43 fall INIP..o3 I co - IS s 72s 1 18s 1 -42s f 1 Ts I 72s 1 18s 1 42s i 1 K\FTL_TPTD11143752000 - Design Place\CalcsiSynchro\NoBuild 2025 PM. syrr FILM 2010 Signaiized Intersection Summary Future Background 3: NW 2rtd Avenue 8& NW 62nd Street/NE e2nd Street P.M. Peak Hour - - ► 4--\b. 4/ Movement EBL EBT EBR WBL WBT 1NBR NBL NBT NISR Sf3L SST SBR Lane Ccmfigurations fl �' '' Traffic 'v'elume (vehlh) 136 668 147 71 531 35 150 435 61 25 161 91 Future Volume (vehf h) 138 656 147 71 531 35 150 435 61 25 151 91 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q(Qb), von 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 f1.96 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 i10 1.00 1,00 Adj SaViow, vehlh/in 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 AdT Flow Rate, vehlh 142 696 153 74 553 36 156 453 64 26 168 95 Adj No Di' Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Peak Hour Factor 0.96 G 96 0.96 4.96 0.96 0.96 0.86 0.96 0.96 0.85 0,96 0.9E Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vetch 523 1581 347 308 1789 116 303 447 370 87 335 277 Arrive On Green 0,07 0.73 0.73 O,C4 0,71 0,71 0.08 0.24 0.24 0.02 0.18 0.18 Sat Flow, vehltn 1771 2873 631 1774 3366 219 1774 1863 1542 1774 1853 1540 Grp Volume(+r), vehlh 142 428 421 74 290 299 156 453 64 26 168 95 Grp Sat Flow(s),ve l lhiln 1774 1770 1735 1774 1770 1815 1774 1853 1542 1774 1663 1540 Q Serveg_,sp, s 6.5 14.4 14.4 2.9 9.2 9.3 10.5 36.0 4.9 1.8 12.2 8,1 Cycle Q Gilear(g_e), s 5.5 14.4 14.4 2,9 9,2 9.3 10 5 36.0 4.9 1.8 12.2 8.1 Prop In Lane 1.00 0.36 1.00 0.12 1.00 1.00 1.00 1.00 Lane Grp Cap(e). vehlh 523 974 954 398 940 964 303 447 370 87 335 277 VfC Ratio(X) 0.27 0.44 0.44 0.19 0.31 0.31 0.51 1,01 0,17 0,30 0.50 0.34 Avail Cap(c_a), vehlh 579 974 954 487 940 964 303 447 370 193 447 370 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.013 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.9E 0.90 0.60 0.60 1.CC 1,00 1,00 1.00 1.00 1.00 Uniform Delay(d), shah 14,3 11.0 11.0 15.3 11.7 11.7 44.0 57_0 45.2 50.9 55.4 53.7 Incl. Delay (d2), shah 0.1 1.4 1.4 0.1 0.5 0,5 0.7 45.9 0,2 117 0,9 0.5 Initial Q Delay(d3},srveh 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0,0 %ile BackOfQ(5090,ve. rllrr 2.7 7.3 7.2 1.4 4.8 4.7 5,2 24.2 2.1 0,9 6.4 3.5 LnGrpDelay(d).sfveh 14.4 12.4 12,4 15.3 12,2 12.2 44.6 103.0 45.4 51.6 56.3 54.3 LnGrp LOS B B 8 B B B 0 F DDED ApproachVoh. vel-fh 991 663 673 269 Approach Delay, shah 12.7 12.5 84.0 55,2 Approach LOS B B F B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Fhs Duration (G+Y+Rc), s 13.3 85.7 9.0 42.0 10.5 88.5 18.0 33.0 Change Period (Y+Re), s * 5.7 6.0 * 5,7 6,0 * 5,7 6,0 * 5.7 6.0 Max Green Setting (Galax), s *12 66.0 *12 36.0 ' 12 66.0 "12 36.0 Max Q ClitarTime (g_c+I1), $ 7.5 11.3 3.8 38.0 4.9 16.4 12,5 14.2 Green Ext lime (p_c), s 0.1 3.6 0.0 0,0 0.0 3.8 0.0 3.6 Intersection Summary - - HCM 2010 Ctr1 Defay 35.7 HCM 20' 0 LOS 0 Notes K: FTL_TRTO1043752000 - Design PlacelCalcslSynchroll oBuild 2025 PM.syn 'imings Future Background 4: NE 2nd Avenue & NE 62rnd Street & NE 61st Street P_M. Peal s Hour 4\ t Lane Group FB_2 ERT EBR NBL NBT SBL SBT Sat SWR Lane Cantigurationsi +1 414. 4 ' fir Traffic Volume (vph) 145 243 123 85 709 60 317 48 286 Future Volume (vph) 145 248 123 85 709 &I 317 48 286 Turn Type pm+pt NA Perm Perri NA Perm NA pm+pt Perm Protected Phases 3 8 6 2 7 Permitted Phases 8 8 6 2 4 4 Detector Phase 3 8 8 6 6 2 2 7 4 Switch Phaso Minimum Initial (s) 5.0 7.D 7.0 7.0 7.0 7.0 7,0 5.0 7,0 Minimum 5piit (s) 10.7 25.0 25.0 41.0 41.0 41.0 41.0 10.7 25.0 Total Stalit (s) 20.0 35.0 35.0 65.0 65.0 65.0 65.0 20.0 35,0 Total Split (%) 16.7% 29.2% 29.2% 54,2% 54.2% 54.2% 54,2% 16,7% 29.2% Yellow Time (s) 3.71 4,0 4.0 4.D 4.0 4.0 4,0 3.7 4,0 Ail -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Last Trne Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.7 6.0 6,0 6,0 6.0 5,7 6,0 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None C-Min C-Min O-Min C-MIn None None Interaction Summary Cycle Length: 120 ActuaIEd Cycle Length 120 Offset: 87 (73%). Referenced to phi 2;SBTL and 6:NBTL, Star't of Green Natural Cycle: 80 Control Type: Actuated -Coordinated bolus ana I-nases: 4: Nt zn❑ Adenue ,14 INt btrlr] ,tr i d& NC 0lar w-ear Jr oa f) t3 r> 65 s 1 20 s 1 35 s 1 55s 1 2As 1 35s i KAF'tL_TF'TO1043752000 - Design Pura' Calcs'iSynchroltdot3uild 2D25 PM.syn HCM Signalized Intersection Capacity Analysis Future Background 4: NE 2nd Avenue & NE 62nd Street & NE 69st Street P.M. Peak Hour J Movement EBL2 EBT EBR NBL NET NBR2 SBL SOT SBR SWL SWR Lane Configurations 1 St r 41. 1 rr Traffic Volume (will) 145 248 123 85 709 29 60 317 133 48 286 Future Volume (vph) 145 248 123 85 709 29 60 317 133 48 286 Ideal Flow (vphp9 1900 1900 1900 1900 1900 1900 1900 1900 1900 19)0 1900 Total Lust time (s) 5.7 6.0 6.0 6,0 6,0 5.7 6,0 Lane Util, Factor 1,C0 0.95 1,00 0,95 0.95 1.00 0.88 Frpb, ped/bikes 1.00 1,00 0.96 1,00 0.99 1.00 1.00 Flpb, Nil/bikes 0.98 1.00 1.00 1.00 1,00 0,99 1,00 Rt. 1.00 1.00 0.85 0.99 0.96 1.00 0.85 Flt ProfectYF 0.95 1.00 1.00 0.99 0.99 0.995 1.00 Sad. Flow (prat) 1738 3539 1556 3496 3356 1760 2787 Flt Permitted 0.95 1.00 1.00 0.81 0.74 0.95 1.00 Sato. Flow (perm) 173a 3539 1566 2842 2497 1760 2787 Peak -hair factor, PHF 0,94 0.94 0_94 0.94 0,94 0.94 4.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 154 264 131 A0 754 31 64 337 141 51 304 RTOR Reduction (vph) 0 0 103 0 32 0 0 24 0 0 0 Lane Group Flow (vph) 154 284 28 0 843 0 0 518 0 51 304 Conti Pads. (#/hr) 10 3 14 21 21 14 3 Confl. Bikes (#,rhr} 4 Tum Type pmt NA Perm Perrn NA Perm NA pm+pt Perm Protected Phases 3 8 6 2 7 Permitted Lases 8 8 6 2 4 4 Actuated Green. G (s) 36.8 25,2 25,2 71,2 71.2 24.9 19.0 Effective Grew, g (s) 36.8 25.2 25.2 71.2 71.2 24.9 19.0 Actuated got Ratio 0.31 0.21 0.21 0,59 0.59 0.21 0.16 Cicerone Tmc (s) 6.7 6.0 6.0 6.0 6,0 5.7 6,0 Vehicle Extension (s) 2,0 2,5 2.5 1,0 1.0 2.0 2.5 Large Grp Cap (vph) 532 743 326 1686 1481 365 441 vls Ratio Prot c0.03 0.07 0.01 Ws Ratio Perm 0.03 0.02 c0.30 0.21 0,02 c4,11 vlc Ratio 0.22 0,36 0,08 0.50 0,35 0.14 0.69 Uniform Delay, di 31.8 40.5 38.1 14.1 12.5 38-8 47.7 Progression Favor 1.00 1,00 1,00 0.93 1.00 1,00 1.00 Incremental Delay, d2 0.1 0,2 0.1 1.0 0.7 0.1 4.1 Delay (s) 31.8 40.7 38.2 14,1 13.2 38.9 51.8 Level of Service C 0 D B B D G Approach? Delay (s) 376 14.1 13.2 49.9 Approach LOS 0 B B D Intersec ort Summary HCM 2000 Control Delay 24.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length (sj 120.0 Sum of lost time (s) 17,7 fniersection Capacity Utilization 97.8% ICU Level of Service Analysis Period (min) 15 c Critical Lane Gaup l :\FTL_TPTO1043752000- Design PlacelCalcs'Synahro +loBuild 2025 PM,syn Timings Future Background 5. Biscayne Boulevard & NE 62nd Street P.M. Peak Hour 1- I Lane Group 1 WI3T NBL NBT SOL SBT Lane Configurations 4") 11 ♦ ft Traffic Volume (vph) 2 105 1531 16 1097 Future Volume (vph) 2 105 1531 16 1097 Turn Type NA pm+pt NA Pe•m NA Protected Phases 4 1 6 2 Permitted phases fi 2 Detector F'IKase 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 5.0 14,0 14,0 14.0 Minimum Split (s) 22,5 11.0 22,5 22,5 22,5 Tata! Split (s) 45.0 19.0 115.0 96.0 96.0 Total Split (%) 25.1 6 11,9% 71.9% 60,0% 60.0% Yellow Time (5) 4.0 4.0 4,0 4.0 4.0 All -Red Time (s) 2.4 2.0 2.3 2.3 2.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Led Time (s) 6.4 6.0 6.3 6.3 6.3 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes. Yes Yes Recall Mode None None C-Mln C-hlin C-Mini Intersedon Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset; 110 (6994), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 65 Control Type; Actuated -Coordinated Svlits and Phases: 5: Biscayne Boulevard & NE 62nd Stre€t `'► o I aJ 0 19s 96s i 45s 1 I 1155 _ K:tFTL_TPTD C43752riCO - Design PlaeeiCalrslSynchrulhla8uild 2025 PM.syn HCM 2010 Signalized Intersection Summary Future Background 5: Biscayne Batalevard & NE 62nd Street P.M. Peak Hour 4 f .' Movement EEL EBT EBR Vd3L wad- 'BR NEL NBT N R SBL SBT SBR Larne Configurations #11 11 tip Traffic Vo fume (vehih) 0 0 0 2 2 11 105 1531 4 16 1097 90 Future Volume (vehh) 0 0 0 2 2 11 105 1531 4 16 1097 90 Number 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A bT) 1.00 0.95 1.00 0.97 1.0D 0.98 Parking Bus, Adj 1,00 1.O3 1,00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhiln 1900 1863 1900 1863 16663 1900 1853 1863 1900 Adj Flow Rate, vehlh 2 2 12 113 1646 4 17 1180 97 Adj Nn. of Lanes 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0 93 0 93 0.93 0,93 0.93 0.93 0.93 0,93 0.93 Percent Heavy Veh, % 0 2 0 2 2 2 2 2 2 Cap, vehlh 20 20 33 458 3254 8 295 2744 225 Arrive On Green 0.02 0.O2 0.02 0.04 1.00 1.00 1.00 1.00 1.00 Sat Flow, vehfh 909 909 1496 1774 3622 9 301 3307 271 Grp Voleme(v), vehfh 4 0 12 113 804 646 17 631 646 Grp Sat Flews),vehlhvin 1817 0 1496 1774 1770 1861 301 1770 1809 02 Serve(g_s), s 0.3 0,0 1.3 1.4 0.0 0.0 0.0 0.0 0.0 Cycle Q Cleartg c), s 0.3 0.ft 1.3 1.4 0.0 0.0 0.0 O.0 0.0 Prop In Larne 0.50 1.00 1,00 0.00 1,0O 0.15 Lane Grp Cap(c), vehih 40 0 33 45B 1590 1672 295 146E 1501 WC Ratio(X 03 0.00 0.36 0.25 O,51 0.51 0,06 D.43 0.43 Avail Cap(c_a), vehdh 438 0 361 547 1590 1672 295 1468 1501 HCM Platoon Ratio 1.00 1.00 1.0O 1.13 1.33 1.33 1.33 1.33 1.33 Upstream Filier(i) 1.00 0.00 1.00 0.75 0.75 0.75 1.00 1.00 1.00 Uniform Delay (d), srveh 76.6 0.0 77.1 1.4 0.0 0.0 0.0 11O 0,O Incr Delay {d2), slvetr 0.8 0.0 4.8 0.1 0.9 0.8 0.4 0.9 0.9 Iihai 0 De1ay(d4sfveh O.0 0.0 0.0 0.0 0.0 0.0 0.O 0.0 0.0 %II Back0f0(50%),veliJIrti 0.2 0.0 0.6 0.7 0.4 0,4 0.0 0.4 0.4 LnGrp 17elay(d),slvah 77.4 O,{t 81,9 1,5 0,9 0,8 0,4 0.9 0.9 LnGrp LOS E F A A A A A A Approach Vol, vehJi 16 1703 1294 Approach Delay, siveh 80.8 0.9 0.9 Approach LOS F A A Timer 1 2 3 4 5 8 7 8 Assigned Phs 1 2 4 6 Phs Duration (34Y+Rc), s 11.0 139,1 10.0 150_0 Change Pedal (Y+Ro), s 6,0 *6 3 6.4 * 6.3 Max Green Setting (Gm* s 13.0 " 90 35.5 -1,1 E2 Max Q Clear Time (g_c+11), s 3.4 2.0 3.3 2.0 Green Est Time (p _), s 0.1 12,5 0.0 12.5 Intersection Summary HCM 2010 Ctri Delay HCM 2010 LOS Notes 1.3 A K:IFTLL PTO 0437520OO - Design °1ecelCalcs1SynchrolNoBuid 2025 FM.syn Timings Future Background 6: Biscayne Boulevard & NE 61 st Street P.M. Peak Hour t Lane Group EBL EPT WEL WAR NBT SBL 5 T Lane Configurations ` t Traffic Volume (vph)i 108 16 22 21 1502 5 1127 Future Volume (vph) 108 16 22 21 1502 5 1127 Turn Tppe Split NA Prot Perin NA print+pl NA Protected Phases 8 8 7 6 5 2 Permitted Phases 7 2 Oetecicr Phase 8 8 7 7 6 5 2 Switch Phase Msnimum initial (s) 7.0 7.0 7.0 i.0 7.0 5.0 7.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 11.0 225 Total Split (s) 30.0 30.0 30.0 30.0 33,0 17.0 100.0 Total Split (%) 18,8% 18.8% 18,8% 18,8% 51,9% 1a,6% 62.5% Yellow Time {sj 4.0 4.0 4,0 4.0 4,0 4.0 4,0 All -Red Time (s) 2.5 2.5 2.5 2.5 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0,0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 6.6 6.5 0.0 6.0 6.0 Lead/Lag Lag Lag Lead Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None C-Min None C-Min Intersection Summary Cycle Length:160 Actuated Cycle Length:160 Offset: P8 (G19 ), Referenced to phase 2:SBTL and G:NBT, Siert of Green Natural Cycle: 110 Control Type: Actuated -Coordinated splits and Phases: 6: Biscavne Boulevard & NE 61 st Street 02 fR) . 167 €i 100s ( 34s ( 30s 03 } 1(R) o 17s I M 8 s K: FTL_TPTO1043752000 - Design PIa \CalrslSynehroiNOBuild 2025 PM,eyn HCM 2010 Signalized Itltersection Summary Future Background 6: Biscayne Bouievard & NE 61st Street P,M. Peak Hour Movement EEL ERT E$R WBL WET WER NE}L NET NER EEL SET SEAR Lane Configurations 1 i.► li r 'to 1 14 Tragic Volume (vehfh) 108 16 61 22 0 21 0 1502 14 5 1127 0 Future Volume (vehfh) 108 16 61 22 0 21 0 1502 14 5 1127 0 Number 3 S 18 7 4 14 1 5 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 17 Ped-Bike Adj(kpbT) 1.00 0.97 1,00 1.00 1.00 0,97 1.00 1,00 Parking Bus, Adj 1.00 1.00 1,00 1.00 1.00 1.00 1,00 1,00 1.00 1.00 1,00 1.00 Adj Sat Flow. vehfhMln 1863 1863 1900 1863 0 1363 0 1863 1900 1853 1863 0 Adj Flow Rate, vehih 115 17 65 23 0 22 0 1598 15 5 1199 0 Adj No. of Lanes 1 1 0 1 0 1 0 2 0 1 2 0 Peak Hour Factor 0_94 0,64 0.94 0.94 094 0.94 0.94 0,94 094 0.94 094 0.94 Percent Heavy Veh, % 2 2 2 2 0 2 0 2 2 2 2 0 Cap, vehih 144 27 103 0 0 0 0 2862 27 305 2975 0 Arrive On Green O.C8 0.05 0.08 0.00 0.00 0.00 0.00 1.00 1.00 0.01 1.00 0.00 Sat Flow, vehdh 1774 331 1264 0 0 3685 34 1774 3632 0 Grp VoEume(v), vehih 115 0 82 0.0 0 77 826 5 1199 0 Grp Sat Flow(s),veh(1k in 1774 0 1595 0 1770 1856 1774 1770 0 Q Serve(g_s), s 10.2 0.0 8.0 0,0 0.0 0,0 0.1 0,0 0.0 Cycle Q Crear(g_c), s 102 0,0 8.0 0.0 0.0 0.0 C1.1 0.0 0.0 Prop In Lane 1.00 0,70 0,00 0.02 1,00 0,00 Lane Grp Cap(c), vehfh 144 0 130 0 1410 1478 305 2975 0 VIC Rato(X) 0 80 0.00 0.53 100 0.58 0.56 0.02 0.40 0_00 Avail Cap(c_a), vehlh 261 0 234 0 1410 1478 416 2975 0 HCM Platoon Ratio 1,03 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.00 Upstream Filler(1) 1.03 0,00 1.00 0.00 1.00 1.00 0.39 0.89 0.00 Uniform Delay (d), sfvel) 72.2 0.0 71.2 0.0 0.0 0.0 2.7 0.0 0.0 Incr Delay (d2), adveh 7.3 0,0 3,7 0.0 1.6 1.5 C.0 0.4 0.0 Inl ial 0 Delay{d3),sfveh 0.0 0.0 0.0 0.0 0.0 a.o 0.0 0.0 0.0 %Ile BackOfO(50%),vehlln 5.3 0.0 3.6 0.0 0.6 0.6 0.0 0.2 0.0 LnGrp Usilny(d),shreh 79.4 0.0 74,9 00 1.6 1.5 2.7 0 4 0.0 LnGrp LOS E E A A A A Approach Vol, velilh 197 1613 1204 Approach Delay, siveh 77.6 1.6 0.4 Approach LOS E A A Timer 1 2 3 4 5 6 7 5 Assigned Phs 2 5 6 B Phs Duralin (G+Y+Rc), s 140.5 7.0 133.5 19.5 Change Period (Y+Rc), s 6,0 6.0 6,0 6.5 Max Green Setting (Grnax), s 94.0 11,0 77,0 23.5 Max Q Clear Time (g c+I1), s 2.0 2.1 2,0 12.2 Green BO Time (pc), s 12.5 0.0 12.4 0,4 Intersec#on Summary HCM 2010 Cfri Delay 6,1 HGM 2010 LOS A l(:1FTL_ T PTO\\043752000 - De3ign 3Iaee4Calcs 5yrichroiNollaild 2025 PM.syn Timings Future Background 7: NE 2nd Avenue & NE 59th Street P.M Peak Haair Lane Croup EBL EBT ERR WEL WET NEL IkBT SEL SET Lane Configurations hl + 4. 4t Traffic Volume (uph) 32 22 35 17 25 49 714 33 363 Future Volume (vph) 52 22 35 17 25 49 714 33 363 rum Type Perin NA Perin Perin NA Perris NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 8 4 6 2 Detector Phase 8 8 8 4 4 6 6 2 2 Switch Phase Minimum, Initial (s) 7.0 7,0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 28.0 28.0 20.0 28.0 28.0 27.0 27.0 27.0 27.0 Total Split (s) 60.0 6Q.0 6t}.0 60.0 60.0 60,0 00.0 60.0 60.0 Total Split (%) 50.C% 50,09E 50,0% 50.0% 50.0% 50,0% 50.0% 50.0% 50.0% Yellow Time (s) &.0 4.0 4.0 4.0 4.0 4,0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost 1 me Adjust (s) 0.0 0.0 0.0 0.0 0,0 0.0 Total Lost Time (s) e_0 5.0 6.0 6.0 6.0 6.0 Leadlag Lead -Lag Optimize? Recall Mode None hlaoe None Ncne None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 73 (61%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cyder 55 Control Type: Actuated -Coordinated Svlits and Phases: 7: NE 2nd Avenue & NE 59th Street d 2 fit) 04 Go f d,60s GO 1 GO I IK:\FTL_TPTC1043752f}0d - pest Plae0Calcs1SynchrolNa8uild 2025 PM syrn HCM 201 0 Signalized Irtersectian Summary Future Background 7: NE 2nd Avenue & NE 59th Street. P.M. Peak Hour kk.f p ' : 1 Movement EEL EBT EBR WBL WET WEIR NEL NBT NBR S3L SET SER Lane Configurations ` r 4 411. 4 Traffic (veturhi 62 22 35 7 25 83 49 714 38 33 363 41 Future Volume (+vehth) 52 22 35 '7 25 83 49 714 38 33 363 41 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q(Qb), v h 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Ad1(A_pbT) 0,97 0.95 0.96 0.95 0.98 0.94 029 0.94 Parking Bus, Adj 1.00 1.00 1.00 1..30 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 Ad) Sat Flow, vehihiln 1853 1863 1863 1900 1853 1900 1900 1863 1900 1900 1863 1900 Al! Flow Rate, vehrh 70 25 40 19 28 94 56 811 43 33 412 47 Al No. of Lanes 1 1 1 0 1 0 0 2 0 0 2 0 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.• 0.88 0.88 0.88 0.88 Percent Heavy Veh, 140 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vohJh 206 283 229 52 61 158 160 2255 118 182 1950 224 Arrive Cn Green 0,15 0.15 0,15 0.15 0.15 0.15 0,99 0.99 0.99 0.99 0.99 0.99 Sat Flow, vehlh 1227 1863 1508 121 400 1042 189 3015 158 197 2607 300 Grp Volurre(v),vehrh 70 25 40 141 0 0 460 0 450 243 0 254 Grp Sat Flow(s),veh 14n 1227 1863 1508 1562 0 0 1686 0 1656 1433 0 1621 f Serve(g _s), s 0.4 1.4 2.8 2, 3 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.1 Cycle Q Ciear(g , s 10.3 1.4 2,3 9.0 0.0 0,0 0,2 0,0 03 0.1 0.0 0.1 Prop 1n Lane 1,00 1.00 0.13 0.67 0.12 0.10 0.16 0.18 Lane Grj Cap(c), vehfh 205 283 229 271 0 0 1295 0 1238 1144 0 1212 VOC Ratio(X) 0,34 0.09 0.17 0,52 0.00 0.00 0.36 0.00 0.36 0.21 0.00 0.21 Avail Cap(c_a), vehth 572 838 679 727 0 0 1295 0 1238 1144 0 1212 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I). 1.OD 1.00 1.00 1.00 ©.00 0.00 1.00 0.00 1.00 0.95 0.00 0.95 Uniform Delay (d), stveh 47.6 43.7 44,3 47.3 0,0 0.0 0,1 0.0 0.1 0,1 0.0 0.1 Ina Delay (d2), shell 01.7 0.1 0.3 1.1 0.0 0.0 0.8 0.0 0.8 0.4 0.0 0.4 initial Q Delay(d3),sfveh 0.0 0.0 0.0 0,0 0,0 0.0 0.0 0.0 0.0 0,0 0.0 0,0 %ile BackOtQ(50%),u Jln 2.2 0.7 1.2 4.4 0.0 0.0 0.4 0.0 0.4 0.2 0.0 0.2 Lrerp Delay(d),s/veh 43,4 43,8 44.6 48.4 0.0 0.0 0.8 0.0 0.9 0,5 0.0 0.5 LnGrp LDS _ DDDD A A A A Aroac7 Vol, vea 136 141 910 497 Appraacn Delay„ s#veh 46.4 484 0.9 0,5 Approach LOS 0 D .A A Tinier 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 95.8 24,2 95,8 24.2 Change Period ?+Rc , a 8.0 6.0 6,0 5.0 Max Green Setting (Grnax), s 54.0 54.0 54,0 54.0 Max Q Clear Time (g e+11 ), s 2.1 11.9 2.3 12.3 Green Ekt Time (p_c), s 3,8 1.2 3.8 1.2 Intersection Sumnfia HCM 2010Ckr1Delay 8.4 HCM20f0 LOS A 10FTL_TPTO1043752000 - Design Place Calcs4Synchro NloBuild 2025 PM.syn Timirgs Future Background 8' NW 6th Court & NW 54th Street P.M. Peak Hour t Lane Group EBT WBL WBT NBT SEL SOT SBI Lane Configurations ft 4+ 43 4 r Traffic Volume (vph) 786 6 541 0 108 39 91 Future Volume (vph) 786 6 541 0 108 39 91 Turn -Noe NA Perm NA NA Split NA Prot Protected Phases 6 2 4 3 3 3 Permitted Phases 2 Detach. Phase 6 2 2 4 3 3 3 Switch Phase Minimum Initial (s) 7,0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Spilt (s) 31.0 31.0 31.0 13.0 13,0 13,0 13.0 Total Split (s) 79.0 79.0 79.0 16,0 15.0 15.0 15.0 Total Split (%). 71.8% 71.B% 71.8% 14.5% 13.6% 13.6% 13.6% Yellow Time {s) 4.0 4.0 4.0 4,0 4,0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 LeadlLaag Lag Lead Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Recall triode None C•Min C-Min None plane None None Intersection Summery Cycle Length: 11G Actuated Cycle Length: 110 Offset:100 (91 %), [Referenced le phase 2:W1311-, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 0: N4V 61h Court & NW 54th Street 1 ci2 0) a3 l 0 79S 15s J 16s r 6 K:iFTL_TPT01043752000 - Design PIaclCalca\Synchro1NaBuild 2025 PM.syn HCM SignaHized Intersection Capacity Analysis Future Background B: NW 6th Court & NW 54th Street P.M. Peat; Hour 11' 1- f I Movement EEL EBT EBR WBL VET 'WER Nal. NET E'ER S3L SET SBR Lane Configurations igurations St. ''- 1 4 r Traffic 'Volume (vptr) 0 786 18 6 541 0 3 0 25 108 39 91 Future Volume (vph) 0 786 15 a 541 0 3 0 25 106 39 91 ideal Flow ('rptipl) 19C0 1900 1900 1900 1900 1900 1900 1900 1900 1900 19011 1900 Total Last time (s) 6,0 6,0 5,0 6.0 6,0 6.0 Lane Util, Factor 0.95 0.95 1.00 0.95 0.95 1.00 Frpb, pedibikes 1.00 1,00 0,98 1.00 1.00 1.00 F1pb, ped/bikes 1.00 1.00 1,00 1.00 1,00 1.00 Frt 1.00 1.00 0.88 1.00 1.00 0.85 Fit Protected 1.00 1.00 0.99 0_05 0.98 1.00 Satd. Flaw (prat) 3522 3537 1600 1661 1729 1583 Fit Permitted 1.00 n.95 0,99 0 95 0.98 1.00 Said. Flour (peon) 3522 3352 1600 1631 1729 1583 Peak -hour factor, PHF 0.96 0.95 0.96 0,96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 819 19 6 564 0 3 0 26 112 41 95 RTOR Reduction (vph) 0 1 0 0 0 0 0 28 0 0 0 86 Lane Group Flow (vptr) 0 B37 fl 0 570 0 0 1 0 76 73 9 Canfl. Pods. (#fhr) 34 17 17 34 1 1 Confi. Bikes (#fhr) 12 10 Turn Type NA Perm NA Split NA Split NA Prot Protected Phases 0 2 4 4 3 3 3 Permitted Phases 2 Actuated Green. to (s) 77,7 77.7 4.2 10.1 10.1 10.1 Effective Green, g (s) 77.7 77.7 4.2 10.1 10.1 10.1 Actuated gIC Ratio 0.71 0.71 0.04 0.09 0.09 0.09 Clearance Time (s) 6,0 6.0 6.0 0_0 6.0 6,0 Vehicle Extension f,$)ti 1,0 1.0 2,5 2,5 2.5 2,55 Larne Grp Cap (vph) 2487 2367 61 154 158 145 vis Ratio Prot c0.24 c0.00 c0.05 0.05 0.01 vls Ratio Perm 0.17 vic Ratio 0.34 0.24 0.02 0.49 0.49 0.06 Uniform Delay, d1 6.2 5.7 50.9 47,5 47-5 45.6 Progression Factor 1.00 0,66 1,00 1.00 1.00 1.00 Incremental Delay, d2 0.0 0.2 0.1 1.8 1.0 0.1 Delay (sl 6_3 4.0 51.0 49.3 49.3 45.7 Level of Service A A D L7 ID ) Approac, Delay (s) 6,3 4.0 51.0 47,9 Apprraa1 LOS A A D ID intorsecfion Summary HCM 2060 Control Delay 12.4 HCM 2000 Volume to Capacity ratio 0.34 Actuated Cycle Length (s) 110.0 intersection Capacity Utilization 47.5% Analysis Period (min) 15 c Critical Lane Group HCM 2000 Leve[ of Service Sum of lost time (s) rCii Level of Service B 18,0 A I ,IFTL_TTC1043752000- Design Flace}CaIc4Syncro4,NoBu[Id 2025 PM.syn Timings Future Background g. NW 6th Avenue & NW 54th Street P.M, Peak Hour t Lane G'oup EBL ERT ERR WRL WB T:. NipT Lane Configurations ' r 41, 4 Traffic Volume (vph) 240 657 6 10 534 59 Future Volume (vph) 240 657 £ 10 534 59 Turn Type Perm NA Perm Perm NA NA Protected Phases 6 2 4 Permitted Phases 6 6 2 Detector Phase 6 6 6 2 2 4 Sw tch Phase Minimum Initial (s) 16.0 16.0 16.0 16.0 16.0 7.0 Minimum Split (s) 22.0 22.0 22.0 22.0 22.a 13.0 Total Split (s) 74.0 74.0 74.0 74,0 74,0 36.0 Total Split (%) 67.3% 67.3% 67,3% 67.3% 67.3% 32.7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 AP -.Red Time (s) 2,0 2.0 2.0 2.0 2.0 2.0 Last lime Adjust (s) 0.0 0,0 0.0 0.0 Total Last Time (s) 6,0 6,0 6.0 6,0 Lean/Lag Lead -Lag Optimize? Recall MM14de GMirt C-Min C-Min C-tulip C-Min None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset; 36 07%), Referenced to phase 2-,INBTL and 6: EBTL, Start of Green Natural Cycle:45 Control Type: Actuated -Coordinated Spits and Phases: 9. NW 6th Avenue & NW 54th Street 1d Zf�) Ic f 74 s 1 s I 1-b6ill) t 74s I K:IFTL_TPT01043752000 - Design Placo\Calcs4SynchrolNoBuild 2025 PM.syn HCIUI 2010 Signalized Intersection Summary Future Background 9: NW Lath Avenue & N1N 54th Street P.M. Peak Hour Mravement EEL EBT EBR WBL WBT WER NBL NBT NBR S3L SBT SBR Lane Configurations 4+ T ► Traffic Volume (vehlh) 240 657 6 '0 534 196 1 59 11 0 0 0 Future VVoiurnc (vehfll) 240 657 6 ' 0 534 196 1 59 11 0 0 0 IJumber 1 6 16 5 2 12 7 4 14 Initial Q (Qbj , veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.95 0.99 0,97 1,00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 Adj Sat 7Iow, vehlhlln 1900 1863 1863 1900 1863 1900 1900 1868 1901 Adj Flow Rate, vehih 250 684 6 10 556 204 1 61 11 Adj No. of Lanes 0 2 1 0 2 0 0 1 0 Peak Hour Factor 0.96 0.96 0,96 0.96 0.96 0,96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 0 2 0 Cap, voWh 649 1343 1257 48 2038 738 1 86 15 Arrive On Green 1.00 1.00 1.00 1,00 1.00 1.00 0.06 0.06 0.0E Sat Flaw, voh h 609 1610 1507 17 2443 884 25 1513 273 GrpVolume(v).vehfh 250 584 6 422 0 348 73 0 0 Grp Sat Flow(s),vetithiln 899 1610 1507 1837 0 1506 1810 0 0 0 Serve(g,$), s 0.0 0.0 0.0 0.0 0.0 0.0 4.4 0.0 0.0 ycle QClear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 4.4 0,0 0,0 Prop In Lane 1.00 1,00 D,02 0.59 0.01 0.15 Lane Grp Cap(c), veh117 640 1343 1257 15E6 0 1258 103 0 0 VIC Ratio ) 0.39 0.51 0,00 0,27 0,00 0.28 0.71 0.0D 0.00 Avail Cap(c_a), veh h 649 1343 1257 1556 0 1259 494 0 0 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1,00 1.00 1,00 Upstream Filter(I) 0.95 0.95 0.95 0.97 0.00 0.97 1.00 0.00 0.00 Uniform Delay (d), slveh 0,0 0,0 0,0 0,0 0,0 0.0 51.0 0.0 0.0 Incr Delay (d2), sfveh 1.6 1.3 0.0 04 0.0 0.5 6.5 0.0 0.0 Initial Q Delay(d3),s{veh 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 °file BackCfQ(50%),vehlln 0.3 0.5 0.0 0.2 0.0 0.2 2 4 0.0 0.0 LnGrpD Iay(dl,s(veh 1-5 1,3 0.0 0.4 0.0 0.5 575 0.0 0.0 LnGro LOS A A A A A E Approach Vol, vetu'h 940 770 73 Approach delay, slveh 1,4 0.5 57.5 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 97.8 12.2 97.6 Change period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 68.0 30,0 68,0 Max Q Clear Time (g_c+11), s 2.0 6.4 2,0 Green Ext Time (p_c), s 6.3 0.3 6,3 1nterseclen Summary HCM 2010 Ctrt Delay 3.3 HCM 2010LOS A K:IFTL_TPTO1043752D00 - Design Place&CaIcslSynchrdthloBuild 2025 PM. yn Timings Future Background 10: NW 2nd Avenue & NW 54th Street P.M. Peak Hour Lane woof C 4-- 4\ t fik \b f f3L ERT WRL WBT NRL NBT NBR SBL SBT SRR Lane Configurations 111 fll I I+ 1 1 ri 1 #' If Traffic Volume (v+ph) 171 511 70 562 34 328 77 36 179 84 Future Volume (vph) 171 511 70 562 34 328 77 36 179 84 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Perm Protected Phases 6 2 4 8 Perrnitted Phases 6 2 4 4 8 8 Detector Phase 6 6 2 2 4 4 4 8 8 8 Switch Phase Miniroum Initial (s) 7,0 7.0 7.0 7.0 7.0 7,0 7,0 7.0 7,0 7.0 Minlmu-n Split (s) 2'.4 23.4 23.4 23.4 25.0 25.0 25.0 25.0 25.0 25.0 Total Split (s) 101,0 101,0 101,0 101.0 49.0 49.0 49.0 49,0 49,0 49.0 Total Split (%) 67,3% 67.3% 67,3% 67.3% 32.7% 32.7% 32.7% 32.7% 32,7% 32.7% Yellow rime (s) 4,4 4.4 4,4 4,4 4.4 4.0 4.0 4,0 4,0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 D.0 0.0 0.0 0.0 Total Lost Tirne .0) 6,4 6.4 6.4 6.4 6.0 6.0 6.0 6,0 0,0 6,0 LeadILng Lead -Lag Optimize? Recall Mode C-Min C-Min C-Mtn C-Min None Nona None None None None Intersection Summary Cycle Length: 150 Actuated Cycle Length: 160 Offset: 58 (45%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle; 60 Control Type: Actuated -Coordinated Sdits and Phases: 10: NW 2nd Avenue & NW 54th Street 0Z) Imo 101s 1 I49s I 1 4 R 6.t )� lois I 1149s I 1 K:IFTL_TPTGI043752000 r Design PIace1CalcslSynchrclNol3uild 2025 PM.syn HCM 201 f3 Signalized intersection Summary Future Background 10: NW 2nd Avenue & NW 54th Street P.M. Peak Hour I ` " i Movement EEL EET EBR WBL WET WBR NBL NET NBR SBL SET SBR Lana Cvnligurati s ft, ' f + r Traffic Volume (vehlh) 171 511 52 70 562 93 34 328 77 36 179 84 Future Volume {+netUhj 171 511 52 701 552 933 34 326 77 36 179 94 IJumbef 1 6 16 5 2 12 7 4 14 3 8 18 Initial Ci(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbTj' 1,C0 0.97 1.00 0.97 0.99 0.95 1.00 0.95 Parking Bus, Adj 1,C0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhIln 1663 1863 1100 1863 1863 I900 1863 1853 1863 1863 1863 1863 Adj Flow Rate, vehfh 178 532 54 73 585 97 35 342 BO 30 186 Adj No. of Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Peak Hour Factor 0.06 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent HeavyVeh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehih 535 2194 222 536 2052 339 217 446 359 113 446 360 Arrive DI Green 0, 0. 0.68 0,88 0,88 0,88 0,24 0.24 0.24 0.24 0.24 0.24 Sat Flow, vehth 754 3235 327 824 3025 500 1092 1863 1501 981 1863 1505 Carp Volume('), vehlh 178 290 296 73 341 341 35 342 80 36 186 88 Grp Sat Flow(s),velitiln 754 17N 1793 824 1770 1756 1092 1863 1501 951 1863 1505 0 Serve(g_s), s 8.1 3.7 3,7 2.3 4.6 4,6 4,2 25.7 6.4 5,8 12.7 7.1 Cycle Q Clear(guj, s 12.7 3.7 3,7 6.0 4.6 4.6 162 25,7 6,4 31.4 12.7 7,1 Prop In Lane 1.00 0,18 1,00 0,28 1,00 1.00 1.00 1.00 Lane Gro Caap(c), vehdh 538 1200 1216 586 1200 1191 217 446 359 11.3 446 360 1+'IC Ratio(j 0,33 0.24 0.24 0,12 0.28 0.29 0.16 0.77 0.22 0.33 0.42 0.24 Avail Cap(c_a), veh+h 536 1200 1216 5E5 1200 1191 269 534 430 159 534 431 HCM Platoon Ratio 1.30 1.30 1.30 1.30 1.30 1,30 1.00 1.00 1.00 1.00 1.00 1,00 Upstream Filter(I) 0.85 0.85 0.85 0.60 0.60 0.50 1.00 1.00 1.00 1.00 1.00 1.00 Uniforrn Delay (d), slveh 4,1 3.1 3.1 3,5 3,1 3.1 55,4 53,2 45.9 67,8 48.2 45,1 Incr Delay (d2), shish 1.4 0.4 0.4 0.3 0.4 0.4 0.3 5.0 0.2 1.3 0.5 fi.3 Initial Q Delaygd3j,sIveh 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 C.0 0,0 0,0 ile BackOfQ(50%),veh7ln 1.B 1.9 1.9 0.6 2.3 2.3 1.3 13.8 2.7 1.6 6.6 3,0 Lnt3arp Delay(d).sfveh 5,5 3.5 3,5 3.5 3.5 3.5 55.6 58.2 46.1 69-1 48.7 46.4 LnGrp LDS A A A A A E EDEDD Approacnn Vol, vehfi 764 755 467 312 Amman Delay, s/veh 4.0 3.5 55,9 50,5 Approac7 LOS A A E D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 108.1 41.9 108,1 41.9 Change Period (Y+Rc), s 5.4 5.0 5,4 6,0 Max Green Setting (Gmax), s 94,5 43.0 94.6 43.0 Max CI Cleur Tim 9_0+I1), s 8.0 27.7 14.7 33.4 Green Ett Time (p_c), s 4.0 3.0 4.0 2.5 Intersection Summary HCM 2010 Ctri Delay 20.5 HCM 2010LOS 0 K,\FTL_TPTC1043752000 - Design Plac a Calcs\Synchro\NoBui d 2025 PM.syn Timings Future Background 11: North Miami Avenue & NW 54th Street/NE 54th Street P.M. Peak Hour Lane STAIR Dl3L FRT INBL 1NBT NHL NRT Sat_ SAT Lane Configurations 11 ft+ Traffic Volume (vrph) 204 411 144 431 108 1186 BE 401 Future Volume (vph) 204 411 144 481 108 1186 86 401 Turn Type prr*+pt NA prn+pt NA pm*pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 6 2 Permitted Phases 8 4 6 2 Detester Phase 3 8 7 4 1 6 5 2 Switch phase Mknirnum Initial (s) 5,4 7.0 5,0 T.0 5.0 7,0 5,0 7.4 Minimum Split (s) 11.4 29.4 11.4 29.4 11 4 27.4 11..4 27.4 Total Split (s) 18.0 42.0 18,0 42,0 18.0 72,0 18.6 72.0 Total Split (%) 12.0% 28,0% 12.0% 28.0% 12.0% 48,0% 12.0% 48.0% Yellow Time (s) 4.4 4.4 4.4 4.4 4.4 4.4 4.4 4,4 All -Red Time (s) 2.0 2.0 2,0 7.0 2,0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6,4 6_4 6,4 6,4 6,4 6.4 6.4 6.4 LeadiLag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall 'Mode Noie Nome None tNene None C-Min None C-Min Gntersection Summary Cycle Length: 150 Actuated Cycle Lengths 150 Offset; 40 (27%), Referenced to phase 2:813TL and 5:NATL, Start of Green Natural Cycle: 100 Control Type: Actuated -Coordinated Spins and Phases: 11: North Miami Avenue & NW 54th Street/NE 54th Street CA 1a� I 1s is Izs 1 45 I ) 11� 7 �s 1 s 1 18 s I 42 s 1 1 K 1F'TL_TPTC11043752000 . Design Place\CalcstSynchro' NoB.ui1d 2025 PM.syn HCM 2010 Signalized Intersection Summary Future Background 11: North Miami Avenue & NW 54th Street/NE 54th Street P.M. Peak Hour Movement ERL ERT Er3R WBL WBT WEIR N3L NET N6R SEL SET SER Lane Configurations +t +To ft. Traffic Volume (vetrlh) 204 411 55 144 481 78 106 1186 168 86 401 107 Future Volume (ve.11Th) 204 411 55 144 481 78 105 1186 168 66 401 107 Number 3 8 18 7 4 14 1 6 16 5 2 12 Irnbal Q (Qb), vela 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1,00 0,97 1,0D 0.97 1,00 0.98 1.00 0.98 Parking Bus, Adj 1,l1C 1.00 1.00 1.00 1.00 1.00 1.D0 1.00 1.00 1.00 1.00 1.00 Ada Sat Flaw, veh?hlln 1863 1863 1900 1883 1863 1900 1883 1863 19€ 0 1863 1863 1900 Adj Flow Rate, veh/h 212 428 57 15D 501 81 112 1235 175 90 418 111 Adj No, of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0 96 0.96 0.96 0.96 4 96 0.96 0.96 0.96 0.96 0.96 0.96 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, verith 218 621 82 249 604 97 515 16,02 226 209 1407 370 Arrive Cn Green 0.08 0.20 0.20 O.DB 0,20 0.20 0!7E 0.69 0.69 0.05 0,68 0.58 Sat Flow, 'vehlh 1774 3130 414 1774 3040 489 1774 3107 438 1774 2762 726 Grp Volurne(v), veto/h 212 241 244 150 291 291 112 701 709 90 266 263 Grp Sat Fraw(s),vehlhlln 1774 1770 1775 1774 1770 1159 1774 1770 1775 1774 1770 1719 Q 5erve(g_s), s 11.6 18,9 19.2 10.0 23.5 23.9 4.5 39,4 40.2 3.6 9.1 9.3 Cycle 0Clear(g_c), s 11.6 18.9 19,2 10.0 23.6 23.9 4.5 39,4 40,2 3,6 9.1 9,3 Prop in -one 1,00 01,23 1.00 0,28 1.00 0,26 1,70 0.42 Lane Grp Cap(c), vehlh 218 351 352 249 351 349 515 912 915 279 902 876 'Vic Ratio(X) 0.97 0.59 0,69 0,60 0.83 0,83 0.22 0.77 0.78 0,43 0.30 0.30 Avail Cap(c_a), vetch 218 42o 421 249 420 418 574 912 915 279 902 876 HCM Platoon Ratio 1,00 1.00 1.00 1.00 1,00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filier(1) 0.9B 0.98 0.96 0.78 0.78 0.78 0.70 0.70 0.70 100 1.00 1.00 Llnlform Delay (6), slveh 51.5 55.8 55.9 444 57.6 57.7 16,1 17.6 17.7 22.6 13.3 134 Incr Delay (d2), sfveh 522 3,0 3.3 2.3 6.3 8.9 0.1 4.4 4.6 00.5 0.8 0.9 Initial Q Delay{d3),slveh 9.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %le BackOfQ(50%),veh In 102 9.6 9.8 5.1 12.4 12.4 2.2 20.2 20.5 1,8 4.5 4,6 LnGrp delay(d),sNah 103.7 58.8 50,1 48.7 86,0 66.7 161 22.0 22.3 23.1 14.2 14.2 LnGrp LOS F E E D E E B C G G 1 B Approach Vol, vehlh 897 732 1522 619 Approach. Delay, s/veh 72.6 62.3 21.7 15,5 Approach LOS E E C E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 6 Phs Duration ({a+Y+Rc), s 13.0 82.8 18.0 36.2 12,1 83.7 16.0 36.2 Change Period (Y+Rc), s 6.4 6,4 6.4 6.4 6.4 6,4 6.4 6.4 Max Green Setting (Grraax), s 11.3 65,6 11,6 35.6 11.6 65,6 11.6 35.6 Max CI Clear Time (g c+11), s 6,5 11.3 13,6 25.9 5.6 42.2 12.0 21,2 Green Ext Time (p_0), s 0.1 5,5 0.0 3.9 0,0 5.5 0.0 4.8 Intersection Summary HCM 2010 Ctrl Delay HGM 2010 LOS 38.9 R K:IFTL_TPTO1043752000 - Design PiseelCalcaynchrrclNaEluild 2025 PM.syn Timings Future Background 12: NE 2nd Avenue & NE 541th Street P.M. PeaK Hcur Lane Group EBL EST M 'OAT NSL NBT SBL SBT Lane Configurations i1* i 4 t5 t Traffic Vaiume (vph) 105 434 82 484 107 497 71 216 Future Volume (vph) 105 434 82 484 107 497 71 216 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases B 4 6 2 Permitted Phases a 4 6 2 Detector Phase 3 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 7,0 7,0 7.0 7.0 7.0 7.0 7,0 7.0 Minimum Spilt (s) 25.0 25..D 25.0 25.O 25.0 25,.0 25.0 25.0 Total Split (s) 45.0 45.0 45,,0 45.0 75.0 75.0 75.0 75.0 Total slit (%) 37.5°% 37.5% 37.5% 37.5% 62.5% 62.5% 62.5% 62.5' Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4,0 4.0 4.0 Ail -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2,0 2,0 2.0 Lost Time Adjust (s) CO 0.0 0.0 0.0 0.0 0.0 0,0 0.D Total Lost Time (s) 6,0 6.0 6.0 6.0 6.0 6.0 6.0 6.D Lead/Lag Lead-? ag Optimize? Recall Mode None None Norse Now C-Min C-Min C-Min C-Min Intersection Summary Cycle Length' 120 Actuated Cycle Length: 120 Offset:104 (87%). 'Referenced to phase 2:SETL and 0:NBTL, Start of Green Natural Cycle. 55 Control Type: Actuated -Coordinated lits and Phases: 12: NE 2nd Avenue & NE 54th Street caii 1--- e4 75s I ,4`s f Io6`R)-ipos 75s I rase f K:\\FTL_TPTO1,043752000 - Design Place\Calcs\Synchro NcBuild 2025 Ph9_syn HMI Signalized Intersection Summary Future Background 12: NE 2nd Avenue & NE 54th Street P.M. Peak Hour 1 Movement FBL EBT BBR VVBL Vit5T W R NBL NST NOR SBL S18T SER Lane Configurations 4 +T +to Traffic Vr}lume (Vehlhj 105 434 47 82 4,84 132 107 497 93 71 216 84 Future Volume NON 105 434 47 82 484 132 1137 497 93 71 216 84 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(AjrbT) 1.00 0.93 D.99 0,93 0.99 0.96 1.00 0. Parking Bus, Adj 1.03 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ad) Sat Flow . vehfhftn 18E3 1863 1900 1863 1863 1900 1863 1853 1900 1853 1863 1900 Adf Flow Rate, vehth 118 488 53 92 544 145 120 558 104 80 243 94 A4 No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0,89 0.89 0-89 0-99 0,69 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Gap, vehlh 175 1039 112 234 880 238 589 872 163 372 727 281 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.76 0.76 0.76 0.76 0,76 0.76 Sat Flow, vehlh 749 3196 345 657 2707 732 1030 1516 283 770 1254 489 Grp Volame(v), vehlh 118 269 272 92 355 337 120 0 662 80 0 337 Grp Sat Flo (s),vehfhlln 749 1770 1772 857 1770 1670 1030 0 1799 770 0 1754 Q Serve(g_s), s 18.5 14.5 14.7 11.5 20.3 20.5 5.2 0,0 20.3 6,7 0.0 7.3 Cycle 0 Clear(g c), s 39.0 14.5 14.7 26.2 20.3 20.5 12.5 0.0 20,3 27,0 0.0 7,3 Pro In Lana 1.00 0,19 1.00 0,44 1,00 0.16 1.00 0.28 Lane Grp 0ap(c). vehlh 175 575 576 234 575 543 589 0 1034 372 0 1008 VIC Ratia(X) 0.67 0.47 0.47 0.29 0.62 0.52 0,20 0.00 0.64 0.21 0.00 0,33 Avail Cw(c_a), vehlh 175 575 576 224 575 543 589 0 1034 372 0 1008 HCM Retool Ratio 1.00 1.00 1.00 1,00 1.00 1.00 1.33 133 1.33 1.33 1.33 1,33 Upstream Filler(1) 0.74 0.74 0.74 1.00 1.00 1.00 0.80 0.00 0.80 1.00 0,000 1.00 Uniform Delay (d), siveh 51.7 32.2 32,3 42.7 34.2 34.3 8.8 0.0 8A4 14.5 0.0 6.9 Incr Delay (d2), siveh 6.8 0.3 0.3 0,8 1.8 2.0 0.6 0.0 2.4 1.3 0.0 0.9 Initial 0 Delay(d3),s1'ueh 0,6 0,0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 %Ile BackOfQ(50416),vehitn 4.2 7,2 7.2 2.8 10.2 9.8 1.6 0.0 10.6 1.5 0.0 3.6 LnGrp Delay(d).slveh 57,7 32.6 32.6 43.5 36,0 36,2 9,5 0.0 10.8 15-9 0 0 7.7 Ln3rp LCS E C ODD D A B B A Approacl Vol, vehih 559 784 782 417 Apprmaci Delay. slveh 37.1 37.0 10.6 9,3 Approan LOS a l] 8 A Tuner 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 75.0 45.0 75,0 45.0 Change Period (Y+Rc), s 6,0 6.0 6,0 6 0 Max Green Setting (Gmax), s 69.0 39.0 69,0 39.0 Max 0 Clear Tirne (g_c+11), s 29.0 28,2 22.3 41.0 Green Ed Time (pc), s 3.0 5.7 3,1 0.0 Intersection Summary HCM 2010 Ctrl Delay 24.8 RCM 2010 LDS K.\FTL_TPT0\043752000 - Design Plaoe1Calas'4ynchrolNoBui.d 2025 PM.syn HCM 2010 T1 SC Future Background 13: NE 3rd Avenue & NE 54th Street P.M, Peak Hour Intection _ Int Delay, slveh 2,4 Movement EEL EBT Ei3R 1WWRL WIT WAR NBL NU NBR SBL SBT SBR Traffic Vol, vehnh 58 504 20 69 636 14 13 1 31 7 2 34 Future Vol, vehIh 58 504 20 69 636 14 13 1 31 7 2 34 Conflicting Peds, #Ihr 9 0 16 16 0 9 5 0 0 0 0 5 Sign Control Free Free Free free Free Free Stop Stop Stop Stop Stop Stop RT Channetixed - - None - None - None - - None Storage Length - Veh in Median Storage, # 0 - - 0 - 0 - 0 - Grade. Y. - 0 - 0 - - 0 - 0 - Peak Hour Factor 95 95 95 95 05 95 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Row 61 531 21 73 889 15 14 1 33 7 2 36 MajorIMinor Majorl Maor2 Itinorl Mino 2 Conflicting Flow All 589 0 0 557 0 0 1154 1502 297 1220 1506 363 Stage 1 668 583 827 827 Stage 2 - - - 486 334 - 393 679 Critical Hdwy 4.14 4.14 - - 7.54 6,54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - 6,54 5.54 - 6.54 5,54 Critical Hdwy Sig 2 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2,22 2,22 3,52 4,02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 901 - 1010 - 152 121 699 135 120 634 Stage 1 414 455 - 332 384 Stage 2 - 531 381 603 449 Platoor blocked, % Mov Cap-1 Maneuver `. 7 996 116 95 685 106 94 621 Mov Cap-2 Maneuver 116 95 - 106 94 Stage 1 _ - 371 408 - 293 337 Stage 2 - 431 334 508 403 Approach EB HCM Control Delay, s 1.3 HCM LOS 1.2 Minos LanelMajor Mvmt NBLn1 EBL EBT EBR WBL 'S+VBT WEIR SBLn1 Capacty(vehhi) 268 887 • - 995 - HCM Lane VIC Ratio 0.177 0.069 - - 0.073 - HCM Control Delay (s) 21,3 9.4 0.4 - 8.9 0.4 HCM Lane LOS C A A - A A Hal 95th %tile Ct(veh) 0_6 0.2 - 0.2 - 303 0.149 - 19 - C - 0.5 NB 21.3 C tf'1FTL_TPT0\043752000 - Design Plase\CalcslSynchro\NoBuild 2025 PM.syn Timings Future Background 14: Federal Highway & NE 54th Street P.M. Peak Hour Larne Group EBL EBT WBL VVBT NBL NBT NBR SBL SBT Lane Configurations 411-> 4 ►1 + It Tragic Volume (vph) 104 253 62 380 289 299 117 15 124 Future Volume (vph) 104 253 62 380 289 299 117 15 124 Turn Type Perm NA pm+pt NA pm+pt NA prrl+ov Perm NA Protected phases 6 5 2 7 4 5 8 Permitted Phases 6 2 4 4 8 Detector Phase 6 6 5 2 7 4 5 8 8 Switch Phase Minimum initial (s) 7.0 7.0 5.0 7.4 5,0 7.0 5.0 7,0 7,0 Minlirnum Split (s) 23.0 23.0 11.0 23.0 11.0 24,0 11.0 24.0 24.0 Total Split (s) 32.0 02.0 21.0 103.0 21.0 57.0 21.0 36.0 36.0 TotaC Split (%) 51 3% 51.2% 12,1% 64,4°% 13.1% 35.6% 12.1% 22,5% 22,5% Yellow Time Cs) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ail -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0,0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 5.0 6,0 6.0 0_0 6,0 LeadtLag Lag Lag Load Lead Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Made Nona None C-Min C-Min None None C-IVIn None None Intersection Summary Cycle Length: 160 Actuated Cycle Length; 160 Offset 66 (54%), Referenced to pfr 2:LV5TL and 5:W6L, Stark of Green Natural Cycle: 70 Control Type: Actuated -Coordinated ,pairs ana rnases: 'i4: reaerat li watrvr 'bitty -bsneet t04 R a2 103s 11575 1 1 _ r a5 (R) --•-16.06 p ' p0 21s L� 82s I 1121s I 1136s I KAFTL_-PT41043752000 - Design Plac&,Calcs\Syrichro\NoBuilid 2025 PM.syn HCM 2010 Signalized Intersection Summary Future Background 14: Federal Highway & NE 54th Street P.M. Peak Hour 4- "- I\ t IT Movement E81.. EBT EBR WBL 4VBT MR NBL NOT NOR SBL SBT SBR Lane Cinligurakions «T 4 it r it I TraffirVolume (vehlh) 104 253 149 62 360 47 289 399 117 15 124 54 Future Volume (vehlh) 104 253 149 62 360 47 269 399 117 15 124 54 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A...pbT) 1.00 1,00 1,00 0,97 1.00 0.08 1.00 0,98 Parkinr, Bus,. Ad] 1.00 1.00 1.00 1.i00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehfhllr► 1900 1863 1900 1900 1863 1000 1863 1863 1863 1663 1863 1000 Adj Flow Rate, vehfh 107 261 0 64 392 48 298 411 121 15 128 56 Adj No. of Lanes 0 3 0 0 2 0 1 1 1 1 1 0 Peak Flour Factor 0.97 0,97 0.97 0.97 0,97 0.97 0.97 0.97 0,97 0.97 0,97 0.97 Fercen' Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehfh 632 2064 0 29 958 184 247 489 409 92 161 70 Arrive On Green 0,88 016 0.00 0.88 0.88 0.88 0.09 0.26 0.26 0.13 0.13 0.13 Sat Flaw, vehlh 8133 3270 0 1 1446 277 1774 1863 1556 B57 1221 534 Grp Vo ume v), vehih 111 257 0 221 0 283 298 411 121 15 0 184 Grp Sat FFIaw(s),vahlh1In 920 1543 0 86 0 1636 1774 1863 1556 867 0 1755 0 Serve(g_s), s 3.2 1.8 0.0 11.9 0.0 4.3 15.0 33.4 9.9 2.7 0.0 16.3 Cycle Q clear(g_c), s 7.5 1.8 0.0 11.9 0.0 4.3 15.0 33.4 9.9 15.1 0.0 16.3 Prop In Lane 0.97 0.00 0.29 0.17 1.00 1.00 '.00 0.30 Lane Grp Cap(r;), vehlh 654 2043 0 D 0 1083 247 489 409 92 0 231 V/C Ratio(X) 1317 0.13 0.00 0.00 0.00 0.26 1.21 0.84 0.30 0.16 0.00 a.80 Avail Cap(c_a), whit 654 2043 0 0 0 1083 247 594 496 140 0 329 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1,00 1,00 1.00 Upstream Fiiter(I) 1.00 1.00 0.00 0.94 0.00 0.94 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), siveh 4,0 3.3 0,0 0.0 0.0 3.5 59.1 55.8 47.1 72.9 0,0 67.4 Incr Delay (d2). sNeh 0,0 0.0 0,0 0.0 0.0 0.6 124.8 8.3 0.3 0.6 0.0 7.4 Initial Q .Delay(d3),slveh 0.0 0.0 0,0 0.0 0.D 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back34Q(50%),vehlln 0.9 0.7 0.0 0.0 0.0 2.1 12.1 18.4 4.3 0.7 0.0 8.4 LnGrp Deiay(d),slveh 4.1 3.3 0.0 0.0 0.0 4.0 183.9 64.1 47.4 73.5 0.0 74.8 LnGrp LOS A A A F E D E E Approach VoI, vehth 368 504 830 199 Approach Delay, stveln 3.6 2.3 104.7 74.7 Approach LOS A A F E Teter 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 7 6 Phs Duration (G'-Y+Rc), s 112.0 48.0 112.0 21.0 27.0 Change Period. (Y+Rc), s 6.0 5.0 5.0 6.0 6.0 Max Geer Smiting (Galax), s 97,0 51.0 76.0 15.0 30.0 Max ()Clear Time (g_c+11), s 13.9 35.4 9.5 17.0 18.3 Green Ext Time (p_c), s 2.3 3.1 2.3 0.0 2.B intersection Summary HCM 2D10 Ctrl Delay HCM 2010 LOS 54.8 D K FTL_TPTQ1043752000 - Design PI 4Calos1SynchrolNo13uild 2025 PM.syn Timings Future Background 15: Biscayne Boulevard & NE 54th Street P.M. Peak Your Lane Group EBL EBR NBL NBT SOT SBR Lane Configurations 111 ' SS 4 r Trade Volume (vph) 258 134 239 1477 969 258 Future Volume (vph) 258 134 239 1477 969 258 Turn Type Prot pm+ov prn+pt NA NA Perm Protected Phases 8 1 1 6 2 Permitted Phases B G 2 Detector Phase 8 1 1 6 2 2 Switch Phase Minimuri Initial (s) 7,O 5.0 5.0 7.0 7.0 7.0 Minimum Split (s) 31.4 11.0 11.0 28.0 28.0 28,0 Total Split (s) 38.0 21.0 21.0 122 0 101.0 101.0 Total Sprit{%) 23.8% 13.1% 13.1% 78.3% 63.1% 83.1% Yellow Time (s) 4.4 4.0 4,0 4.0 4.0 4.0 All -Red Time (s) 2.0 2,0 2.0 2.0 2,0 2.0 Lost Time Adjust (s) 0.0 0.0 0,0 0.0 0,0 0.0 Total Lest Time ("s) 5,4 6.0 6.0 5.0 6,0 6.0 Lead/Lag Lead Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Made None None None C-Min C-Min C-Min Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 28 (18%), Referenced to phase 2:SBT and 6:NBTL, Start of Green NaturalCycle: 75 Control Type: Actuated-Caordinaled Splits and Phases: 16: Biscayne Boulevard & NE 54th Street in 02 {R) ifil 21s I li101s I I d6 ('R) i 122s ___ I 113a s I i K:IFTL_TPTO 043752000 Design Place4Calcs1ynchrvlNoBuild 2025 PM.syn HCM 2010 Signalized Intersection Summary Future Background 15: Biscayne Boulevard & NE 54th Street P.M. Peak Hour Movement EBL E'ER NBL NB7 SST SBR Lane Configurations r +t t4 r Traffic Volans (vehlh) 256 134 239 1477 959 258 Future Volume (vent) 258 134 239 1477 969 258 Number 3 18 1 6 2 12 Initial C (Q6), veh 0 0 0 0 0 0 Pad -Bike Adj(A_p1T) 1.00 1.00 1,00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehfhIln 1863 1663 1863 1863 1863 1863 Adj Flow Rate, vehlh 263 137 244 1507 98g 263 Adj No. of Lanes 2 1 1 2 2 1 Peak Harr Faotar 0_98 0.98 0.98 0.98 0.98 0.98 Percenl Heavy Veh, % 2 2 2 2 2 2 Cap, vehlh 342 232 451 2914 2613 1133 Arrive On Green 0.10 0,10 0.06 1.00 0.: ; 0.98 Sat Flow, veh)h 3442 1583 1774 3632 3632 1534 Grp Valumelv), whin 263 137 244 15007 989 263 Grp Sal Flow(s),vehlh+ln 1721 1583 1774 1770 1770 1534 Q Serve(g_s), s 11.9 12.9 5.3 0.0 1.3 0.6 Cycle Q Clear(g_c), s 11.9 12_9 5.3 0.0 1.3 0.6 Prop In Lane 1.QU 1.00 1.00 1.00 Lane Grp Cap(o). vah hh 342 232 451 2914 2613 1133 V/C Reiio(X 0.77 0.5J 0.54 0.52 0.38 0.23 Avail Cap(c_a), veil) 680 38B 534 2914 2613 1133 HCM Patoon Ratio 1.00 1.00 1,33 1,33 1,33 1.33 Upstream Filter(1) 0,67 0.67 0.72 0.72 1.00 1.00 Uniform Delay (d), slveh 70.3 63.8 3,8 0.0 0.4 0.4 Incr Delay (d2), sfveh 1.9 1.2 0.3 0.5 0,4 0.5 Initial C Delay03l,sfveh CO 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehldn 5.5 6,7 2,5 0.2 0,6 0.4 LoGrp I]elay('d},sfve'h 72.1 65.0 4.1 0.5 0.8 0,9 LrGrp LOS E E A A A A Approach Val, vehl'h 400 1751 1252 Approach delay, sfveh 69.7 1.0 ci.8 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Pits 1 2 6 8 Phs duration (G+Y+R.), s 13,5 124.1 137.7 22.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.4 Max Green Setting (Gmax), s 15.0 95.0 1166.0 31.6 Max Q Clear Time (g_c+11), s 7.3 3.3 2.0 14.9 Green Ext. Time (p,e). s 0.2 12.0 12.0 1.0 lntersedion Summary HCM 2010 Ctrf Delay HCM 2010 LOS 9.0 A K,tFTL_TPTO\043752000 Design Piece Cates\Synchro\N®BJfld 2025 PM.syn Timings Future Background. 16: NE 2nd Avenue P.M. PeaK Hour Lane Group WEL 'WBR NET SEL SET 01 003 Lane Configuration j F 1 tij Traffic Volume (vph} 27 19 607 24 334 Future Volume (vph) 27 19 607 24 334 Tram Type Fret pm+av NA pm*Qt NA Protected Phases 4 5 6 5 2 1 3 Permitted Phases 4 2 Detector Phase 4 5 6 5 2 Switch Phase Minimum Initial (s) 7.0 5.0 14.0 5,0 14.0 5,0 7.0 Minimum Split (s) 25.0 9.5 33.0 9.5 33.0 10.7 25.0 Total Split (s) 25.0 15.0 45.0 15.0 45.0 15.0 35.0 Total Split (%) 20.8% 12.5% 37.5% 12.5% 07.5' 13% 29% Yellow Time (s) 4.0 3.5 4.0 3,5 4.0 3.7 4.0 All -Red Time (s) 2.0 1.0 2.0 1.0 2.0 2.0 2.0 Lost Tirre Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6,0 4.5 6,0 4.5 6.0 Lead/Lag Lag Lead Lag Lead Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Node None None C-Min None C-Min None Pure Intersection Summary Cycle Length: 120 Actuates Cycle Length- 120 Offset: 117 (96%), Referenced to phase 2:SBTL and 6:N13T, Start of Green Natural Cycle: 105 Control Type: Actuated -Coordinated Splits and Phases: 16: NE 2nd krenue 15s #18til ilP2 ) 45 s 17 KAFTL_TPTOt0437520D0-Design PlacelCnlcslSynchto No9uild 2025 PSI syn HCM Signalized Intersection Capacity Analysis Future Background 16: NE 2nd Avenue P.M. Peak Dour Movement Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal FIDw (vphpl) Total Lost time (s) Lane Util. Factor Frpb, pedfbikes Flpb, pedlbikes Frt Flt Protected Said. Fow (prat) Flt Permitted Satd. F ow (perm) Peak -hour Factor, PHF A4. Flow (vph) RTOR Reduction (vph) Lane Group Flaw (vph) Confl. Peels. (#/hr) Confl. Bikes (#11 r) 0113L ViWBR 27 27 1904 6.0 1,00 1.00 1.00 1,00 0.95 17T0 0,95 1770 0.92 29 0 29 19 19 1900 4.5 1.00 0.98 1.00 0.85 1.00 1549 1,00 1549 0.92 21 19 2 t NBT N R 607 607 1900 6.0 100 t].99 1_00 0.99 1.00 1535 1.00 1835 0,92 650 1 706 43 43 1900 0.92 47 0 0 30 5 SBL 24 24 1906 4.5 1.00 1.00 1.00 1.00 0.95 1763 0.25 526 0,92 26 0 26 30 SBT 1' 334 334 1900 6.0 1.00 1.00 1 {}0 1,00 100 1863 1.00 1863 0.92 363 0 363 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated 91C Ratio Clearance Time (s) Vehicle Extension (s} Prot 4 4.9 4.9 0.04 6.4 2.5 Lane Grp Cap (vph) 72 vis Ratio Prot o0.02 vis Ratio Perm vic Ratio 0,.40 Uniform Delay„ di 56.1 Progression Factor 1.00 Incremental Delay, d2 2.7 Delay (s) 68,8 Level of Service E Approach Delay (s) 55.8 Approach LOS li Intersection Summary pill+av NA 5 6 4 8.8 8.5 0.07 4.5 3.0 113 4.00 0,00 0.01 51.6 1.00 0.0 51_6 D 75.7 75,7 0.63 5.0 1.0 1157 c0.38 0.61 13.3 0.47 2.1 5.3 8.3 A pm-l-pt NA 5 2 2 76.1 74.2 78.1 74.2. 0.65 0.62 4.5 6.0 3.0 1.0 3<92 1151 c0.04 0.19 0.04 0.07 0.32 9.4 10.9 0.55 0.70 0.1 0.7 5.2 3,3 A. A 5.1 A HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity utilization Analysis Period (min) c Critical Lane Group 10.3 HCM 2000 Level of Service 0.50 120.0 Surri of lost time (s) 52.4% ICU Level of Service 15 t3 23.7 A K \FTL_TPTO 043752000 - Design Place' talcs Synchro\NoBJrld 2025 PM,syn Timings Future Background 17: NE 2nd Avenue & NE 51st Street (S) P.M. Peak Hour t Lane Group EEL EBR NBL NBT SET SBR o4 as Lane Configurations ' f + r Trafctu'olurne (vph) 01 69 20 570 316 3a Future Volume (vph) 81 69 20 570 316 38 Turn Type Prot pm+o pm+pt NA NA Perm Protected Phases 3 1 1 6 2 4 5 Permitted Phases 3 6 2 Detector Phase 3 1 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 5.0 5.0 14.0 14.0 14.0 7.0 5.0 Minimum Split (s) 25.0 10.7 10.7 33.0 33.0 33.0 2a.0 9.5 Total Spilt (s) 35.0 15.0 15.0 45.0 45.0 45,0 25.0 15.0 Total Split (%) 29,2% 12.5% 12.5% 37,5% 37,5% 37.5% 21% 13% Yellow Time (s) 4.0 3.7 3.7 4.0 4.0 4,0 4.0 3.5 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2,0 2.0 1.0 Lost Time Must (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Log Time (s) 6.0 5.7 5.7 6 0 6.0 6.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lags Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Node None None None C-Nlin C-Min C.-Min None None Intersec;ian Summary Cycle Length. 120 Actuated Cycle Length: 120 Offset: 117 (98%), Referenced to phase 2:SBTL and 6:NBT, Start of Green Natural Cycle: 105 Control' Type: Actuated -Coordinated 5alits and Phases: 17: NE 2nd Avenue 3 NE 51st Street {S .117 151 g5 t1J i 02'R .117 f 0.3 1:16 . di 155 ,455 355 255 4-16 `05 I 4-16 =17 t t 06 al} 15s .45s 1 K:\PTL_TPTC'i043752000 - Design'laee'tiCalcs\Synchro1NoBuid 2025 PM_syn HCM Signalized Intersect= Capacity Analysis Future Background 17: NE 2nd Avenue & NE 51st Street (S) P.M, Peak Hour f t 4/ Movement FBI Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flaw (vphpl) Total Lost tune (s) Lane Utii. Factor Frpb:. pedthike3 Flpb, ped1bikes Frt Flt Protected Satd. Few (prat) Plt Permitted Satd. Pow (perm) Peak -hour factor, PHF Adj. Row (vph) RTOR Reduction (vph) Lana G•o1Jp Flow (vph) Conti. Pads. (#Ihr) Cad. Bikes (#fhr} Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, 9 (s) Actuated 9FC Ratio Clear~arce Time (s) Vehicle Extension (s) Lane Gp Cap (vph) Os Ratio Prot vls Ratio Perm vtc Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary 81 81 1900 60 1.00 1.00 1.00 1.00 0.95 1770 0.95 1770 0.89 91 0 91 3 Prot 3 13.0 13.0 0.11 6.0 2.5 191 c0.05 0.48 5G.3 1.00 1.4 51,7 b 48.3 D 1EBR r 69 69 1900 5.7 1.00 0.94 1.00 0.85 1.00 1489 1.00 1489 D.89 78 67 11 15 N13L. 20 20 1900 5.7 1,00 1,00 0.99 1.00 0.95 1759 0.50 925 0.89 22 0 22 18 pm+4v pm+pt 1 1 3 6 17.2 79.9 17.2 79.9 0.14 0,67 5,7 5.7 2.0 2.0 213 645 c0.00 0.00 0.01 0.02 0.05 0.03 44.4 7.0 1.00 1.00 0.0 0.0 44.4 7.0 0 A NBT 4 570 570 1900 8.0 1,00 1.00 1.00 1.00 1,00 1863 1.00 1863 0.89 6440 0 640 SBT SBR IL it 316 38 316 38 1900 1900 6.0 8.0 1.00 1,00 1,00 0,96 1.00 1,00 1.00 0.85 1.00 1,00 1863 1524 1.00 1.00 1863 1524 0.69 0,89 355 43 0 3 355 40 18 5 NA NA Perm 6 2 75.7 75.7 0.63 5.0 1.0 1175 c0.34 0.54 12,5 1.00 1.8 14,3 3 14.0 74.2 74.2 0.62 5.0 1,0 1/51 0.19 0.31 10.8 0.17 0.7 2.5 A 2.4 A 2 74.2 74.2 0,62 6.0 1.0 942 0.03 0,04 9,0 0,15 0.1 1A A HCM 2000 Ccntml Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s} Intersection Capacity UUlzatiori Analysis Period (min) c Critical Lane Group 15.0 0,49 120,0 50.5% 15 HCM 20d0 Level of Service Sum of lost time (s) 1CU Level of Service B 23.7 A K:tFTL_TPTO\043752000 - Design Place\Calcs\SynchrolNoBuiid 2025 PM.syn Timings Future Background 18: Biscayne Boulevard & NE 60th Terrace P.M. Peak Hour Lane Group WEL NBT SBL SET Large Configurations tfir Traffic Volume (vpi) 4$ 1710 36 1091 Future Volume (vph) 48 1710 36 1091 Tum Type Perm NA Perm NA Protected Phases 6 2 Permitted Phases 4 2 Detector Phase 4 6 2 2 Switch Phase Minimum Initial (s) 7,0 14.0 14.0 14.0 Minimum Split (s) 29_5 20.0 20.0 20.0 Total Split (s) 46-0 112,0 112.0 112 0 Total Spilt (%) 10 04.4 710% 70.0% 70.0% Yellow Ttrne (s) 4,0 4,0 4.0 4,0 All -Red Time isj 2,5 2.0 2.0 2.0 Last lime Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time () 0.5 6.0 6.6 6.0 Lead/Lag Lead -Lag Optimize? Recall lode Nor C-Min C-Mln C- I n Gntersec'ton Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 23 (21 %), Referenced to phase 2::SRTL and 6:NBT, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 18' Biscavno Boulevard & NE 60th Terrace I ■ G2{�j 04 tins tg8s I 112 s 112 K:\FTL_TPTO4043752000 - Design Piac \Calcs\Synchr& NoBulld 20251PM.syn HCM Signalized Intersection Capacity Analysis Future Background 18: Biscayne Boulevard & NE 50th Terrace P.M Peak Hour Movement Lane Configurations Traffic Volume (vph) Future Volume (vph) Idea! Flew (vphpl) Total Lost time (s) Lane D;il_ Factor Frpb, ped/hikes Flph, pedlblloes Frt Flt Protected Satd. Flaw (pro() Fit Permitted Satd. Flow (perm) Peak -tour factor, PHF Ad). Flow {vph), RTOR Reduction (vph) Lane Gawp Flow (vph) Conf1. t eds, (#)hr) Ccmfl. Bikes (#!hr) c WBL WBR NBT MAR SBL SBT 11+ 48 15 1710 96 36 '1091 4$ 15 1710 96 36 1091 1900 1900 1900 1900 1900 1900 6.5 6,0 6.0 6,0 1.00 0,95 1.00 0.95 1,10 1.00 1,00 1,00 1.00 1.00 1.00 1.00 0.7 0.99 1,00 1.00 0.36 1.00 0.95 1.00 1722 3506 1769 3539 0.9& 1,00 0.09 1.00 1722 3506 174 3539 0.94 0.94 0.94 0.94 0.94 0.94 51 15 1519 102 38 1161 9 0 1 0 0 0 58 D 1920 0 38 1161 3 2 7 7 Turn Type Perm Protected Phases Permitted Phases 4 Actuated Green, G (s) 10.5 Effective Green. g (s) 10.5 Actuated g!C Rath 0.07 Cleararce Time (s) 6.5 Vehicle Extension (s) 2.5 Lane Grp Cap (vph) 113 ids Ratio Prot vis Ratio Perm cO.93 vic Ratio 0.51 Uniform Delay, d1 72.3 Progression Factor 1.00 Incremental Delay, d2 2.9 Delay (s) 75,1 Level at Service Approach Delay (s) 7,11 Approach LOIS C Intersection Summary NA 6 137.0 137.0 0.86 0.0 1,0 3002 c0.55 0.64 3.7 1.00 1,1 4.7 A 4.7 A Perm NA 2 2 137.0 137.0 0.86 6,0 1,0 145 0.22 0.26 2.1 1.49 3.9 7.1 137,0 137.0 0.86 6.0 1.0 3030 0.33 0,38 2.6 0.88 0.3 2.5 A 2.7 A HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (rein) c Critical Lane Group 5.4 0,63 160,0 67.5% 15 HCM 2000 Level of Service Sum of lost time (s) ICU Level of Service A 12.5 K. FTL_TPTD,043752000 - Design PlacelCalcs\Sy+nchro\NoBuild 2025 PM.syn Timings Future Background 19: North Miami Avenue & NW 46th StreetVN E 46th Street P.M. Peak your t Lane Gaup EEL EST WEL WST NEL NI3T SB� ,SBT Lame Configurations +fi. 4+ '1 + +1. Traffic Volume (vph) 86 28 10 15 35 1378 7 609 Future Volume (vph) 86 28 10 15 35 1378 7 609 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 0 8 4 4 6 6 2 2 Switch phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7,0 7.D 7,0 7.0 Minimum Split (s) 26.0 26.0 26.0 26,0 23.4 23.4 23.4 23.4 Total Spfit {sj 2B.f] 26.0 26.0 26.0 49.0 49-0 49,0 49.0 Total Split (%) 34.7% 34.7% 34,7% 34.7% 65.3% 65.3% 65.E 65.3% Yellow Time (s) 4 0 4.0 4.8 4.0 4.4 4,4 4.4 4,4 Alt -Red Time (s) 2 3 2.3 2.3 2.3 2.0 2.0 2,0 2.0 Lost Time Adjust (s) 0.0 0,0 0.0 0.0 0.0 0.0 Total Lost Time (s). 6.3 6.3 6.4 6.4 6.4 6.4 Lead/Lag Lead -Lag Optimize? Recall Merle Nore None None None C-Min C-Min C-fain Intersection Summary Cycle Length; 75 Actuated Cycle Length: 75 Offset° 40 (53%), Referenced to phase 2:SPTL and 6:NETL, Start of Green Natural Cycle: 65 Control Type' Actuated -Coordinated Splits and Phases: 19: North Mi=rni Avenue & NW 46th StreettNE 46111 Street 1 'I a2(1j 04 3s 11125s K:'tFTL_TPTaV143752000 - design PlaceTalcs, Syrtichro\NoSuild 2025 PM.syn HCM 2010 Signalized Intersection Summary Future Background 19: North Miami Avenue & NW 46th Street7NE 46th Street P.M. Peak Hour Movement EBL EBT EBR WBL WBT WBR fuBL NBT N6R SBL SBT SBR Lane Configurations 4 41 fie Traffic Volume (vehfh) 96 28 27 10 15 6 35 1378 19 7 609 39 Future 'Volume (vehlh) B6 26 27 10 15 6 36 1378 19 7 609 39 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qh)-, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-bike Adjl(A_rbTj 1.30 1.00 1.00 1,00 1.00 0.97 1,00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 Adj Sat Flow, vehihlln 1930 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj. Flow Rate, vehlh )6 31 30 11 17 7 39 1531 21 8 677 43 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0,90 0,9D 0.90 0.90 0,90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 184 51 40 110 144 48 567 2484 34 301 2349 149 Arrive On Green 0.14 0.14 0.14 0.14 0.14 0.14 0.92 0.92 0.92 0,92 0.92 0.92 Sat Flow, vet*. 860 376 292 345 1060 351 728 3573 49_ 331 3.378 _ 214 Grp Volume{v), vehfh 157 0 0 35 0 0 39 757 795 8 354 366 Grp Sa° FJaw(s),,rehfhfln 1529 0 0 1756 0 0 728 1770 1852 331 1770 1823 Serve(g_s), s 6,1 0.0 0.0 0,0 0.0 0.0 0.4 5.6 5.6 0.3 1.5 1.6 Cycle Q Clear{p_o), s 7.3 0.0 0.0 1,3 0.0 0.0 2.0 5,6 5.6 6.0 1.5 1.6 Prop In Lane 0.61 0.19 0.31 0.20 1.00 0,03 1.00 0.12 Lane Grp Cap(c),vehlh 284 0 0 301 0 0 687 1230 1288 301 1230 1267 1 WC Ratio(X) 0.35 0.00 0.00 0,12 0.00 0,00 0,07 0.62 0.62 0.03 0.29 0,29 Avail Cap(c_a), vehfh 474 0 0 505 0 0 587 1230 1288 301 1230 1267 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1,33 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 0.00 1,00 1.00 1.00 0.93 0.93 0.93 Uniform Delay (d), siveh 31.1 0.0 0.0 28.6 0.0 0.0 1.0 1.1 1.1 1.6 0.9 0 9 Ina Delay (d2), siveh 1.2 0.0 0.0 0.1 0.0 0.0 0.2 2.3 2.2 0.2 0.5 0.5 Initial C delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 %Ile BaokOfQ(50%),vehfln $.2 0.0 0.0 0.7 0.0 0.0 0.1 3.1 3.2 0.0 0.9 0.9 LnGrp Dlelay(d),slveh 32.3 0.0 0.0 28.7 0.0 0.0 1.2 3 4 3.3 1.7 1.5 1.5 LnGrp LOS C C A A A A A A Approach Vol, veli 157 35 1591 728 Approach Delay, siveh 32.3 28.7 3.3 1.5 Approach LOS C C A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration {G+Y+Rc), s 58.5 16.5 58.5 16.5 Change Period (Y+Rc), s 6.4 * 6.3 6.4 ' 6.3 Max Green Suing (Grnm), s 42.5 * 20 42,6 *20 Max Q Clear Time (g.ac+I1), s 8.0 3.3 7.6 9,3 Green Ext Time (p_c), s 7.5 0,8 7.5 0.6 Intersection Surninary HCM 2010 Cirf Delay 4,9 HCM 2010 LOS A Notes IKAFTL_TPTCY043752000 - Desigr Place\Csi Synchre\NoBuild 2025 PM,syn Timings Future Background 20. NE 2nd Avenue & NE 39th Street P.M. Pak Hour t Lane GFOup 5L EBT WEL WBT NEL NB S8L SET Lane Configurations 4 441.4t Traffic Volume (vph) 28 66 64 173 27 379 122 317 Future Volume (vph) 28 66 64 173 27 379 122 317 Turn Type Perm NA Peron NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 8 6 4 4 6 6 2 2 &Nitoh Phase Minimum Initial (s) 7.4 7.0 7.0 7.0 7.0 7.0 7.0 7,0 Minimum Split (s) 23,0 23,0 23.0 23,0 23.0 23,0 22.0 23.0 Total Split (s) 36.0 35.0 35.0 36.0 55.0 55.0 5E0 55.4 Total Silt (°%) 33,9% 33,9% 36.9% 33-9% 61-1% 61.1% 61.1% 61.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2,0 Lost Time Adjust (s) 0_0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead -La Optimize? Recall Node None None None None C-Min C-Min C-Min C-Min Intersection Summary Cycle Length: 90 Actuated Cycle Length: 90 Offset: E6 (73%), Referenced to phase 2:SBTL and 6: NBTL, Start of Green Natural Cycle. 50 Control Type: Actuated-Coordinaterr Svlfts and Phases: 20: NE 2nd Avenue & NE 30th Street l oz ) 4-- 4 55 s ( 35 s fP6(R) 55 s f 35 s K tFTL TPT01043752000 - Design PlacelCalcs4Synchur&No3uild 2025 PM.syn HCM 2010 Signalized intersection Summary Future Background 20: NE 2nd Avenue & NE 39th Street P.M. Peak Hour Movement EBL EBT EBR W L VVBT WBR hBL NBT NBR SBL SST SBR Lane Configurations + ► 4 Traffic Volume (vehf) 28 66 42 64 173 223 27 379 54 122 317 41 Future Volume (whit') 28 66 42 64 173 223 27 379 54 122 317 41 hlum6 3 8 13 7 4 14 1 6 16 5 2 12 Initial 0 (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bi1'e Adj(A_pbT) 1.00 0.96 0.95 0,96 0,97 0,91 0.99 0.92 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 Adj Sat Flow. veh/hlln 1900 1863 1900 1900 1863 1900 1900 1063 1900 1900 1063 1900 Adj Flaw Rate, vehlh 29 68 43 66 178 230 28 391 56 126 327 42 Adj No. of Lanes 0 1 0 0 1 0 0 1 0 0 2 0 Peak Hnur Factor 0.97 0,97 0,97 0,97 0,97 0,97 0.97 0,97 0.97 0,97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vet* 100 235 130 98 207 245 72 825 114 414 1068 140 Arrive 0n Green 0.31 0.31 0.31 0.31 0.31 0.31 0.73 0.73 0.73 0,73 0.73 0,73 Sat Flow, uehlh 185 748 414 168 657 778 54 1493 207 637 1933 253 Grp Volume(v), vehfh 140 0 0 474 0 0 475 0 0 226 0 269 Grp Sat Flow(s),uehnn 1346 0 0 1603 0 0 1754 0 0 1200 0 1623 Gl Serve(g_s), s 0,0 0.0 0.0 19,1 0.0 0.0 0.0 0,0 0.0 0,0 0.0 5,1 Cycle; Q Clear(g_c), s 5A 0.0 0.0 25.8 0.0 0.0 9.7 0.0 0.0 5.2 0.0 5.1 Prop In Lane 0.21 0.31 0.14 0.49 0.06 0,12 0.55 0.16 Lane Grp Cap(c), velfh 472 0 0 650 0 0 1011 0 0 725 0 896 VEC Raliv(X) 0,30 0,00 0.00 0.36 0,00 0,00 0,47 0..00 0.00 0,31 0,00 0.30 Avail Cap(c_a), veh/h 483 0 0 562 0 0 1011 0 0 725 0 896 RCM Patoan Ratio 1.00 1,00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1,33 Upstream Filler(L) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Unifarrr. Delay (d), sfveh 22.0 0.0 0.0 29.9 0.0 0.0 6.6 0_0 0.0 5.9 0,0 6.0 [nor Delay (d2), siveh C.3 0.0 0.0 12.6 0.0 0.0 1.6 0.0 0.0 1.1 0.0 0,9 Initial 0 Delay(d3),s1veh C.0 0.0 0.0 0.0 0.0 0.0 0.0 0_0 0.0 0,0 0.0 0.0 %ile BarlkOfQ(50%)_vehfln 2,6 0.0 0.0 13,4 0.0 0.0 5.1 0.0 0.0 2,1 0.0 2.5 LnGrp Delay(d),slven 23.3 0.0 0,0 42.5 0,0 0.0 B 2 0_0 0.0 7.0 0.0 6.9 LnGrp LOS C D A _ A A Approach Vol, vehlh 140 474 475 495 Approach Delay, shah 23.3 42.5 8.2 7.t1 Approach LOS C D A A Timer 1 2 3 4 5 6 7 3 Assigned phs 2 4 6 8 Phs Duration (G+Y+F2cj, s 55.7 34.3 55.7 34.3 Change Period (Y+Rc), s 6.0 6,0 6.0 6.0 Max Green Setting (Gmax), s 49.0 29.0 49.0 29.0 Max Q clear Time (g_c+11), s 7.2 27,8 11.7 7.4 Green Ext Time (p_o), s 2.6 0.4 2.6 3.6 Intersection Summary HCM 2010 Ctrs Delay 19.4 HCM 2010 LIOS B I(.IFTL_TPT0\043752000 - Design PlaaeCalcslSynchro\NoBuild 2025 PM,syn Appendix L: Improvement Project Details 11.241261 fi Report Export Project Name: B-78508 '4; ' oLYM IA.:71E1,17M TS s!OU H MLA1r4 If trslall Tanikli'nt-EN gALL Executive Airp6rt PINIECRE5T ii1ILTH MIAMI HF1 ra,.r41 P.miy , 1 . I' Airport Pembroke Pines 0lllwood 11 trt IVItramar •'+ i_t_AND tL= II 4_,JUS CAROL 't.lTY. F011AMI LAKES i3_ ;t1ORTH MI.MI E - +pq4r00KA. r i 1—el?"iRTH MIAMI HIALE�iH [BAR❑�N�"� Hialeah Ji1IAMI SHORES li"titi,1IANI1 •PSI J,:is €25 • 1,1i-Irij 'MIL ' __ Aire 1t MIA f•,fI sHuSJ_ER- F amf_. .__.._ C01.A,.] GABLES EaEA:ti KEY BIS A°r`NIE I11.- L, 1)c1.ornic NGA. us': s 13-.7850 - NE 2 Avenue improvements Tthe reconstruction of NE 2nd Avenue from NE 20th Street to NE 84th Street. The project length is approximately 4.1 miles_ The scope of work includes roadway reconstruction, storrnwater system, curb and gutter, concrete sidewalk, signing and pavement mar 1 -78508 Project Management and Design S-7$508.01 - SEGMENT A (NE 20 Street to NE 36 Street) S-78508.02 - SEGMENT B 1 (NE 36 Street to NE 42 Street) S-78508-.03 - SEGMENT B2 (NE 51 Street to NE 57 Street) S-78508.04 - SEGMENT B3 (NE 42nd St. to NE 51s Pr°leet District _ 5 Project Type Other Phase 3-Design Status Active This web application is a digital/electronic representation. of the City ofMiami's Capital Improvements Program (CIP). The Applicriti{rn also provides information and data layers such as Commission Districts, neighborhood boundaries, and environmental information that are to be used as rc%rene only. Information displayed in this Application may not reflect the latest changes or to existing CIP projects at the time it is viewed. please contact the Capital Improvements and Transportation Department at 305-416-128O ifyou have any questions regarding this Application of specific projects. httrOmerts.miankigIs.ocaielpiReporthirri171404 111 12f112015 FIOOT OWPS WP Retorts; 5 Yea Work Progrm Item Detail ,'errtewria/DT Florida Department of TRANSPORTATION Web Applicidion HOME n,rri_r Ffrf)T Coriart UT; fjffjc66 rytari5 8 Data Office of Work Program and Budget Lisa Saliba - Director I'• dormaice Projecla Fire Year Work Program Selection Crrbrr]a District 00 4Updatod: 12i 1 f701 S40;1®r 40i Hem MUnihtgr:d28276-a 241b.2020 AD MlamI-Dade County Description Cdriislns:SS 94,1 Display current records in a Report Style Disolav current records in an Excel [Document E-Updates ] FL511 I Mobile I Site Mep Search FOOT,.. Project Summary Transportation System: INTRASTATE STATE HIGHWAY Descrtptlon: 5R 9441M11 b4 STREET FRQM NW 6TI1 AVENUE NW 1ST AVENUE Type of Work: INTERSECTION IMPROVEMENT ROM Number: 420278-3 Length: 10,218 Protect Detail District 08 - Miami -Dade County VIM Schedurnd . r:!ivltias View Map of Item Fiscal Year 2016 2017 20191 2019 2020 HicghwayS/Preliniinary Enrineerilu9 Amount: $7,428 1 Highways/Right of Way Amount: $44.$OEJ H i ghwaysf Construction Amount: $ 42,091 Item Total: S52,226 5442.091r 1 TNs site is maintained by the Of11ce of Work Program and Budget, located at 505 Suwannee Street, MS 21. Tallahassee, Florida 32399. For adt tional information please o-rnail questions or comments to: (Lisa SSallha: LkA,Snliha rfoi.stete fLu$ or coil 8& 4I4-4822) Slew Contact Information for Office of Work Program and Budget Application Home: Wotk Program Close Home: Office of. Work Pro9rarra and Budget Contact Us Employment MyFtcr1lda.corn Performance Statement at Agency Web Pclicies & Notices 1995-2014 Florida Department of Transportation Florida Department of Transportation Consistent, Predictable, Repeatable http://ww+2.dot.sure.11.uslrmsuppertappstworkprogram/SupporWJPhenRepi.ASP? F-WVP8Di-d6$.CaT-678SD-SR° .&PY-FA_SEIFALSE IFAL$E]F--- 1/1 2 2+ 0.00 40 Iona 1 JJ J J a]PD 7 50 I > A_**NOTE P3_v orr w 293 J93+37 ,a1 Irr-iF 1I^x,9• 107AP 1 60. I vEiiOW $' WOE iTMIR A.RIT5 E1 AC, Pr rrv. - {C WJIP7e 'PM IEF LTN FTE . I — J45+dF. F9 IMOD 155I 4 070a 1 II I I a-oe r PP J 29114.21 _5,3 R7-P C R7. r1 77'rJla' SURVEY SR 944 WE S4Th SiJSR 944 I 2 i r ="i t W LHIE 10700 1 Jr 295+J7 .SA PFP9 7 Ilj 29r+Js.77 p7• 1R 12'xf@' LCNFfF fIP-30 50PJ J W/rl RPFFS J0• 11.0 35.151E \_-1Wor" 1? J1HITF P97+a0.84 eS cn cn W Mrr 07i6ArrrWUN REVISJ0M5 17i07-R1fFJW' .J41OWYMJ1,°lea iFEir 0k tr M+I,.IEM.Feerr+ 73i9 4.1Vg■LpftvAe Ia1 FrirldA J9JI'r I mF rJu5.1 VISA! FW rail EI✓5-17A# En rear N Amapa- Eiu ,fery a.ers q L RS Pk, Mkt STATE 47F FLOR7.W+, LUS!'ARTK AT OF TA 1N8PORT Ar7arV Ap+4D rZF, CBi' r• MA MCI.FL AI I If Cf tr. 944 MI441J-0A 7 E 478778-2.57.01 SIGNING AND PAVEMENT ENT MARKING O Cz li I�F.YI 11C$I I0'01l 14rne r r1 298d1d.44 12 Frr SIVI TO 9E APE9ICATEA 9Y Ntir 21PEY4Ea9.ar 3.moo-09. 75 1G7 � 1Tx76' I enr11tr 169 I ar E`fo-J4, - rt: wj9hatlf 31i% h 7 RRS !{� P.0 1TRf 1 C reP rwalrrf ..f.s. ./ $UF1/EY 5R 944 I onto r so I Ar 11a 1P'rrG• wrzwrzi 29'9+S.Ue' 4 RA/ LP* Fc .72 oI 1e p 5' rvtirrf fw-Iw sxrvi 301 WJI'F/F P-PrP5rtii, 1fr OT. +S 7.7 I vas r eaI 7$'ra6- Iarm 1 b0j r1r4F Eii 3P.1 Jr W j W!M'711 t35.ff3R J1JffMi � 14'1' A,f . T'rp. J( ' 049-Q/ 3 11 302 1JE 54TH 5T/SR 944 6"' 14tidFE ri . I Prue ! r r I 300i41, 2/ YIS NM Mcnlr- r; Luillfmyd 33.6v rg.t., i'Mt ir,,. s ►.x. 41.61 serar. Sr. *3 f.aFIS1 331RS •I4SI t4Pr59s Fan rillfl NP-13ra6 r♦ &LP/W 5n7 4i04141.h P3i.. PF � He. 72 ,10 SAP , AWIL 1.2',rl4' L4701 r rr STAIN OF FLORJ1I DEPAIPTMS.N.v VS 7RA,L'd11ORT,1TIL5hr by 20L1hTf `Ft1'A914f Pxont.. 16 R4A A40.4 /i•aa8f 378.77,4-2-#2-0r 0 !'tea Feet 10700 r r r r aa2ese.a,l RF_Lrf rr-4fa5- - 147A' FTP 9 wHrre ±rer WFrrrr 273 475. ,5a aa� 303 • J'A' arPl•17e— AAA 4 IYlfr-J 30'a30' I P7PP F 5a1 3P7+@7.V R r MI NI laram e3W1 role r ka I S i[GN71wG AND PA17E ENT RKLNG iL Append M: Future Total Conditions A.M. Peak Hour Timirgs 1: NW 6th Avenuefl-95 .S13 Off -Ramp & NW 62nd1 Street Lane &•aup EBT VOL WBT S3L SOT Lane Configurations 14 II 44 " T Traffic Volume (vph) 601 372 523 148 155 Future Volume (aph) 601 372 523 148 166 Turn Type NA pmi-pt NA Split NA Protected Phases 6 6 2 8 8 Permitted Phases 2 Detector Phase 6 5 2 8 8 Switch Phase Minimum initial (s)i 16,0 5.0 16.0 7.0 7.0 Minimum Split (s) 2.,.d 11.0 25.0 25,0 25.0 Total Split s 55.0 17.0 72.0 53.0 53.0 Total Split f%j 44.0% 13.8% 57.6% 42.4% 42.4% Yellow Time (5) 4.0 4.0 4,0 4,0 4.0 All -Red lime (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6,0 6,0 6,0 6,0 6,0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Recall Mode C-Min tonne C-Min None done intersection Summary Future Total A.M. Peak Hour Cycle Length: 125 Actuated Cycle Length: 125 Offset:: 52 (42%), Referenced to phase 2:WBTL and 6:EBT Siert of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases. 1. NW 6th Avenue/195 SB Off -Ramp &NW 62nd Street 725 533s a 55 ERa 17 s I 55 s K:IFTLjTPTOt043752000 - Design PlacelCalcstSynchrclBuild 2025 Allyn I-1CM 2010 Signalized Intersection Summary 1: NW 6th Avenue/I-95 SB Off -Ramp & NW 62nd Street Future Total A.M. Peak HOW ( k Movement FBL EBT EBR WBL VIreT WBR NBL N8T NBR SBL SBT SBR Lane Configurations fib 11 'i to Traffic+Volume (vehih) 0 601 554 372 523 0 0 0 0 148 156 76 Future Volume (vehli) 0 601 554 372 52 0 t0 0 0 148 156 78 Number 1 6 16 5 2 12 3 8 16 In tia{ Q ((l l), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_plbT) 1,C0 0.98 1.00 1.00 1.O0 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1,00 1,00 Adj Sat Flow, vehthiln 0 1863 1900 1663 1863 0 11F3 1m63 1900 Adj Flow Rate, vehih 0 607 560 376 528 0 149 156 79 Adj No. of Lanes 0 2 0 1 2 0 1 1 0 Peak Hour Factor 0.99 0,99 0.99 0.99 0.99 0.99 0,99 0.99 0.99 Percent Heavy Veh. % 0 2 2 2 2 4 2 2 2 Cap, vehih 0 1078 950 42.3 2637 0 282 186 93 Arrive On Green 0.00 0.61 0.81 0.12 0.99 0.00 0.16 0,16 0.16 Sat Flow, veti+h 0 1863 1559 1774 3632 0 1774 1172 536 Grp Volume(v), vehrh 0 607 560 376 528 0 149 0 237 Grp Sat Flow(s),vehitOn 0 1770 1559 1774 1770 0 1774 0 1758 G Serve(g_s), s 0.0 15.0 16,3 10.3 0.2 0.0 9.6 0,0 16,4 Cycle Q Clear(g_c), s 0.0 15.0 16.3 10.3 0.2 0.0 9.6 0.0 16.4 Prop In Lane 0.00 1,00 1.00 0.00 1.00 0.33 Lane Cra Cap,(c), vet* 0 1078 950 443 2637 0 262 0 279 VIC Ratio(X) 9.00 0.56 0.59 0.85 0.20 0.00 0.53 0.00 0.85 Avail Cap(ca), veh/h 0 1078 950 443 2637 0 667 0 661 HCM Platoon Ratio 1.04 1.33 1,33 1,33 1,33 1.00 1.00 1.00 1,00 Upstream FiltcnI) 0.00 1.00 1.00 0.55 0.55 0.00 1.00 0.00 1.00 Uniform Delay (d). sfveh 0.4 6,1 6.2 11.8 0,1 0,0 48.3 0.0 51,1 Incr Delay (d2), s1veh 0.0 2.1 2.7 8.0 0.1 0.0 1.1 0.0 5.3 Initial Q Delay(d3),slveh 0.0 0,0 0.0 G.0 0.0 0.0 0,0 0.0 0,0 %Ile BackOfQ(50%),velVIn 0.0 7.8 7.5 8.4 0,1 0.0 4.8 0.0 8.4 LnGrp Delay(d),siveh 0,0 8.2 8.9 19.9 0.2 0.0 49.4 0.0 56.4 LnGrp LOS A A B A 0 E Approach Vol, vehih 1167 904 386 Approach Delay, siv0 8.5 8.4 53,7 Approac' LOS A A D Timer 1 2 3 4 6 6 7 B Assigned Phs 2 5 5 8 Phs Duration (G+Y+Rc), s 99.1 17,0 82.1 25.9 Change Period (Y+Rc)„ s 6.0 5.0 6.0 6.0 Max Green Setting (Grnax), s 66.0 11.0 49.0 47.0 Max Q Clear Time (g,s+11), s 2.2 12.3 18,3 18.4 Green Ext Time (p_c), s 5.4 0.0 5.2 1.5 lntersedion Summary HCM 2010 Ctrl Delay 15.6 HCM 2010 LDS B K:1FTL_-PTD104375200D - Design IatelCralts1SynchralBuild 2025 AM.syn Tirn[ngs 2: NW 6th Avenue/NW 5th Court & NW 62nd Street Future Total A.M. Peak Hour Lane Grouts EBL EBT VVBT €ti3T Lan Configurations t !` 41. Traffic volume (vph) 331 414 519 510 Future Volume (vph) 331 414 .19 510 Tum Type prn4pt NA NA NA Protected Phases 1 6 2 4 Permitted Phases 6 Detectcr Phase 1 6 2 4 Switch Phase Minimum Initial (s) 5.0 7.0 7.0 7.0 Minimum Split (s) 11.0 20.0 20.0 30.0 Total Split (s) 15.0 78,0 63.0 47.0 Total Split (%) 12.0% 62.4% 50,4% 37,6% Yellow Time (s) 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2,0 2.0 2,0 Lost Time A4jusi (s) 1, 0 0.0 0.0 1.0 Total Lost Time (s) 6.0 6.0 6,0 6.0 LeadiLag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None C-Min C-Min None Intersection Summary Cycle Length: 126 Actuated Cycle Length: 125 Offset. 58 (46%). Referenced to phase 2:WBT and 6:EIBTL, Start of Green Natural cycle: 75 Control Type: Actuated -Coordinated Splits and Phases; 2: NW 0th Avenue/NW 5t1 Court & NW 62nd Street pi r p2 00p# $ s I ■63 s 1 47 'C6(R) i 79 s K: FTL_TPTD4043752000 - Design PlaceCe cs1SynchroSBuilc 2025 AM. syn HCM 2010 Signalized Intersection Summary 2; NW 6th Avenue/NW 5th Court & NW 62nd Street Future Total A.M. Peak Hour 4ihrtt ' T Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SEAL SBT SBR Lane Configurations ++ +To 4I Trate Volume (vehlh) 331 414 0 0 619 203 238 510 229 0 0 0 Future Volume (vehlh) 331 414 0 0 519 203 268 510 229 0 0 0 Number 1 6 16 5 2 12 7 4 14 initial Q(Qhj, veh 0 0 0 0 0 D 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 Adj Sat Flow, vehltlln 1863 1863 0 D 1863 1900 1900 1863 1900 Adj Flow Rata, vehlh 345 431 0 0 645 211 279 531 239 Ada No. of Lanes 1 2 0 0 20 02 0 Peak Hour Faotar 0.96 0.9E 035 0,96 0.96 0,96 0,96 0.96 0.9% Percent Heavy Veh, % 2 2 0 0 22 0 20 Cap, vent! 365 2048 0 0 1194 390 292 560 274 Arrive Cn Green 0.07 0.58 0.00 0,00 0,46 0,4E 0,33 0:33 0.33 Sat Flow, vehlh 1774 3632 0 0 2695 651 897 1784 544 Grp Volume(v), vetalli 345 431 0 0 438 418 566 0 483 Grp Sat Flow(s),vehMhiin 1774 1770 0 0 1770 1683 1818 0 1706 Q Serve(g_s), s 9.0 7.3 0,0 0.0 22.3 22,3 36.1 0,0 33.3 Cycle QCleer(g_c), s 9.0 7,3 0,0 0,0 22.3 22.3 38.1 0,0 33,3 Prop In _ane 1.00 D.00 0.00 0.51 0.49 0.49 Lane Grp Cap(c), vehlh 365 2048 0 0 812 772 591 0 555 V1C Ratio(X) 0.94 0.21 D.00 0.00 0.54 0.54 0.96 0.00 0.87 Avail Cap(c_e), veh;Fh 365 2048 0 0 812 772 596 0 560 HCM Platoon Ratio 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0,42 0-42 0,0D 0,00 0.95 0.95 1.00 0.00 1.00 Uniform Delay (c j, siveh 29.7 12.6 0.0 0.0 24.3 24,3 41.3 0.0 39.7 Incr Delay (I2}, slveh 18.3 0.1 0.0 00 24 2,6 26.2 0-0 13 7 Initial C,i Delay(.03),fveh 0,0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 °file Gack410(50%),vehlln 9.4 3.6 0.0 0.0 11,4 10,9 23.5 0.0 17.8 LnGrp Deiey(d},s/veh 48.0 12.7 0.0 0.0 26.8 28.9 67.5 0.0 53.4 LnGrp LOS D B C C E D Approach VQJ, very i 776 B56 1040 Approach Delay, sfveh 28,4 26.9 61.0 Approach L0$ C C t= Timer 1 2 3 4 5 6 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc.). s 15.0 63,3 46.7 78,3 Change Period (Y+Rc), s 6.0 6.0 6.0 6,0 Max Green Setting (Gmax), s 9.) 57.0 41.0 72.0 Max 0 Clear Time (g_c+J1), s 11,E 24.3 40,1 9.3 Green Ed Time (p_c), s 0,D 3,4 0.6 3.5 Intersection Summary HCM 2010 CLrI Delay HCM 2010 LOS 40.7 D tOFTL_TPT0043752000 - Design Place4CalcstSynchrolBuiid 2025 AM.syn Timings 3: NW 2nd Avenue & NW 62nd Street/NE 62nd Street Future Total A.M. Peak Hour Lane Group EBL EBT WRL W3T NRL NRT NBR SRL SBT 5BR Lane Configurations ♦ 4T ' } r ♦ r Traffic Volume (vph) 37 468 38 531 110 182 46 54 255 100 Future Volume (vph) 37 468 38 531 110 182 46 54 255 100 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 7 4 3 6 Permitted Phases 6 2 4 4 8 8 'Qetedar Phase 1 6 5 2 7 4 4 3 8 8 Switch Phase Minimum Initial (s) 5.0 7.0 5.0 T.0 5.0 7.0 7.0 5.0 7,0 7.0 Minimum Split (s) 10.7 25.0 10.7 25.0 10.7 25.0 25.0 10.7 25.0 25.0 Total Split is) 24.6 37.a 24.6 37.8 24,6 35.0 36.0 24.5 38,0 38,0 Total Split (%) 19.7% 30,2% 19.7% 30,2% 19.7% 30.4% 30.4% 19.7% 30.4% 30.4% Yellow Time (s) 3,7 4.0 3,7 4.0 3.7 4.0 4,0 3.7 4,0 4.0 All -Red Time (s) 2.0 2.0 2.0 2,0 2.0 2.0 2.0 2,0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lvst Tirne (s) 6,7 61 5,7 6.0 5.7 6.0 6,0 5.7 6,0 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead -ram Optimize? Yes Yes Yes Yes Yes Yes `'es Yes Yes Yes Recall Mode None C-Min None C-Min None None None Bone Nan None intersection & rnmary Cycle Length: 125 Actuated Cycle Length: 125 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:ERTL. Start of Green Natural CycID: 75 Control Type: Actuated -Coordinated St3lils and Phases: 3: NW 2nd Avenue & NW 62nd Street/NE 62nd Street el 41- 02 (R.)Q3 s4 a4.6s I 11137.13a I 1124.6s l 3$ I os 5 () 1 07 08 24.6is 1 37.Bs j 1 z4,.6s l 39s K:1FTL_TPTD 043752000 - Design Plac lCalcs\Synchroatild 2025 AM.syn HCM 2010 Signalized Intersection Summary 3: NW 2nd Avenue & NW 62nd Street/NE 62nd Street Future Total A.M. Peak Hoar Movement EEL EBT EBR WEL WET Wf3R NBL NET NBR SBL SBT SE Lane Configurations t'i)+i xj t* "1 1 ? ' f Traffic Volume (vet h) 37 458 111 38 531 21 110 182 46 54 255 100 Future Volume (vehlh) 37 466 111 38 531 21 110 182 46 54 255 100 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q,(Qtb). veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj{ApbT) 1.O0 0,98 1.00 0.97 1,110 0.97 0_99 0,96 Parking Bus, Adj 1,00 1.00 1,04 1.00 1,00 1.00 1,00 1.00 1.00 1.D0 1.00 1.00 Adj Sat g10w, vehfhtfrr 1853 1853 1900 1863 1863 1904 1863 1863 1863 1853 1863 1863 Adj Flow Rate, vehrh 39 493 117 40 559 22 116 192 48 57 268 105 Adj No. cf Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Peak Hour Factor 0,95 0.95 0.95 0.95 0,95 0,95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy ileh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehih 512 1534 362 496 1879 74 213 381 314 249 322 263 Arrve On Green 0.Dt 0.72 0.72 D.C4 0.72 0.72 0.07 0.20 0.20 0.04 0.17 0.17 Sat Flow, vehlh 1774 2832 668 1774 3467 136 1774 1863 1535 1774 1863 1522 Orp Volrtme(v), 39 307 303 40 285 296 116 192 48 67 268 105 Grp Sat Flowr[s).vehlh/tn 1774 1770 1730 1774 1770 1834 1774 1863 1535 1774 1853 1522 Servejg_s}, s 1.2 7.9 8.0 1.2 7,1 7,2 6.6 11.4 3,2 3,3 17,4 7.7 Cycle QClear(g_c), s 1.2 7.9 8.0 1.2 7,1 7.2 6,6 11.4 3.2 3.3 17.4 7.7 Prop In Lane 1.00 0.39 1.00 0.07 1.00 1.00 1.00 1-00 Lane Grp Cap(c), vahth 512 959 937 496 959 994 2' 3 381 314 249 322 263 VIC Ratio(X) 0,08 0.32 0.32 0.08 0.30 0.30 0.55 0.50 0.15 0.23 0.83 0.40 Avail Cap(c_a), vehw'h 727 959 937 711 959 994 359 477 393 453 477 390 RCM Platoon Ratio 1,3.3 1,33 1,33 1.33 1,33 1.33 1.00 1.00 1.00 1,00 1.00 1.00 Upstream Filter(I) 0.99 0.98 0.98 0.66 0.66 0.66 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), sfvefh 11.d 9.1 9.1 11.9 9.0 9,0 39.7 44,1 40,8 40.6 50.0 46.0 lnor Delay (d2), slv+eh 0.3 0.9 0.9 0.0 0.5 0.5 0.8 0.8 0.2 0.2 6.8 0.7 lni0at Q Delay(d3),slveh 0.0 0.0 0.0 0,0 0,0 0.0 0.0 0.0 0.0 0,0 0,0 0.0 %Ile BackCf {50%),vehftn 0.3 4.0 3.9 0.6 3,6 3.7 3,3 5,9 1.4 1.6 9.5 3.3 LnGrp 0alay(d),stveh 11.9 10.0 10,0 11.9 9.5 9.5 40.5 44.9 41.0 40.8 56.6 46,7 LnGrp LOS B A B 5 A A 0 DOD E D Approach Vol, veh/h 649 621 356 430 Approach Delay, slveh 10.1 9.7 42.9 52.2 Approach LOS B A D 0 Tinier 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Fhs Duration (G+Y+r c). s 9.4 73,8 10,3 31,5 9.5 73.7 14,3 27.6 Change Period (Y+Rc), s * 5.7 6.0 *5.7 6,0 * 5,7 6.0 *5 7 6,0 Max Green Setting (Grnax), s * 19 31.8 ' 19 32.0 ` 19 31.8 * 19 32.0 Max Q Clear Time (9c+r11, s 3.2 9.2 5.3 13 4 3.2 10.0 8,6 19.A Green Ext Tine {p c), s 0,0 2.7 a.0 2,5 0.0 2.7 0.1 2.2 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LDS Notes 24.5 tOFTL_TPTD1043752000- Design PlacelCalcsXSyneirolBulld 2025 A 1.syn Timings 4: NE 2nd Avenue & NE 62nd Street 8, NE 61 st Street Future Total A.M. Peak Hour Lane Group EB_2 EBT EBR NBL NBT SBL SWL SUVR Lane Conjurations "j 14 le 41F erg Traffic Volume (vph) 102 237 141 53 312 77 1085 73 275 Future Volume (vph) 102 237 141 53 312 77 1485 73 276 Tun Tppe pm+pt NA Perrn Perm NA Perm NA pm+pt Perm Protected Phases 3 8 6 2 7 Permitted Phases 8 8 6 2 4 4 Detector Phase 3 8 8 6 6 2 2 7 4 Smith phase Minimum Initial (s) 5.0 7.0 7.0 7.0 7.D 7.0 7,0 5_0 7.0 Minimum Split (s) 10.7 25.0 25,0 41.0 41.0 41,0 41.0 10.7 25.0 Total Split (s) 20.0 40,0 40.0 60.0 60.0 60,0 60,0 20.0 40,0 Total Split (E} 16,7% 33,3°% 33,3% 60.D% 50,0% 50,0% 50.0% 16.7% 33.3% Yellow Time (s) 3.7 4.0 4.0 4.0 4.D 4,0 4,0 3.7 4.0 Ail -Red Time (s) 2.0 2,0 2.0 2,0 21) 2.0 2,0 2 0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0,0 0.0 0.0 Total Lost Time (s) 5.7 6.0 6.0 6.0 6,0 5.7 6.0 LeadlLag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes RecalM Mode None None None C•Mln C•Min C-Min C-Min None None intersection Summary Cycle Length: 126 Actuated Cycle Length: 120 Offset: 27 (23%), Referenced to phase 2:SBTL and 6:NBTL. Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated SOlits end Phases: 4: NE 2nd Avenue & NE 62nd Street & NE Gist Street rJ 021 j /111 03 d4 60s I 205. I 40s I I ta5 (I) 07 -Nis say E gas I 40s I 1 K:1FTL_TPTO144375 0 - Design PiacMCalcs'SynchrolBuild 2025 AM.syn HCM Signalized Intersection Capacity Analysis 4: NE 2nd Avenue & NE 62nd Street & NE 61 st Street Future Total A.M. Peak Hour Movement Lane Configurations Traffic 'Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Total Loft time {s) Lane tJtil , Factor Frp6, pedfbikes Flpb, pedibikes Frt Fit Protected Said. Flow (prot) Flt Permitted Satd. Flaw (perm) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Confl. Peds_ (#1hr) Conti. Bikes #1hr) Turn Type Protected Phases Permitted Phases Actuatec Green, G (s) Effective Green. g (s) Actuater g1C Ratio Clearance Time (s) Vehicle Extension is) Large Grp Cap (vph) vls Ratio Prot vts Ratio Perm vie Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay {s) Approach LDS lntersecton Summary E13L2 EBT EBR NBL NET NBR2 SBL 102 102 1900 5.7 1,00 1,00 0.98 1.0E 0.95 1728 0,96 1728 0.96 105 0 101i 13 pm+pt 3 3 31,2 31.2 0,26 5.7 2.02 449 c0.02 0.04 0.24 :.0 1.00 0.1 35.1 D 237 237 1900 6.0 f1.95 1.00 1.0E 1.0E 1.00 3539 1.0E 3539 0.96 247 0 247 NA S 21.4 21.4 0.18 6.0 2.5 631 c0.07 0.39 43.5 1.00 0.3 43.3 D 41.2 D r 141 141 1900 6.0 1.00 0,95 1.0E 0.55 110 1556 1,00 1556 0.96 147 121 26 2 53 53 1900 0,96 55 0 0 4 312 312 1900 6,0 0.95 1.00 1.00 0.99 0,99 3477 0.65 2258 0.96 325 30 376 Perm Perm NA 6 25 25 190E 0.96 26 0 0 6 5 77 77 1900 0.96 ao 0 0 6 4, SBT SBR 4, SWL SPUR 41. 1085 119 73 1085 119 73 1900 1900 1900 6.0 5.7 0.95 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 0.95 3473 't763 0.88 0.95 3075 1763 0.95 0.96 0.96 1130 124 76 5 0 0 1329 0 4 2 4 Perm NA 2 8 6 2 21,4 73,7 73.7 21.4 73.7 73.7 0.18 0.61 0.61 6.0 6.0 6,0 2,5 1.0 1,0 277 1386 1$8$ 0.02 0.09 41.2 1.00 0.1 41.3 D 0.17 0.27 10.7 0.93 0.5 10.5 10.5 B c0.43 0,7E 15,7 1.00 2.2 18.0 B 18.0 B �6 prnfpt 7 4 26.0 26.0 4.22 5.7 2.0 381 0.01 0,03 0.2,0 35,5 1.00 0.1 38.6 d 48.5 Per 275 275 1900 6.0 0.58 1.00 1.00 0.85 1.0D 2787 1.00 2787 0.96 286 0 286 Perm 4 18.8 18.8 0,16 6,0 3.0 436 a4,14 0.66 47.6 1.00 3.5 51.1 HCM 2000 Canirol Delay HCM 2000 VoIurrre to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (mio) c Critical Lane Group 25.5 HCM 2000 Level of Service 0.65 120,E Sum of lost time (s) 102.4% ICU Level of Service, 15 17.7 lOFTL_TPTD1043752000 - Design PlacetiCaIcstSynchrolBuild 2025 AM.syn Timings 5: Biscayne Boulevard & NE 32nd Street Future Total A.M, Peak Hour 41- t \ Lane Group WPT NBL NST 85L SBT Lane Configurations +It 11 +D' " +t Traffic Volume (vph) 3 56 1277 2 2176 Future Volume (vph) 3 56 1277 2 2175 Turn Type NA prn+pt NA Perm NA Protected Phases 4 1 6 2 Permitted Phases fi 2 Detector Phase 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 5.0 14.0 14.0 14,0 Minimum Split (s) 22.5 11.0 22,6 22,5 22.6 Total Split (5) 35.0 17.0 114.0 97.0 97.0 Total Split (%) 24.0% 11,3°% 76.0% 64.7% 64.7% Yellow rime (s) 4,0 4.0 4.0 4,0 4.0 All -Red Time (s) 2,4 2.0 2.3 2,3 2.3 Lost Time Att]ust (s) C.0 0.0 0_0 0.0 0.0 Total Lost Time (s) 6.4 6.0 6.3 6.3 6.3 Lead/Lag Lead Lag Lag Lead -Lag DptIrnize7 Yes ''es Yes Recall Mode None None C-Min C-Min C-Min Intersection Summary Cycle Length. 150 Actuated Cycle Length: 150 Offset- 96 (64%), Referenced to phase 2.SETL and f NBTL, Start of Green Natural Cycle; 120 Control Type: Actuated -Coordinated So#lts and Phases: 5. Biscayne 3oulevard & NE 62nd Street di ■ �97s 02 1R) 0 4 17s I 1 36s l te6 it2) ■ 114s T KAFTLvTPTO 043752O00 - Design PIaoe CacslSynchra\Build 2025 AM_syn HCM 2010 Signalized Intersection Summary Future Total 5: Biscayne Boulevard & NE 62nd Street A.h A.M. Peak Fur Movement EEL EBT EBR WBL WBT VVBR NBL NBT NBR S3L SBT SBR Lane Configurations 41. Traffic Volume (vehlh) 0 0 0 6 3 6 56 1277 3 2 2175 133 Future Volume (vehlh) 0 0 0 6 3 6 56 1277 3 2 2175 133 Numbefi 7 4 14 1 6 16 5 2 12 Initial Q {Qb}. veh 0 D 0 0 0 0 0 0 '0 Fed-BikeAdj(A_pbT] 1.00 0.94 1.00 6.97 1.D0 0.98 Parking Bus, Adj 1,00 1,00 1.0D 1,00 1.00 1.00 1.00 1.00 1_00 Adj. Sat Flow, vehjhfln 1900 1863 1900 1863 1863 1900 1863 1863 1900 Ad! Flow Bate, vehlti 6 3 6 57 1303 3 2 2219 136 Adj No. of Lanes 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.96 0.98 0.96 0.98 Percent Heavy Veh, % 0 2 0 2 2 2 2 2 2 Cap, vehlh 30 15 28 226 3237 7 393 278E 169 Arrive On Green 0.02 0.02 0.02 0.04 1.00 100 1 00 1 00 1.00 Sat Flow, vehlh 1367 669 1269 1774 3622 t3 419 3386 205 Grp Volume(v), veh/h 8 0 7 57 637 669 2 1147 1206 Grp Sat Flowr(s),vehlhllrr 1794 0 1531 1774 1770 1861 419 1770 1822 Q Serve(g_s), s 0.6 0.0 0,7 0,7 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0,6 0,0 0,7 0.7 0,0 0 0 0.0 0.0 0.0 Prop In Lane 0.76 0.84 1.00 0.00 1,30 0.11 Lane Grp Cage), vohlh 39 0 33 226 1581 1663 393 1457 1500 VlC Rativ(() 0.20 0.00 0.21 0.25 0.40 0.40 0.01 0.79 0.81 Avail Cap(c_a), vehrh 354 0 302 302 1581 1563 393 1457 1500 KM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1,33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 0.80 0.80 0.80 1,00 1.00 1.00 Uniform Delay (d}, slveh 72.1 0.0 72.1 1.4 0.0 0.0 0.0 0.0 0.0 Inrr Delay {d2}, slveh 1.9 0.0 2.4 0.2 0.6 0.6 0.D 4.4 4.7 Initial Q Delay(d3),slveh 0.0 0.0 0.0 D.O. 0.0 0.0 0.0 0.0 0.0 %ile BaskOfQ(50%),vehlln 0.3 0,0 61.3 0.3 0.3 0.3 0.0 1.8 2.0 LnGrp Dal2y(d},siveh 74.0 0.0 74.5 1,6 0.6 0,6 0.0 4.4 4.7 LnGrp LOS E E A A A A A A Approach Vol, vehlh 15 1363 2357 Approach Delay, siveh 74.2 0,6 4:5 Approach LOS E A A Timer 1 2 3 4 5 6 7 B Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 10..5 129.8 9.7 144.3 Change Period (Y+Rc), s 6.0 *6,3 0.4 * 6,3 Max Green .Selling (Gmax), s 11.0 '91 29.6 " 1.1 E2 Max Q Clear Time (gwc+11), s 2.7 2.0 2.7 2.0 Green Ext Time (p_e), s 0.7 24.9 0,0 25.4 lntersfon Summary HCM 2010 Ctrl Delay HCM 2010 LOS Notes 3.4 A K:IFTL_TPTOX043T520D0 - Design o'Iace\CalcslSynchrnlBuild 2025 AM_syr Timings 6: Biscayne Boulevard & NE 61st Street Lane Group EBL EBT WBL WBR NBT SBL SBT Future Total A.M. Peak l-inur Lane Currfiguratiuns I. ' r i' +t Traffic Volume (vph) 191 25 75 19 1121 20 2194 Future Volume (vph) 191 25 75 19 1121 20 2194 rum Type Split NA Prot Perm NIA pm+pt NA Protected Phases 8 8 7 6 5 2 Permitted Phases 7 2 Detector Phase 8 8 7 7 6 5 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7 0 7.0 5.0 1.0 Minimium Split (s) 22.5 22,5 22.5 22.5 22.5 11.0 22.5 Total Split (s) 52.0 52.0 32.0 32-0 49.0 17.0 666.0 Total Split (% 34,7% 34,7% 21,3% 21.332.7% 11.3% 44.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (a) 2,5 2.5 2.5 2.5 2.0 2.0 2,0 Lost Tirie Adjust (s) 0.0 0,0 0.0 0.0 0.0 0,0 0.0 Total Last Time (s) 6.5 6,5 6.5 5,5 6.0 6.0 6,0 Lead/Lag Lag Lag Load Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None C-Min None C-Min Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 88 (59%), Referenced to phase 2:SBTL and 6°NBT, Start of Green Natural Cycle, 130 Control Type: Actuated -Coordinated Splits and Phases: 6: Biscayne Boulevard & NE 61st Street Jr �l2 OE.) 07 8 fib$ 32s r 52s 1 I cis up tIA ft) 17 s 1 s I IK;1FTL_TPTO1043752000 - Design Plac a Catcs4SynchrclBuild 2025 AM.syn HCM 2010 Signalized Intersection Summary 6: Biscayne Boulevard & NE 61st Street Future Total A.M. Peak Hear Movement Lane Configurations Traffic Volume (veh/h j Future Volume (vehth) Number initial Q (DO, veh Ped-Bike Adj(&pbT) Parking Bus, Adj Adj Sat Flow, vehtlIn Adj Flow Rate, veal Adj No. of Lames Peak Hour Factor Percent Heavy Veh, Cap, vehlh Arrive On Green Sat Flow. vehlh Grp Volurne(v), vent Grp Sat Flow(s},vell/t In Q Serve(9-s), s Cycle Q CIear(g.c), s Prop In Lane Larne Grp Cap(c), vehlh VIC Ratio(X) Avail Cap(c a), Alit NCM Platoon Ratio Upstream Filer(1) Uniform Delay (d), shah Incr Delay (d2), shah Initial Q Celay(d3),s&veh %Ile BackOfQ(50%),vehlln LnGrp Uralay(d),slveh LnGrp LOS Approach Vol, vehlh Approach Delay, slveh Approach LOS EBL EBT EBR WBL WET WBR NEL NBT HER SBL SBT $BR 1. iv ST 44 101 25 193 15 0 19 0 1121 25 20 2194 0 191 25 193 75 0 19 0 1121 25 20 2194 0 3 8 18 7 4 14 1 6 15 5 2 12 0 0 0 0 0 0 0 0 0 0 0 0 1,.00 0.99 1. 00 1.00 tau 0.96 1.00 1.0C 1,00 1.00 1.00 1.00 1,00 1.00 1,00 1.00 1.00 1.00 1,00 1.00 18E3 1863 1900 1663 0 1863 0 1863 1900 1883 1863 0 1 F,3 25 195 76 0 19 0 1132 25 20 2216 0 1 1 0 1 0 1 0 2 0 1 2 0 0.99 0.99 0,99 0.99 0,99 0.99 0.99 0,99 0.99 0.99 0,99 0.99 2 2 2 2 0 2 0 2 2 2 2 0 260 29 224 0 0 0 0 2477 55 401 2686 0 0.16 0.16 0.16 0.00 0,00 0.00 0.00 0.93 0.93 0.03 1,00 0.00 1774 182 1420 0 0 3631 78 1774 3632 0 193 0 220 0.0 0 566 591 20 2216 0 1774 0 1602 0 1770 1847 1774 1770 0 15,4 0.0 20.1 0.0 5.7 5,7 0.5 0.0 0.0 15.4 0.00 20.1 0.0 5.7 5,7 0.5 0,0 0.0 1.00 0.89 0.00 0.04 1.00 0.00 280 0 253 0 1239 1293 401 2686 0 0,:,1 0.00 0.87 0,00 0,46 0.46 0.05 0.82 0.00 538 0 486 0 1239 1293 498 2686 0 1.00 1.00 1.00 1,00 1.33 1.33 1.33 1.33 1.00 1.00 0,00 1,00 0.00 1.00 1.00 0,54 0.54 0.00 59.7 0.0 61.7 0.0 1.7 1,7 5,6 0.0 0.0 2.3 0,0 6.9 0.0 1.2 1.2 0.0 1.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7.7 0,0 9,4 0.0 3.1 3,2 0,2 0.5 0,0 62.0 0.0 68,6 0.0 3.0 2.9 5.6 1.7 0.0 E E A A A A 413 1157 2236 .5 2.9 1.7 E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration (G'FY c), s 119.9 8.8 111.0 301 Change Period (V+Rc), s 6.0 5,0 6.0 6.5 Max Green Setting {Gmax), s 60,0 11.0 43.0 45.5 Max Q Clear Time (g a+11), s 2,0 2.5 7.7 22.1 Green E. t Time {p_c), s 21,1 0.0 17.7 1.5 Intersection Summary HOM 2010 Ctrl Delay 9.0 HMI 2010 LOS A lc:WFTI_ TPT0r\0437 5200G0 . Design alacelCalcsASynchrol5uild 2025 AM.syn Timings 7: NE 2nd Avenue & NE 59th Street Future Total A.M. Peak Hour t Lane Group ESL EBT EBR WBL WET NEL NET SBL SBT Lane Configurations ) + r 4 4 Traffic Volume (vph) 19 9 26 2lj 19 19 343 26 1156 Future Volume (vph) 19 9 26 20 19 19 343 26 1156 Turn Type Perm NA Perm Perm NA Perrn 1A Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 1E1 4 6 2 Detector Phase 0 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 i.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 28.0 28,0 28_0 28.0 28.0 27.0 27.0 27,0 27.0 Total Split (s) 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 60.0 Total Split (°fin) 50.0% 50.0% 50.0% 50,C'% 50.0% 50.n 60,0% 50.0% 50.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Tree Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6,0 6.0 5.0 6.0 Lead/Lag Lead -Lag Optimize? Recall tylode None None None None None C-Min C-Min C-fain C-Min Intersection Summary Cycle Length; 120 Actuated Cycle Length: 120 Offset:63 (53%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Sptits and Phases: 7: NE 2nd Avenue & NE 50th Street t $ o2 0R1 ill- -1 �50 s 60 s figs 60 s K: FTL_TPTO 04 7520O0 - Design PlacelCalcslSynctireiBuild 2025 AM.syn HCM 2010 Signalized Intersection Summary 7: NE 2nd Avenue & NE 59th Street Future Total A.1v1, Peak Hour Movement i=BL ERT ERR WBL WBT WAR NAL NAT NBA_ SBL SBT SER Lane Configurations + 4 Traffic Volume {vehlh) 19 9 26 20 19 27 19 343 12 26 1156 39 Future Volume (vehlh) `.9 9 26 20 19 27 19 343 12 26 1156 39 Number 3 8 18 7 4 14 1 6 155 5 2 12 initial Q (OW. vsh 0 0 0 0 0 0 0 0 0 0 0 0 Pcd-Bike A j(A_pbT) 0.95 0.95 0,95 0.95 1,00 0,97 10 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flaw, vehlhlln 1863 1863 1863 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow T ale, veldt} 21 10 29 22 21 30 21 385 13 29 1299 44 Adj No. of Lanes 1 1 1 D 1 0 0 2 0 0 2 0 Peak Hour Factor 0,89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, venlh 227 233 188 80 75 80 122 2253 78 65 2588 87 Arrive Cn Green 0.13 0.13 0.13 0.13 0.13 0.13 0.97 0.97 0.97 0.97 0.97 0.97 Sat Flow, vehlh 1292 1863 1500 325 597 643 115 2907 100 44 3339 112 Grp Volume(v), vehlh 21 10 29 73 0 0 202 0 217 717 0 655 Grp Sat Flow(s),vehMiln 1292 1863 1500 1565 0 0 1448 0 1674 1823 0 1671 Q Serve(g_s), s 0.0 0.6 2.1 0.5 0.0 0.0 0.0 0.0 0.6 0,0 0,0 2.9 Cycle 0 Clear(g_c), s 16 0.6 2.1 4.8 0.0 0.0 0.5 0.0 0.6 2.8 0,0 2.9 Prop In Lane 1.00 1,00 0.30 0.41 0.10 0.05 0.04 0.67 Lane Grp Cap(c), veh/h 227 233 188 235 D 0 1156 0 1297 1444 0 1295 V!C Ratio(X) 0.09 0.04 0.15 0_31 0.00 0.00 0,17 0.00 0.17 0.50 0.00 0.51 Avail Cap(a_a), vehlh 647 838 875 728 0 0 1156 0 1297 1444 0 1296 HCM Platoon Ratio 1,00 1,00 1.00 1.00 1.00 1.00 1_.25 1,25 125 1,25 1,25 1,25 Upstream Filter(I) 1.CO 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.73 0.00 0.73 Unftorm Delay (d), sfveh 46.6 46.2 46.8 48.0 0.0 0.0 0.4 0.0 0.4 0.5 0.0 0.5 incr Delay (d2), slveh 0.1 0.1 0.3 0,5 0.0 0.0 0.3 0.0 0.3 0.9 0.0 1.0 Inftia1 Delay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0.4 C.0 0.0 0.0 0.0 0.0 0.0 %Ile BackOf0(50%),vehVln 0.6 0.3 0.9 2.2 0,0 0.0 0.3 0.0 0.3 1.3 0.0 1.5 LnGrp Celay(d),slveh 46.7 46.2 47.1 48.6 0.0 0.0 0.8 0.0 0.7 1.4 0.0 1.5 LnGrp LOS 0 D ID ID A A A A Approach Vol, vehlh 60 73 419 1372 Approach Deity, siveh 46.8 48,6 0.7 1.4 Approadi LOS D D A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 99,0 21.0 99.0 21.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 54.0 54.0 54.0 54.0 Max Cl Clear Time (g_c+f 1), & 4.9 6,8 2.6 4.1 Green Ext Time (p c), s 5.4 0 5 5.4 0.5 Intersection Summary HCM 20r10 Ctrl Delay 4.5 HCM 2010 LOS A K.\FTLjP TG1043752000 - Design Pia kCalcs‘S>dnchro1Buald 2025 AM.syn Timings 8: NW 5th Court & NW 54th Street Future Total A.M, Peak Hour Lane Qroup EBT WBL yVBT N'BT SBL SBT SBR Lane Configurations Traffic Volume (vph) Future Wale (vph) Turn Type Protected Phis Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Intersection Summary 41 982 24 491 982 24 491 NA Perm NA 6 2 0 167 0 167 NA Split 4 3 4 II 21 87 21 B7 NA Prot 3 3 2 6 2 2 4 3 3 3 7.0 31.0 102.0 68.1% 4,0 2.0 C.0 6,0 7.0 31.0 109.0 68.1 % 4.0 2,0 7.0 31.0 109.0 68.1 % 4,0 2,0 0.0 6,0 7.0 13,0 .a 16..% 4.0 2,0 0.0 5.0 Lag Yes 7.0 13.0 25.0 15.6% 4.0 2.0 0.0 6.0 Lead Yes 7.0 13.0 26.0 15.6% 4.0 2,0 0.0 6,0 Lead Yes 7.0 13.0 25.0 15.6% 4.0 2.0 D.0 5.0 Lead Yes C-Uin C.Min C-Min None None None None cycle Length; 160 Actuated Cycle Length: 160 Offset: 134 (64%), Referenced to phase 2:WBTL aid 6:EBT, Start of Green Natural Cycle: 60 Control Type; Actuated -Coordinated Solils and Phases: 8: NW Ott? Cnurt g NIUV 54th Street r 4-- 7 (R) SIII63 `I r59 ` >a I ass I s I. 1 r• 6(R) iC19 s l K:1FTL_TPTCA043752000 - Desigr PlacelCalcs\SynchralBu ld 2025 AM.syn HCM Signalized Intersection Capacity Analysis 13: NW 6th Court & NW 54th Street Future Total A.Iv1. Peak Hour Movement Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Total Lcst time (s) Lane Util. Factor Frpb, ppdtbikes Fipb, pedlbikes Frt Fit Protected Said. Flaw (pro;) Fit Permitted Satd. Flaw (perm) Peak-hctar factor, PHF Adj, Flow (vph) RTOR Reduction vph) Lana Group Flow (vph) Conti, Peds. (#Ihr) Canfl. Bikes (#ihr) EBL 0 0 1900 0.96 0 0 0 0 0 0 1043 0 0 23 2 2 EST EBR WBL Ire, 982 19 24 982 19 24 1900 1900 1990 6.0 0,95 1.00 1.00 1.00 1.00 3527 1.00 3527 0,96 0.96 0.96 1023 20 25 4 WBT WBR NBL 4+ 491 0 3 491 0 3 1900 19150 1900 6.0 0,95 1.00 1.00 1,00 1,00 3531 0.86 3036 0.96 0,96 0,96 511 0 3 0 0 0 535 0 0 23 3 NBT NER SBL SBT SBR 4 it 0 35 167 21 87 0 35 167 21 87 1900 1900 1900 1900 1900 6.0 6,0 5,0 6.0 1,00 0.95 0.95 1.00 1.00 1.00 1.00 1.90 1,00 1.00 1,00 1,00 0,87 1,00 1.00 0.85 1,00 0,95 0,96 1.00 1624 1681 1703 1583 1,00 0.95 0,96 1.00 1624 1681 1703 1583 0.96 0.96 0.96 0,96 0,96 0 38 174 22 91 40 0 0 0 83 1 0 97 99 8 Tum Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g!G Ratio Clearance Time (s) Vehicle Extension (s) Lane Gro Cap (vph) u+'s Ratio Prot viS Ratio Perm 'do Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (sl Level of Service Approach relay (s) Approach LOS Interseclicn Summary I'fA 6 122.3 122,3 0.76 6.0 1.0 2695 c0,30 0.39 6.3 1.00 0.4 6.7 A 6.7 A Perm NA 2 2 122.3 122.3 0.76 6.0 1.0 2320 0,18 0.23 5.4 0.44 0.2 2.6 A 2.6 A Split NA Split NA Prot 4 4 3 3 3 5.6 5.6 0.03 6,0 2.5 56 c0.00 14,1 1&,1 0.09 6.0 2.5 148 0.06 14.1 14.1 14.1 14.1 0.09 0.09 6,0 6.0 2.6 2.5 150 139 00.0E 0.01 0.03 0.86 0.68 0.06 74.6 70.6 70.6 66.9 1.00 1.00 1.00 1.00 0.1 9..0 9.4 0,1 74.7 79.6 B0-0 67.0 E E F E 74.7 75.7 E E RCM 2000 Control Delay I-1CM 2000 Volume. to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 17.4 0.40 160.0 _2% 15 RCM 2000 Level of Service Sum of lost time (s) ICU Level of Service 18.0 A :1FTL_TPT01043752000 - Design PlacelCalcslSynchr' uild 2025 AM.syn Timings 9: NW 6th Avenue 8, NW 54th Street 1' Lane Group EBL EBT Ei3R VQBL WBT IVBT Future Total A.M. Peak Hour Lane Configurations 4+ r 4T 4 Traffic Volume (vph) 371 809 15 1 514 31 Future Volume (vph) 371 809 15 1 514 31 Turn Type Perrn NA Perris Perm NA NA Protected Phases 6 2 4 Permitted Phases 6 6 2 Detector Phase 6 6 6 2 2 4 Switch Phase Minimnrn Initial (s) 16.0 16,0 16,0 16,0 16.0 7,0 Minimum Split (s) 22.0 22.0 22.0 22.0 22.0 13.0 Total Split (s) 40_0 104.0 104 0 104,0 104.0 66 0 Total Split (%) 65.0 6 65.0% 65.0% 65.0% 65.0% 35.0% Yellow Time (s) k 0 4.0 4.0 4.4 4.0 4,0 All -Red TIrne (S) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0,0 Total Lest Time (s) 6,0 6.0 6,0 6.0 Leaditag Lead -Lag Optimize? Recall Mode C-Min C-Min C-Min C-Min C-Min None Intersection Summary Cycle Length: 160 Actuated Cycle Length: 160 Offset: 130 (81%), Referenced to phase2:WBTL and 6:EBTL Sta:t of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 9: NW 6th Avenue & NW 54th Street Ir p2 () p4 14s rV s 0 -NW CFO 104 9 I ■ K:1FTL TPTO1043752000 - Design PiacelCaleslSynchro\Build 2025 AM.syn HCM 2010 Signalized Intersection Summary 9; NW 6th Avenue & NW 54th Street Future Total A.M. Peak Hour -► k' 1` 1/ Movement ESL EBT EBR WBL WET WE NEL NBT ,B c SBL SBT SER Lane Configurations 4+ r Traffic Volume (vehih) 371 809 15 1 514 200 1 31 27 a 0 0 Future Volume (veh/h) 371 809 15 1 514 200 1 31 27 0 0 0 Number 1 5 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Fed -Bike. Adj(A_pbT1 1.00 Q.97 1.00 Q. 1.00 -Lou Parking Bus, Adj 1,CD 1.00 1.00 1.00 1,0D 1.00 1.00 1.00 1.00 Adj Sat Flow, vehfh/In 19C0 1863 1863 1900 1863 1900 1900 1863 1900 Adj Flom Rate, vehlh 379 826 15 1 524 204 1 32 28 Adj No, of Lanes 0 2 1 0 2 0 0 1 0 Peak. Hour Factor 0.98 0.98 0,98 0.98 0.98 0.98 0.98 0.98 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 0 2 0 Cap, veh/h 68D 1416 1344 23 2135 825 1 42 36 Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.06 0.05 0.05 Sat Flow, vehlh 722 1610 1529 0 2429 939 28 903 790 Grp Volurne(v), veh/h 379 826 15 402 0 327 61 0 0 Grp Sat Flow(s),vehlhtlrM 722 1610 1529 1862 0 1506 1722 0 0 Gerve(g_s), s 0.0 0.0 0.0 0 0 0.0 0.0 5.6 0,0 0,0 Cycle() Clear(g_c), s O.0 0.0 0e0 0 0 0.0 0,0 5,6 0.0 0,0 Prp In Lane 1.00 1.00 0.00 0.62 0.02 0.46 Lane Gra Cap(c), vehlh 680 1416 1344 1669 0 1324 79 0 0 VAC RatiolK) U.55 0.58 0.01 0.24 0.00 0.25 0.77 0.00 0.00 AvaIJ Cap(c_a), uehlh 880 1416 1344 1659 0 1324 538 0 0 HCM Platoon Ratio 1.33 1.33 1.33 1,23 1.33 1.33 1.00 1.0D 1.00 Upstream Filter(I) 0.92 0.92 0.92 0.97 0.00 0.97 1.00 0.00 0.00 Uniform delay (d), sfveh 0.0 0.0 0.0 0.0 0.0 0.0 75.5 0.0 0.0 Incr delay 02), slveh 3.0 1.6 0.0 0.3 0.0 0.A 11.1 0,0 0.0 Initial Q Delay(d3),sfyi 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50 ),veh/in 03 0,6 0.0 0.2 0.0 0,2 2.9 0.0 0,0 LnGrpDelayjd),sveh 3.0 1.6 0.0 0.3 0.0 0.4 86.6 0,0 D.Q LnGrp LOS A A A A A F Approacl Vol, vet* 1220 729 61 Apprr aci Delay, siveh 2.0 0.4 B6.6 Approach LOS A A F Tinier 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Ns, Duration (G+Y+Rc), s 146.6 13.4 146.6 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Settirtg (Grnax), s 98.0 50.0 98.0 Max Q Gear T1me (g_c+11), s 2,0 7.6 2.0 Green E;ct Tine (p_s), s 8,A 0.3 8.4 Intersection Summary HCM 2010 Ctrl Delay 4.0 HCM2010LOS A K:1FF L_ i PTC1 3T520t70 - Design PlaoelCalcs\Synchro\Build 2025 AM.syn Timings 10: NW 2nd Avenue & NW 54th Street Future Total A.M. Peak Hour Lane Group EBL EBT Q+BL W3T Nl➢L NBT JGP S3L SE- yBR. Lane CooPgurations /I ft+ ) i '5 + r 1 + r Traffic Volume (vph) 79 720 75 576 37 140 73 61 250 ' 15 Future Volume (vph) 79 720 75 575 37 140 73 61 250 116 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Perm Protected Phases 6 2 4 a Permitted Phases 6 2 4 4 8 8 Detector Phase 6 6 2 2 4 4 4 8 8 8 Switch Phase Minimum Initial (s) 7,0 7.0 7,0 7.0 7.0 7,0 7.0 7,0 7,0 7.0 Minimurom Split (s) 23.4 23.4 23.4 23.4 25.0 25.0 25.0 25.0 25.0 25.0 Total Slit (s) 100.0 100.0 100.0 100.0 60.0 60.0 60 .0 60.0 60.0 60.0 Total Alit (%) 62.5% 62.5% 62,5% 62,5% 37.5% 37.5% 3/.5% 37.5% 37.5% 37.6% Yellow Time (sj 4.4 4,4 4.4 4,4 4.0 4.0 4.0 4.0 4,0 4,0 All -Red Tirne (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Last Time Adjust (s) 0.0 0.0 0.0 0.0 0,0 0.0 0,0 0.0 0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 6.0 6.0 6.0 6,0 5.0 6.0 LeadfLag Lead -Lag Optimize? Recall Mode C-Iiin C-Minn C-Min C-Min Nana None None None None None Intersection Surma Cycle Length: 160 Actuated Cycle Length: 160 Offset! 6 (4%). Referenced to phase 21WBTL and && EETL, Start of Green Natural Cycle: 50 Control Type: Actuated-Caardinaled Splits and Phases. 10: NW 2nd Avenue & hIW 54ttt Street 4- l C2 R) 04 00 s I 161:1 s 11 K:\FTL_TPT01043752000 - Design PlacelCalcs4Synchra\Build 2026 AM.syn HCM 2010 Signalized Intersection Summary 10: NV 2nd Avenue $& NW 54th Street Future Total A.M. Peak Hour } -lib l 4 ▪ 4 t • No- ir Movement EEL EBT EBR WE WBT 1 1BR NH NBT hNBR SBL SBT SBR Lane Configurations i tt. / tri, i + ri ) + if Traffic Volume (veht) 79 720 54 75 575 52 37 140 73 61 250 116 Future Volume {veh)11) 79 720 54 75 575 52 37 140 73 61 250 116 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial 0 (Qb), veh 0 0 D 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A„pbT) 1.00 0.98 1.00 0.98 1,00 0.99 1,90 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sal Flow, vehthlln 1863 1363 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate. vehlh 81 742 56 77 593 54 38 144 75 33 258 120 Adp No. of Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Peak Hear Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Peroent Heavy Veh % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehlh 595 2419 182 518 2379 216 112 355 308 1)4 365 308 Arrive Ci Green 0,91 0.91 0.91 0.91 0.91 0.91 0.20 0.20 0.20 0.20 0.20 0,20 Sat Flow, vehlh 7A 3330 251 678 3275 2:: 1001 1863 1569 1154 1533 1569 Grp Volrme(v), vehhTh 81 394 404 77 320 327 38 144 75 83 268 120 Grp Set F1ow(s),vehlhl1n 7:1 1770 1812 678 1770 1803 1001 1863 1569 1154 1863 1569 0 Serve{gs.), s 2.3 4.5 4.8 2,7 3.4 3.5 5,9 10.8 6.5 6.1 20.7 10.7 Cycle Q Clear(g c), s 5.7 4.5 4,6 7.3 3.4 3.5 256 10.8 6.5 18,5 20.7 10,7 Prop In Lane 1.00 0.14 1.CC 0.17 1.00 1.00 1.00 1.00 Lane GrpCap(c), vehlh 595 1285 1316 518 1285 1309 1'2 365 30B 194 365 308 VC Ratio(X) 0.14 0.31 0.31 0,15 0.25 0,25 0.34 0.39 0.24 0.33 0.71 0.39 Avail Cap(c_a}, vehlh 595 1285 1316 518 1285 1309 253 629 529 357 629 529 HCM Platoon Ratio 1,25 1.25 1,25 1.25 1.25 1.25 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.74 0.74 0.74 0.69 0.69 0.89 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), slveh 2.5 2,2 2.2 2.7 2.2 2,2 72.4 56.0 54.3 64.2 60.0 56.0 Inc- Delay (d2L slveh 0.4 0.5 0,4 0,4 0.3 0,3 1,3 0_5 0,3 0.7 1,9 0,6 Initial Q Belay(d3),sveh 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %lie BackGFQ(50%),vehAn 0.5 2.2 2.3 0.5 1.7 1.7 1.7 5.6 2.8 2.6 10.9 4.7 LnGrp DeIay(d),slveh 2.9 2.7 2.7 3.1 2.5 2.5 73.7 56.5 54.6 64.9 61.9 56,6 LnGrp LOS A A A A. A A E E 0 E E E Approach Vol, vent 879 724 257 441 Approach Delay. shell 2,7 2.6 58.5 60,9 Approach LOS A A E E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phis. Duration (G+Y+Ro), s 122.6 37.4 122.6 374 Change Period (Y+Rc), s 5.4 6.0 5,4 6,0 lax Groan Setting (Gmax), s 93.6 54.0 93,6 54.0 Max Q Clear Time (g c+111. s 9.3 28.6 7.7 22.7 Green Ext Time (p c), s 4.2 2.8 4,2 2.9 Intersecon Summary HCM 2010 Ctrl Relay 20.0 HC12010 LCS C K.WTL_1PT004375200'0- Design Place)CalcslSynchro1Brrild 2025 AM,syn Timings 11: North Miami Avenue & NW 54thStreet/NE 54th Strut t 4' Lane G-oup EBL EBT V'!BL WBT NBL NBT BL SiT Lane Configurations ' +t+ +D "1 +t +, Traffic Volume (vph) 186 560 235 450 66 300 A5O 1409 Future Volume (vph) 186• 560 235 450 68 300 '50 1409 Turn Type rpm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 8 4 6 2 Detector Phase 3 8 7 4 1 6 5 2 Switch Phase Minimum Initial (s) E.0 7.0 5.0 7.0 5.0 7.0 5.0 7,0 Minimum Split (s) 11,4 29.4 11.4 29,4 11.4 27,A 11.4 274 Total Split (s) 18,0 46.0 18.0 46.0 18.0 78,0 18.0 78.0 Total Split (%) 11.3% 28.8% 11.3% 28.8 '-0 11.3% 48.8% 11.3% 46.8% Yellow Time {s) 4.4 4.4 4.4 4A 4.4 4.4 4.4 4.4 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Tune Adjust is) 0.0 6 0 0.0 0 C 0.0 0.0 n.0 0.0 Total Lost Tirne {s) E.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 L.eadiLag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min intersection Summary Future Total A.M. Peak Hour Cycle Length: 160 Actuated Cycle Length 160 Offset: 36 (23%), Referenced to phase 2:93TL and 8:NBTL, Start of Green Natural Cycle: 140 Control Type: Actuated -Coordinated Splits and Phases' 11: North Miami Avenue & NW 54th Street/NE 54th Street at A�Rj ft 93 04 18s I 78s i i s i6s t 5t 46 i_ 7 -PI% 18s 1 711s -_ 1 iss I 46s 1 E KNFTL_TPTOt043752000 - Design Place\CaIcslSyn rauilc 2025 AM.syn I-IGM 2010 Signalized Intersection Summary 11: North Miami Avenue & NW 54th Street/NE 54th Street Future Total A:M. Peak Hour 41- k t4/ Moucnent EFL EBT EBR WEL WBT f1BL NET NBR S3L SBT SBR Lane Configurations 11 'I. Trafficme (vehfh) 186 560 107 235 450 67 68 300 157 150 1409 151 Future Vo[ume (vehlh) 1516 560 107 235 450 67 68 300 157 150 1409 151 Number 3 8 18 7 4 14 1 0 16 5 2 12 Initial Q(Qb) veil 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adlj(A_pbT) 1.Q0 0.98 1.00 0.98 1,00 1.00 1,00 0.98 Parking Bias. Adj 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ad, Sat Flow, vehlh/In 1863 1863 1900 1803 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, vehlh 194 563 111 245 469 70 71 312 164 156 1468 157 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0.96 0.96 0.96 DR 0.96 0.96 0.96 0.96 0,96 0_9.6 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veMi 248 668 127 2C0 697 103 142 1094 562 532 1639 174 Arrive 01 Green 0.07 0.23 0,23 0.C7 0.23 0.23 0.04 0.54 0.64 0_08 0,68 0.66 Sat Flow, viehflti 1774 295E 561 1774 3062 457 1774 2261 1161 1774 3224 342 Grp Valurne(v), vehlh 194 348 346 245 266 271 71 243 233 156 800 825 Grp Sat Fleve },vehiN1n 1774 1770 1747 1774 1770 1769 1774 1770 1552 1774 1770 1796 Q Servee,9 sj, s 11.6 30.3 30.5 11.6 22.1 22.4 3.2 9.6 9.9 7.2 56.7 61,2 Cycle Q Clear(g _), s 11,5 30,3 30.5 11.6 22.1 22.4 3.2 9.6 9.9 7.2 58.7 61.2 Prop In Lane 1,00 0.32 1.00 0.26 1.00 0.70 1.00 0.19 Lane Grp Cap(c), vehlh 243 400 395 200 400 400 142 856 799 5a2 g00 0,13 VIC Ratio(X) 0.79 0.87 0.58 1.23 0.67 0.68 0.50 026 0.29 0.29 0.89 0.90 Avatl Cav(c_a), vehlh 245 438 433 260 438 435 213 856 799 559 9D0 913 HCM Platoon Rho 1.00 1.00 1,00 1.00 1,000 1,00 1,33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(l) 0.96 0.96 0.96 0.67 0.67 0.67 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), slveh 49.6 59.7 59.7 52.6 56.5 56.6 32.3 16.4 16.5 18.5 22.2 22.6 Inca Delay (d2), slveh 13.3 15.2 15.9 127.4 2.1 2.2 1.0 0.8 D.9 0.1 12.8 14.0 Initial Q Delay(d3),siveh 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0.0 0.0 0.0 %ile Back0fQ(50%),vehlln 7.5 16,6 16,5 13,9 11_0 11.2 16 4.8 4.7 3.5 31.3 33.5 LnGrp Delay(d),slveh 62.3 74.8 75.6 180.10 58.6 58.8 333 17.2 17.4 18.6 35.0 36 6 LriG+LDS EEEF E EC B BBCD Approach Vol, vent 888 784 547 1781 Approach Delay, sfveh 72.5 96.6 19.4 34.3 Approach LOS E F H C Timer 1 2 3 4 5 6 7 8 Assigned Phs t 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.7 67.8 18.0 42.6 16.6 83.8 18:0 42.6 Change Period (Y+Rc), s 6.4 6.4 6A4 6.4 6,4 6.4 66.4 6.4 Maas Green Setting (Gmax), s 11.6 71.6 11.6 39.6 11.6 71.6 11.6 39.6 Max Q Clear Time (g_e+I1), s 5.2 63.2 13.6 24.4 9.2 11.9 13.6 32.5 Green Ext Time (p_c). s 0.0 4.2 0.0 5,8 0.n 6.9 0.0 3.6 Intersection Summary HCM 20'0 Ctrl Relay 53,0 HCM 2010 LOS D K:kFTL_1PTO 13752000 Design Plac eSCalcs1SynchrokBurld 2025 AM.syn Timings 12: NE 2nd Avenue & NE 54th Street II Lane Group EBL EBT WBL WBT NBL NET SBL EDT Lane Configurations } Traffic Volume (vph) 60 609 103 542 72 239 "92 803 Future Volume (vph) 60 609 103 542 72 239 ' 92 863 Tum Type Perri NA Perm PJA Penn NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 6 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 25.0 25.0 25.0 25,0 25.0 25.0 25.0 25.0 Total Split (s) 45.0 45.0 45.0 45.0 75.0 75.0 75.0 75.0 Total Split (%) 375% 37,5% 37,5% 37,5% E2.5% 62.5% 52.5% 62,5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ai -Red 'rime (s) 2.0 2.0 2,0 2.0 2.0 2,0 2.0 2.0 Lost Time Adjust (s) C.0 0.0 0.0 10 0.0 0.0 0.0 0,0 Total Lost Time (s) 6,0 6,0 6,0 6,0 6.0 6,0 6,0 6.0 LeadILag Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-Min C-Min Intersection Surnrnary Future Total A.M. Peak Hour Cycle Length: 120 Actuated Cycle Length: 120 Offset: 110 (92` ), Referenced to ,phi 2.SBTL and 6:NBTL, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases; 12; NE 2nd Avenue & NE 54th Street iox lrt) 04 75s 1 45s _ trifi lit) -1159 75 z 1 45 s I K;1FTL_TPTD 043T5200O - Design PlacetCalcslSynchrolBuild 2025 AM.syrr HCM 201 D Signalized Intersection Summary 12: NE 2nd Avenue & NE 54th Street Future Total A.M. Pak Hour 4 t\o, lavement EFL EBT E3R WEL WET WBR NEL NBT NBR SBL SET SFR Lane Configurations 1ft, + T I+ Traffic VC I unie (vehfh) 60 609 89 103 542 73 72 239 102 192 863 77 Future Volume (vehlh) 60 609 89 103 542 73 72 239 102 192 863 77 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (tab), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bika Adj(ApbT) 1.00 0.96 1.00 0.96 1.00 0.98 1,00 0.98 Parking Eus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flaw, vehlhiln 1883 1863 1900 1663 1863 1900 1863 1863 1900 1833 1863 1900 Adj Flour Rate, vehth 66 669 96 113 596 80 79 263 112 211 948 85 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, 9 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehlh 185 1001 146 153 1014 136 85 709 302 566 967 87 Arrive on Green 0.32 0.32 0.32 0.32 0.32 0.32 0.76 0.76 0 76 0-76 0 76 0-76 Sat Flow, vehlh 76) 3080 451 098 3119 418 544 1234 525 1002 1682 151 Grp Volume(v),vehdh 66 364 383 113 337 339 79 0 375 211 0 1033 Grp Sat FIbw(sj,vehthifn 760 1770 1761 698 1770 1767 544 0 1759 1002 0 1833 Se,ve(g_,$), s 9.5 22.4 22.5 16.5 19.1 19.2 5.4 0.0 8.4 11.5 0.0 63.6 Cycle Q Clear(g_.c), s 28,7 22,4 22,5 39 0 19.1 19.2 69.0 0.0 8.4 19.9 0.0 63.6 prop In Lane 1.00 0.26 1.00 0.24 1.00 0.30 1,00 0.08 Lane Grp Cap(c), veh/h 185 575 572 156 575 574 85 0 1011 556 0 1054 WC Raba{X) 0.36 0.67 0,67 0.72 0.59 0.55 0.93 0.00 0.37 0.37 0.00 0.98 Avail Cap(ca), vehlh 185 575 572 156 575 574 85 Oi 1011 556 0 1054 HCM Platoon Ratio 1.000 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 0.54 0.54 0,54 1.00 1.00 100 0,94 0.00 0.94 1.00 0,00 1.00 Uniform Delay (d), sIveh 45.8 34.9 34.9 53.0 33.8 33.8 47.8 0,0 7.0 10.3 0.0 13.5 Intr. D ay (d2), s+veh 0.5 1.5 1,5 14.6 1.3 1.4 77.8 0,0 1,0 1.9 0.0 23.4 Ini#fai 0,Deiay(d3),siveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 9 ile Eack0rQ(50%),vehiln 2,0 11.2 11.2 4.4 9.5 9.5 4.4 0.0 4.3 3.4 0.0 37.8 LnGrp Oelay(d),siveh 48.3 36.4 36.4 67.6 35.1 35.2 125.6 0,0 8.0 12.1 011 36.8 LrrGrp LOS 0 b DEDDF A B 0 Approach Vol, veh&h 333 789 454 1244 Approach Delay, siveh 37,2 39.8 28.4 32.6 Approach LOS b D D G Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 76.0 45.0 75.0 45.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Selling (Grnax), s 69.0 39.0 69.0 39.0 Max Q Clear Time (g,c+l1), s 65,6 41.0 71.0 34.7 Green Ext Time (p_c), s 1.9 0.0 0.0 6.2 Intersection Summary -- - - HCM 2010 Ctrl Delay HCM 2010 LOS 34,9 C K,1FTL_TPT❑1043752000 - Design PlacekGalcs\SynchrotBuild 2025 AM.syn HCM 2010 TVVSC 23: Serv[ce Vehicle Entrance & NE 54th Street Future Total A.M. Peak Hour HCl research expects al least one 'Stop' controlled approach at the intersection. K;TTL_TPTOT43752000 Design PlacLA.CalcsIS+ynchro Build 2a25 AM..syn HCM 2010 T VSC 13: NE 3rd Avenue & NE 54th Street Future Total A.M Peak Hour Intersection Int Detay, sfveh 738 Movement EBL EBT EBR VVBL 4VBT WOR NBL MDT NOR SBL SST SCR Traffic Vol, vehlh 2& 713 131 223 503 9 1,38 0 292 19 0 48 Future Vol, vehTh 23 713 131 223 503 9 165 0 292 19 0 46 Conflicting Peds. #Ihr 9 0 14 14 0 9 5 0 0 0 0 5 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RI Channelized - None - None - - None - Plane Storage Length Veh in Median Storage, 4 - 0 - 0 - - 0 - 0 Grade, % - 0 - 0 - 0 - 0 Peak Hour Factor 87 87 87 87 87 87 87 87 67 87 87 87 Heavy L'ehicles, 2 2 2 2 2 2 2 2 2 2 2 2 Writ Flow 32 820 151 256 578 10 193 0 336 22 0 55 MajorArtinor Major1 Major2 Minvrt Mir1or2 Conflicting Flow All 594 0 0 975 0 0 1771 2070 504 1530 2140 313 Stage 1 - - - 984 954 1101 1101 Stage 2 - 807 1106 479 1039 Critical Hdtvy 4,14 4,14 7,54 6.54 6.94 7.54 6.54 6.94 Critical Fdvir Stg 1 5,54 5.54 6.54 5.54 - Critical tidwy Stg 2 - 6.54 5.54 8.54 5.54 - Follow-t,p Hdwy 2.22 222 - 3,52 4.02 3.32 3.52 4,02 3.32 Pot Cap-1 Maneuver 978 703 -53 53 513 73 48 683 Stage 1 - 274 332 226 286 Stage 2 341 284 537 306 Platoon blocked, % - - Mav Cap-1 Maneuver 965 694 -- 26 22 504 -13 20 671 Mov Cap-2 Maneuver - - 26 22 - ..13 20 Sage 1 252 306 208 128 Sage 2 -139 127 - 164 282 roach 1:B WB NB SB HCM Control Delay, s 0.5 6.3 $ 3332.8 $ 560-5 HCM LOS F f' Minor Lane/Major Mvmt NBLn1 ESL EBT EBR ArBL MST NARK SBLn1 Capacity (vehlhj 65 955 - - 694 - 44 HCM Lane V!C Ratio 8.134 0.033 - 0.369 - - 1.75 HCM Control Delay (s) $ 3332.8 8.9 0.3 - 13.2 1.9 $ 560,5 HCM Lane LOS F A A .8 A -F HCM 95th %tile O(veh) 61.2 0.1 - - 1.7 - - 7.5 Notes Volume exceeds capacity 5: Delay exceeds 3003 +: Computation Not Defined ": All major volume in plataon K:1FTL_TPTO1043'T52000 - Design PleceMCalcs\Synchrat3Uild 2025 ,4M.syn Timings 13: NE 3rd Avenue & NE 54th Street Future Total A.M.Peak Hour Lane &pup EBL EBT EER W3L WBT NBT NBR SBT Lane Configurations 4+ ? ft+ 4 F 4+ Traffic Volume (vph) 28 713 131 223 503 0 292 0 Future Volume (vph) 28 713 131 223 503 0 292 0 Tum Type Perm NA Perm pm+pt NA NA Perm NA Protected Phases 2 1 6 6 4 Permitted Phases 2 2 6 8 Detector Phase 2 2 2 1 6 6 6 4 Switch Phase Minimum Initial (s) 5.0 5,0 5.0 5,0 5.0 5.0 5.0 5,0 Minimum Split (s) 22.5 22.5 22.5 9,5 22,5 22.5 22.5 22,5 Total Split (s) 48.9 48.9 48.9 21.6 70.5 27.0 27.0 22.5 Total Split (%) 40.8% 40.5% 40.8°% 18.0% 58.8% 22.5% 22.5% 18.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 AS -Red Time (s) 1,0 1.0 1.0 1,0 1.0 1.0 1.0 1,0 Lost Tin a Adjust (s) 0.0 0.0 0.0 0.0 0.0 11.0 0.0 Total Lost Time (s) 4.6 4.5 4.5 4.5 4.6 4.5 4.6 Leackag Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Retell Mfldu C-Nin G-Min C-rdin None C-Min None None None Irytersection Summary °pie Length: 124 Actuated Cycle Length: 120 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL. Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits aid Phases: 13: NE 3rd Avenue & NE 54th Street Ines es a6 (P.) ! ` 162 fR) 11.9s Ittbdi r.s 08 1127s 1 1 K: FTLTPTO\043752000 - Design PlacelCalcs\Synchro Build 2025 AM_Signalized.syn HCM 2010 Signalized Intersection Summary 13: NE 3rd Avenue & NE 54th Street Future Tota A.M. Peak Hour - 44- k t I Movement EEL EBT EBR WBL WBT WBR NBL NBT NBR SBL S T SBR Lane Configurations 4+ ri" +ti 4 F 40. Traft c Volume (vehlh) 28 713 131 223 503 9 158 a 292 19 0 48 Future Volume (veh/h) 28 713 131 223 503 9 158 0 292 19 0 48 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Opt* veh 0 00 0 0 0 0 00 0 00 P'ed-Bile Adj(A_pbT) 0.99 0.98 1.00 0,07 1,00 0,99 1,00 0.98 Parking Bus, Adj 1,00 1,00 1.00 1.00 1.00 1.00 1:00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1 «*3 1863 1863 1863 1900 1900 1863 1853 1900 1863 1900 Adj Flow Rate, vehlh 32 820 151 256 578 10 193 0 335 22 0 55 Adj No, of Lanes 0 2 1 1 2 0 0 1 1 0 1 0 Peak Hour Factor 0.67 0.87 0.87 0,87 0.87 0,57 0,87 0.87 0.67 17.87 0,67 0.57 Percent Heavy Van, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehdh 72 1673 787 436 2250 39 333 0 294 31 0 78 Arrive Cr Green 0,67 0,67 0,67 0.12 0.64 0.84 0.19 0.00 0.19 0.07 0.00 0.07 Sat Flow, vehM 78 3296 1550 1714 3568 62 1774 0 1571 459 0 1148 Grp Volume(v), veh!h 446 405 151 256 287 301 193 0 336 77 0 0 Grp Sat Flow(s),veh in 1764 1610 1550 1714 1770 1849 1774 0 1571 1607 0 6 Q Serve(g.sj, s 0.0 14.8 4.4 al 4.0 4.0 11.9 0,0 22,5 5.6 0.0 0.0 Cycle Q Clear(g_c), s 13.7 14.8 4.4 8,1 4.0 4.0 11.9 0.0 22.5 5.6 0.0 0.0 Prop in Lane 0.07 1.00 1.00 a.t13 1.00 1.00 0.29 0.71 Lane Grp Cap(c}, ver/h 927 817 787 436 1119 1169 333 0 295 109 0 0 VIC Ratio(X) 0,48 0,50 0.19 0.59 0.26 0.26 0.58 0.00 1.14 0,71 0.00 0,00 Avail Cap(c_a), vehlh 927 817 787 534 1119 1159 333 0 295 241 0 0 HCM Platoon (patio 1.33 1,33 1.33 1.33 1.33 1.33 1,00 1.00 1.00 1.00 1,00 1,00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1,00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), shieh 11.6 12.0 10.3 12.3 3.$ 3.8 44.4 0.0 46.8 54.8 0.0 0.0 lncr Delay (d2), shell 1.8 2.2 0.5 1.3 0.6 0.5 2.5 0.0 96.1 8.2 0.0 0.0 lniiiai Q d9elay(d3),s/veh 0.0 L0 b a.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 %ile Barrk01Q(50%),vehtrn 7,4 7,0 2.0 4.1 2,0 2.1 6.1 0,0 17,6 2.7 0.0 0.0 LriGrp Celoy(d),slveh 13.6 14.2 10.9 13.5 4.4 4.4 47.0 0,0 144.R 63.0 0.0 0,0 LnGrp L0S B B BB A AD F E Approach Vol, vehlh 1003 844 529 77 Apprnadi Delay, swell 13.4 7.1 109.1 63.0 Approach LOS B A F F Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 8 Phs Duration (G+Y+Rc), s 15,0 65,4 12.6 80.4 27.0 Change Period (Y+Rc), s 4.5 4.5 4 8 4.5 4.5 Max Green Setting (Gmax), s 17.1 44.4 18 0 66.0 22.5 Max Q Clear Tirne (g .c+i1), s 10.1 16.8 7,6 6.0 24.5 Green. Ext Time (p_c), s 0.4 11.8 0.2 14.5 0.0 Intersecton Summary HCM 2010 Ctri Delay 33.5 HCM 2010 LOS C KIFTLTPTOti043752000 • Design PleceICalcs\SynchrolBuiid 2025 AM_Signalized.syn HCM 2010 TWSC 25: Train Station! Access & NE 54th Street Future Total A.M. Peak Hour HCM research expects at least ore 'Stop' controlled approach at the intersection. K:1FTL_TPTD 4 752OCO - Design PlaceiCalcs SynchrolBuild 2025 AM,syn Tirnings 14: Federal Highway & NE 54th Street Future Total A.ro Peak Hour Larne Group E=L EBT WBL WBT NBL NBT NOR SBL SBT Lane Configurations 4t4 M.' 1 ♦ F 11 it Traffic Volume (vph) 69 496 283 412 198 158 172 25 300 Future Volume (vph) E9 496 283 412 198 168 172 25 300 Turn Type Perm NA pm+pt NA pm+pt NA pm+ov Perm NA Prrutected phases 6 5 2 7 4 5 8 Permitted Phases 6 2 4 4 8 Detector Phase 6 6 5 2 7 4 5 8 8 Swtch Phase Minimum Initial (s) 7.0 7.0 5.0 7.0 5,0 7.0 5.0 7.0 7.0 Minimum Split (s) 23,0 23,0 11.0 23.0 11.0 24.0 11.0 24.0 24.0 Total Split (s) 85.0 85.0 16.0 101.0 16.0 49.0 1E.0 33.0 33.0 Total Spilt (%) 56.7% 56.7% 10.7% 67.3°% 10.7% 32.7% 10.7% 22.0% 22,0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ail -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2,0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead,'ta) Lag Lag Lead Lead Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall triode None None C-Min C-Min None None C-tan None Nona Intersec}on Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset 82 ( %), Referenced to phase 2:WBTL and 5:WBL, dart of Green Natural Cycle: 70 Control Type_ Actuated -Coordinated spurs arc vnases: 'I 4; reaerai riignway 6 rir= in btreet � I u2(R) I } •=� 10Ls _ 1 149 s I 1 l005':0 06, 7 J 4 6$ 115s ■85_s I 116s 33s I K:1FTL_TPT0043752000 - Design PlacelCalcs\Syncnrol8uild 2025,AM-syn HCM 2010 Signalized Intersection Summary 14, Federal Highway & NE 54th Street Future Total A.M. Peak Hour Movement EBL EBT EBR 4hrBL V1+BT WBR NBL NBT NBR SBL, S$T SBR Lane Configurations 4+t. 41. r ' Traffic Volume (vehlh) 99 496 381 283 412 7 198 158 172 25 300 98 Future 'Volume (vehlh} 59 496 381 283 412 7 198 158 172 25 300 98 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial C (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Pei -Bike Adj(A pbT 1,00 1.00 1.00 0,97 1.00 0.98 1.00 0.98 Parking Bus, Adj 110 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhlln 1930 1863 1900 1900 1863 1900 1863 1863 1863 186.3 1863 1900 Adj Flow Rate, velih 1 J0 557 0 31 B 463 8 222 178 193 28 337 110 Adj No. of Lanes 0 3 0 0 2 0 1 1 1 1 1 0 Peak Hour Factor 0,99 4.89 0.89 0 89 0.89 0.69 0 89 0 89 0 89 0 39 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vial -oh 393 2303 0 49 1052 18 166 534 447 229 241 79 Arrive On Green 0,54 0.84 0.00 0,84 0.84 0.84 0.07 0.29 0.29 0.18 0.18 0.18 S al FIow, vehlh 552 3790 0 2 1661 29 1774 1863 1558 1)04 1339 437 GrpVolunre(vj, vehlh 192 465 0 218 0 471 222 178 193 28 0 447 Grp e` Flow{s),vetl,+hlln 1114 1543 0 2 0 1689 1774 1863 1558 1004 0 1776 ▪ Serve(g_s), s 4.0 4.5 0.0 39.2 0.0 10,5 10.0 11.3 15.1 3.5 0.0 27.0 Cycle C Cisar(g_c), s 14.4 4.5 0.0 39.2 0.0 10.5 10.0 11.3 15.1 3.5 0.0 27.0 Prop In Lane 0.52 0.00 1.00 0.02 1.00 1,00 1.00 0.25 Lane Grp Cap(c), vehlh 742 1954 0 0 0 1070 166 534 447 229 0 320 VIC Raeo(X) 0,26 0.24 0.00 0.00 0.00 0.44 1,34 0,33 0.43 0,12 0.00 1.40 Avail Cap(c_a), vehh 742 1954 0 0 0 1070 166 534 447 229 0 320 HCM Platoon Ratio 1.33 1,33 1.33 1.33 1.33 1.33 1,00 1.00 1,00 1,o0 1,00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.80 0.00 0.80 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s,+veh 5.5 4.7 0.0 0.0 0.0 5.2 50.8 42.2 43,6 51,9 0.0 61,5 incr De;ay (d2), slush 0.1 0,0 0,0 0.0 0.0 1,1 185,8 0.3 0.5 0.2 0.0 197.1 Initial C Delay(d3),siveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 %ile B2ckOfQ(50%),vehlln 2.3 1.9 0.0 1.0 0.0 5.0 8.6 5.9 6.6 1.0 0.0 30.7 LroGrp 0elay(d),stveh 5.7 4.7 0.0 0.0 0.0 6.2 236.6 42,5 44,0 52,1 0.0 256.6 LnGrp LOS A A A F D D D F Approach Vol, vehlh 657 789 593 475 Approach Delay. slveh 5.0 3.7 115.7 246.5 Approach LOS A A F F Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 7 8 Phs Duration (G+Y+Rc), s 101.0 49.0 101.0 16.0 33.0 Change Period (Y+Rcj, s 6.0 6.0 6.0 6.0 6.0 Max Gratin Setting (Gmax), s 95.0 43.0 79.0 10,0 27,0 Max Q Clear Time (gsfl1), s 41.2 17.1 18.4 12.0 29.0 Green Ext. Time (pej, s 5.3 4.1 5,3 0,0 0.0 Intersection Summary HCM 2010 Carl Delay HCM 2010 LOS 76.3 E KIFTL_TPT01043752000 - Design PlacelCalesk8ynchroIluilc 2025 AM.syn ti i31 Timings 15: B.scayne Boulevard & NE 54th Street Future Total A.M. Peak Hour 4\ t td Lane Group EBL E F NBL NET SBT SBR Lane Configurations ¶ '1 + if Traffic Volume (vph) 436 2599 170 842 1759 534 Future Volume (vph) 435 269 170 542 1759 534 Turn Type Prot pm+ev prn+pt NA NA Perm Protected Phases 8 1 1 6 2 Permitted Phases 8 6 2 Detector Phase 8 1 1 6 2 2 Switch Phase Minimum Ir itiaC (s) 7.0 5.0 5,0 7.0 7.0 7.0 Minimum Split (s) 31.4 11.0 11.6 28.0 28.0 28,0 Total Split (s) 36.0 16.0 16.a 112.0 96.0 96.0 Total Split (%) 25.3% 10.7% 10.7% 74.7% 64.0% 64.0% Yellow Time (s) 4,4 4,0 4.0 4 0 4,0 4,0 All -Red rime {s) 2.0 2.0 2.4 2.4 2.0 2.0 Lost Time Adjust (s) D.D 0.0 0.4 0.0 0,0 0.0 Total Lost Time (s) 6.4 6.0 6.4 6,0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode Nona one None C-Min C-Min C-Min Intersection Summary Cycle Length: 150 Actuated Cycle Length:15D Offset: 29 (19%), Referenced to phase 2:SBT and 6:NBTL, Start of Green Natural CyOIA: 1 L0 Control Type: Actuated-Coordinaled liks and Bases: 15: Biscayne Boulevard & NE 54th Street 1-11Q2fin 95s t 112 s IR) V K:IFTL_TPTO1443752000- Design PlacelCa cs1Synchr©1Build 2025 AM.syn HCM 2010 Signalized Intersection Summary 15: Biscayne Boulevard & NE 54th Street Future Total A.M. Peals Hour t Movement Et3L Ek3R NBL NBT SRT SBR Lane Configurations re ' ' ft rt TrJlrc Volume (vehth) 436 269 170 842 1759 534 Future Volume jvehlhl 436 269 170 842 1759 534 Number 3 18 1 6 2 12 In ii ial 0 {Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Floyd, vehlhlin 1863 1883 1863 1863 1863 1863 Adj Flow Rate, vehlh 449 277 175 866 1813 551 Adj No, of Lanes 2 1 1 2 2 1 Peak HGur Factor 0.97 0.97 0,97 0,97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, vel'h 632 367 196 2597 2284 996 Arrive On Green 0.18 0.18 0.06 0.98 0,86 0 86 Sat Flow, vehth 3442 1583 1774 3532 3632 1543 Grp Vokone(v), veh/h 449 277 175 868 1813 551 Grp Sal Flow(s),vehnn 1721 1583 1774 1770 1770 1543 Q Senre(g_s), s 18,4 24.4 5,2 1.3 34.1 14,4 Cycle 0 Clesr(g_c), s 18,4 24.4 5,2 1.3 34.1 14.4 Prop In Lane 1.00 1.00 1.D0 1.00 Lane Grp Cap(c), vehth 632 367 196 2597 2284 996 V{C Ra'ao(X) 0,71 0.75 0 89 0.33 0.79 0.55 Avail Cap(c_a). vehlh 725 410 229 2597 2234 996 HCM Platoon Ratio 1.00 1.00 1 33 1.33 1.33 1.33 Upstream Filter(I) 0.83 0,83 0.94 0,94 1,00 1.00 Unlfcrm Qeiay (d), s veh 57.5 53.6 28.6 0.5 6.2 4.8 Incr Deny (d2), slveh 2.1 5.4 26,1 0.3 2.9 2.2 Initial Q Delay(d3),slveli C,0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh:rin 6,9 11.3 8.5 0,6 16.9 6.5 LnGrp Delay(d),shveh 55,5 59.1 54.8 0.8 9,1 7.0 LnGrp LOS E E b A A A Approach Vol, vehlh 726 1043 2364 Approach Delay, slveh 59.4 9.9 8.6 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y#Rc), s 13.2 102.8 116,1 33.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.4 Max Green Setting (Gmax), s 10.0 90.0 106.0 31.6 Max Q Clear Time (g_c+11), s 7.2 36.1 3.3 26,4 Green Ext Time (p_c), s C_ 1 14.8 15.4 1.1 Intersection Summary HCM 2010 Ctrl Delay 17.9 HCM 2910 LOS B K_IFTL_TPTQti043752000 - Design PlacelCaIcs1SynchralBuild 2025 AM.syn Timings 26 NE 2nd Avenue & NE 5lst Street Future Total A.M. Peak Hcur Lane Group EEL EBT EBR WBL iV8T NBL NBT SOL SB' Lane Configurations 4 r " t. *i T Traffic Volume (vph)) 28 26 47 146 27 18 314 81 946 Future Volume (vph) 28 26 47 146 27 18 314 81 946 Turn Type Peron NA Perm prn+pt NA Penn NA Perm NA Protected Phases 4 3 8 2 6 Permitted Phases 4 4 8 2 6 Detector Phase 4 4 4 3 8 2 2 6 6 Switch Phase MinImurn Initial (0 7.0 7.0 7.0 5.0 5.0 14.0 14.0 14,0 14.0 Minimum Spilt (s) 25.0 25.0 25.0 22.5 23.5 33.0 33.0 33.0 33.0 Total Spilt (s) 25.0 25.0 25.0 22.6 47.6 72.4 72,4 72.4 72.4 Total Split(%) 20.8% 20.8% 20.8% 18.8% 39.7% 60.3% 60.3% 60.3% 60.3% Yellow Time (s) 4.0 4.0 4,0 3 6 3,5 4,0 4.0 4,0 4.0 All -Red erne (s) 2.0 2.0 2.0 1.0 2.0 2.0 2.0 2.0 2.0 Last Time Aclust (s) 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 4.5 5.5 6.0 6.0 6.0 6.0 Leact/Lag Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None C-Min 0-Min C-Min C-Min Intersection Summary Cycle Length: 120 Actuate Cycle Length: 120 Offset: C (0%), Referenced to phase 2:NETL and 6:SETL, Start of Green Natural Cyr;le: 125 Cantrot Type: Actuated -Coordinated fits ard Phases: 26: NE 2nd Avenue & NE 51st Street p ;2(R) Dry -b4 72.4s E 22.65 1255 1 rto6) .- 72.4s I 1147.6s I iCFTL,_-PTC1043752000 - Design 'lace'Calcs\Synchro\BlJild 2025 AM.syn RCM MO Signalized Intersection Summary 26: NE 2nd Avenue & NE 51s1 Street Future Total A.M.Peak Hour Movement EEL EBT ERR /Vi13L WRT W$R NRL NBT NBR SBL SBT SBR Lane Configurations 4 j ' T Traffic Volume (vehtt) 28 20 47 146 27 93 16 314 103 81 946 83 Future Volume (vehin) 28 26 47 146 27 93 18 314 103 81 940 53 Number 7 4 14 3 6 18 5 2 1.2 1 6 16 Initial C (Qb), veh 0 0 0 0 9 0 0 0 0 0 0 0 P-t3ike Adj(A_pbT) 1,00 0.91 0.95 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 Adj Sat Flow, ve:h,+hlln 1900 1863 1863 1853 1 663 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, vebrth 29 28 49 159 29 101 19 327 112 88 985 0 Adj No. of Lanes 0 1 1 1 1 0 1 1 0 1 1 0 Peak HGur Factor 0.96 0.92 0.96 0.92 0.92 0.92 0.96 0.96 0.92 C.92 0.9E 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehlh 95 77 116 293 79 274 358 907 311 674 1275 0 Arrive On Green 0.08 0.08 0.08 0.10 0.22 0_22 0.91 0.91 0.91 0.91 0,91 0.00 Sat Flow, velVh 614 952 1436 1774 365 1273 569 1325 454 943 1863 0 Grp Volume(v), ve'blh 57 0 49 159 0 130 19 0 439 88 985 0 Grp Sal Flows},vehihtln 1566 0 1436 1774 0 1638 569 0 1778 943 1663 0 Q Serve(g_s), s 2.0 0.0 3.9 9,5 0.0 8.1 1.3 0,0 4.0 1.7 19.2 0.0 Cycle 0 Ciear(g c), s 3.9 0.0 3.9 9.5 0.0 5.1 20.4 0.0 4.0 5.7 19.2 0.0 Prop In Lane 0.51 1.00 1.00 0.78 1.00 0.26 1.00 0,00 Lane Grp Cap(c), venlh 172 0 116 293 0 353 358 0 1217 674 1275 0 VIC Rario(X) 0,33 0,00 0.42 0.54 0.00 0.37 0.05 0.00 0.36 C.13 0.77 0.00 Avail Cap(ca), velith 288 0 227 388 0 575 358 0 1217 674 1275 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1,33 Upstream Fllter(i) 1.00 0.00 1.00 1,00 0.00 1,00 1.00 0.00 1.00 C.17 0.17 0,00 Uniform Delay (d), stveh 52.4 0.0 52.5 42,9 0.0 40.1 5.6 0.0 1.9 2.3 2.6 0.0 Incr Delay (d2), shah 0.8 0.0 1.8 1,6 0.0 0,6 0.3 0,0 0.8 0,1 0,8 0,0 Initial Q Delay(d3),siveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %Ile 13xkOfQ(50%),vehfln 1.8 D.0 1.6 4.6 0.0 3.7 02 0.0 2.1 0.4 9.1 0.0 LnGrp Delay(d)„siveh 53.2 0.0 54.3 44.5 0.0 40.7 5.9 0.0 2.7 2.3 3.4 0.0 LnGrp LDS D D 0 D A A A A Approach Vol, vehih 106 289 458 1 073 Approach Delay. siveh 53.7 42.8 2.8 3.3 Approach LOS ID 0 A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 3 4 6 8 Phs Dwatian (G+Y+Rc), s 88.1 16.2 15.7 88.1 31.9 Change Period (Y+Rc), s 6.0 4.5 6.0 6,0 •6 Max Green Setting (Gmax), s 65,4 18.1 19.0 66,4 " 42 Max 0 Clear Time (g_c+11), s 22.4 11.5 5.9 21.2 10.1 Green Ext Time (p_c), s 4.7 0.2 0 9 4.1 1.2 Intersection Summary HCM 2010 Ctr9 Delay 11.9 HCM2010LOS 13 Notes K:1FTL_TPTO1.043752000 - Design PlacelCalcstSynchroiBuild 2025 AM.syn Timings 18: Biscayne Boulevard & NE 53th Terrace Lane Group WBL NBT SBL SET Future Total A.M. Peek Hour Lane Cuntl9uratipris V +I Traffic Volume{vph) 120 953 50 1996 Future Vo-iume (vph), 120 953 50 1996 Turn Type Perrn NA Perm NA Protected Phases 6 2 Permitted Phases 4 2 Detector Phase 4 6 2 2 Switch Phase Minimum initial (s). 7,0 14.0 14.D 14.0 Minimum Split (s) 29.5 20.0 20.0 20.0 Total Split (s) 48.0 102.0 102.D 102.0 Total Split (%) 32.0° 68.0% 68.0% 66.0% Yellovu Tirrle (s) 4k 4.0 4.0 4.0 All -Red lime (s) 2.5 2.0 2.0 2.0 Lost Time Adjust {s) 0.0 0.0 0.0 0,0 Total Lost Time (s) 5.5 6.0 6,0 6.0 LeadlLag Lead -Lai Optimize? Recall Made None C-Min C-Min C-Min Intersection Summary Cycle Length: 150 Actuated Cyde Length: 150 Offset- 33 (22%), Referenced to phase 2:SBTIL and 6:NBT, Start of Green NaturalCycle: 90 Control Type: Actuated -Coordinated Splits and Phases; IIF 02 ) TB: Biscayne Boulevard & NE SULK Terrace 102 s 1 ■48 1 r16(R) d4 K:IFTL_TPT010437.52000 - Design Place4.CalcsiSyrnchrd1Build 2025 AM.syn HCM Signalized Intersection Capacity Analysis 18: Biscayne Boulevard & NE 50th Terrace Future Total A,M, Peak Hour Movement Lane Configurations Traffic Volume {vph) Future Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Util, rector Frpb, pedibikes Flpb, pod/bikes Frt Fit Protected Satd. Flow (prat) Flt Permitted Said. Fraw (pe ) _ Peak -hour factor, PHF Adj. Flow (vph) RTCR Reduction (vph) Lane Group Flow (vph) Conti. Pads. (041hr) Conti. Bikes (* hr) 1r INK 120 120 1900 6.5 1.00 1.00 1.00 0.98 0.96 1f39 0.96 1739 0.95 126 6 148 WBR IVBT NIER 5BL SBT ,t 27 953 27 953 IOC 1900 0.0 0.95 1.00 1.00 0.99 1,00 3517 1.00 35/7 35 35 1910 ft 50 1995 50 1996 1900 1900 6,0 6,0 1,00 0.95 1.00 1.00 1.00 1.00 1,00 1.00 0,95 1.00 1769 3539 0.26 1.00 482 3539 0.95 0.95 0,05 0.95 0.95 28 1003 37 53 2101 1 0 0 0 0 0 4 1039 0 53 2101 2 2 3 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g1C Ratio Clearance Time (s) Vehicle Extension (s.l Perm 4 17.7 17.7 0.12 6.5 2.5 Lane Grp Cap (vph) 205 Ws Ratio Prot vfs Ratio Perm c0.08 vic Ratio 0.72 Liniform Delay, d1 63.8 Progression Factor 1.00 Incremental Delay, d2 11.1 Relay (s) 74.9 Level of Service E Approach Delay (s) 74.9 Approach LDS E Intersection Summary HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group NA 6 119.8 119.8 0.80 6_0 1.0 2808 0.30 0.37 4.3 1.00 0.4 4.7 A 4.7 A Perm NA 2 2 119.8 119:H 0.80 6.0 1.0 364 0.11 0.14 3.4 1.35 0.4 5.1 A 119.8 119.8 0.80 0.0 1,0 2826 oD.53 0.74 7.5 1,07 1.1 9.1 A 9.0 A 10.7 HCM 2000 Level of Service 0.74 150.0 Surn of lost time (s) 75.3% ICU Level of Service 15 12.5 0 K:I,FTL_TPTO\043752000 - Design Place\ualcs\Synch rolBuild 2025 Aful.syn Timings 19: North Miami Avenue & NW 46th StreetiNE 46th Street Future Total A.M, Peal; Hour se - Lane Group EBL E3T WET NBL NET SBL SBT Lane Configurations 4 4. ' +7. 1 +7. Traffic Volume (vph) 70 94 35 52 19 377 26 1027 Future Volume (vph) 70 94 35 52 19 377 26 1027 Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase 8 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7,0 Minimum Split (s) 29.3 29.3 29.3 29.3 23.4 23.4 23.4 234 Total Split (s) 32.0 32.0 32.0 32.0 48.0 48.0 48.0 48.0 Total Split (%) 40,0% 40.0% 40.0% 4D,0'Ip 60.0%0 600% 60.0% 50.0% Yellow Time is) 4.0 4.0 4.0 4,0 4.4 4.4 4,4 4,4 All -Red Tirne (s) 2.3 2.3 2.3 2.3 2.0 2.0 2,0 2,0 Lost Time Adjust (s) 0.0 D.0 0.0 0.0 0.0 0,0 Total Last Time (s) 6.3 5.3 6.4 6.4 6.4 5,4 Leadtag Lead -Lag Optimize? Recall Mode None None None None C-Min C-MFn C-Min C-Min fntersedion Summary Cycle Length: 80 Actuated Cycle Length: 80 Offset: fl t10%j, Referenced to phase 2:5BTL and 6:NBTL, Start of Green Natural ^y+cfe: 60 Control Type: Actuated -Coordinated Splits and Phases: 19: North Miami Avenue & NW 46th Street NE 46th Street i Jr ¢2 n 04 48i 1 32S i 1 t 6.[R) 8 a8 s i 32 s 1 K:IFTL_TPTC 043752000 - Design PlaceCalcs\SynchrolBuild 2025 AM,syn HCM 201 D Signalized Intersection Summary 19: North Miami .Avenue & NW 46th Street/NE 46th Street Future Total A. Mr Peak Hour _ 4_ Movement EBL FBT ERR WBL VNBT WSR NBL NBT NBR SBL SET SBR Lane Configurations 44 *4 1 +II, I Si, Traffic Volume (vehlh) 70 04 40 35 52 11 19 377 32 26 1027 50 Future Volume (vehfh) 70 94 40 35 52 11 19 377 32 26 1027 50 Number 3 6 18 7 4 14 1 6 15 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 Adj Sat Flow. vehfhfln 1900 1863 1900 1900 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, vehfh 72 97 41 30 54 11 20 380 33 27 1059 52 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0,97 0.97 0,97 C.97 0.97 D.97 Percenl Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Crap, vehfh 138 143 53 130 173 30 404 2232 188 725 2318 114 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.90 0.90 0.90 0.90 0 90 0.90 Sat Flow, vehfh 467 1166 323 416 1044 178 505 3303 279 959 3429 166 Grp Volume(v). vehfh 210 0 0 101 0 0 20 208 214 27 546 565 Grp Sai Flow(s),vehlhfln 1655 0 0 1638 0 0 505 1770 1812 959 1770 1828 Cl Serve(g_s), s 5.5 0.0 0.0 0,0 0.0 0.0 0.6 1,1 1.1 0,3 4.2 4.2 Cycle 0 Clear(g_ c), s 9.5 0.0 0.0 4,0 0.0 0.0 4.8 1.1 1.1 1.4 4.2 4.2 Prep In lane 0.34 0,20 0.36 0.11 1.00 0.15 1.00 0.09 Lane Grp Cap(c), vehfh 334 0 0 332 0 0 404 1196 1225 725 1196 1235 VIC Ratio(X) D.63 0.00 0.00 0.30 0,00 000 0.05 0.17 0.18 0.04 0.46 146 Avail Cap(ca), vehfh 562 0 0 574 0 0 404 1195 1225 725 1196 1235 HCM Patoon Ratio 1.00 1.00 1 00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstrearn FiItenI) 1.40 0.04 0.00 1.04 0.0V 0.00 1.00 1.00 1,00 0,09 0.09 0,09 Uniform Delay (d), slveh 31.7 0,0 0.0 29.5 0.0 0.0 1.9 1.4 1.4 1.5 1.5 1.5 Ivor Delay (d2), sfveh 1.4 0.0 0.0 0.4 0.0 0-0 0.2 0.3 0.3 0.0 0.1 0.1 Initial a Delay(d3},sA+eh 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0,0 0,0 %Ile BackOfQ(50%),veh/In 4.6 0.0 0.0 2.0 0.0 0.0 0.1 0.6 0.6 0.1 1.9 1.9 LnGrp Beiay(d),slveh 311 0.0 0.0 29.9 0.0 0.0 2.2 1.7 1.7 1.5 1.6 1.6 LnGrp 1.0S C C A A A A A A Approach Vol, vehlh 210 101 442 1138 Approach Delay, siveh 33.1 29.9 1,7 1.6 Approach LOS C C A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+v+Re). s 60.5 19.5 60.5 19.5 Change Period (Y+Rc), s 6.4 * 6.3 6.4 " 6.3 Max Green Setting (Gmax), s 41.6 * 26 41.6 '26 Max Q Clear Time (g_c+I1), s 6.2 6.0 6,8 11.5 Green Ext Time (pc), s 4.1 1.4 4.1 1,3 intersection Summary HCM 2010 Ctri Delay HCM 2010 LOS Notes 6.7 A K_IFTL_TPT01043752000 - Desigr Plan lCalcs\SynchrcABuild 2025 AM.syn Timings 20: NE 2nd Avenue & NE 39th Street Future Total M.M. Peak Hour Lane Group EEL EBT WBL MT NBL NBT SEL SBT Lane Configurations 40 4, 4 4t) Traffic Volume (vph) 2 85 105 273 9 210 121 567 Future Volume (vptt) 2 85 105 273 9 210 121 567 Turn Type Fen' NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 6 4 6 2 Detecto- Phase 8 8 4 4 55 6 2 2 &Antal Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 230 23.0 23.0 23.0 23.0 23_D 23.0 23.0 Total Split (s) 50.0 50.0 50.0 50.0 30.0 30.0 30.0 30.0 Total Split (%) 62.5% 52.5% 62.5% 62.5% 37.5% 37.5% 37,5' 37,5% Yellow'ime (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 0.2 0.2 2.0 2.0 2.0 2.0 Last Time Adjust is) 0,0 0,0 0.0 0.0 Total Lost Time (s) 6.0 4.2 6.0 6.0 LeadfLel Lead -Lag Optimize? Recall hIcde Nora None Nome None C-Min C-Min C-Min C-Min intersection Summary Cycle Length` 80 Actuated Cycle Length: 80 Offset 17 (21%), Referenced to phase 2:SI3Tl. and 5:NETL, Start of Green Natural Zlycle: 50 Control Type. Actuated -Coordinated Sr its and Phases; 20: NE 2nd Avenue & NE 39th Street 0 a (k) 4- gi4 - 30s I 50s I 1 t 6 (R) $ 30s I sos 1 . K:1FTL-TPTC31043752000 - design PIa 1.CalcslSynchrolBu[Id 2025 AM.syra HCM 2010 Signalized intersection Summary Future Total 20: NE 2nd. Avenue & NE 39th Street A.M. Peak Hour t # Movement EBL EBT ERR WBL liVBT U116R t1BL NBT NBR S81_ SBT 55R Lane Configurations 4. 4. 4. 414. Traffic Volume (vehfh) 2 85 26 105 273 63 9 210 77 121 567 13 Future Volume (vehlh) 2 85 26 105 273 63 9 210 77 121 567 13 Number 3 8 18 7 4 14 1 6 16 5 2 12 initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-BikeAdj(A-PINT) 1.00 0.99 0.99 0,99 1,00 0,99 1,00 0,97 Perking Bus, Adj 1.00 1,00 1,00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehfhfln 1900 1863 1900 1200 1863 1900 1900 1863 1900 1900 1863 1900 Adi Row Rate. vehfh 2 86 26 106 278 64 9 212 76 122 573 13 Ad) No. of Lanes 0 1 0 0 1 0 0 1 0 0 2 0 Peak Hour Factor 0.9, 0.99 0.99 0.99 0.99 0.99 0.99 0,99 0 99 0_99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehfh 48 430 127 159 343 75 55 6e= 246 322 1428 32 Arrive On Green 0,31 0.31 0.31 0.31 0.31 0.31 0.7D 0.70 0.70 0.70 0.70 0.70 Sat Row, veh/h 6 1370 407 331 1093 239 16 1282 458 486 2663 60 Grp Volumeiv). veh h 114 0 0 446 0 0 299 0 0 344 0 364 Grp Sa1 Flow(s),vehNin 1783 0 0 1662 0 0 1757 0 0 1527 0 1682 0 Serve(g_s), s 0,0 0.0 0.0 16.3 0,0 0.0 0.0 0.0 0.0 1.0 0.0 7.3 Cycle a Clear(g_c), s 3.7 0.0 0.0 20_0 0,0 0.0 5.2 0,0 0.0 6.2 0.0 7.3 Prop In Lane 0.02 0.23 0.24 0.14 0.03 0,26 0.36 0,04 Lane Gp Cap(c), vehlh 505 0 0 577 0 0 989 0 0 880 0 902 WC Ra<la(X) 0.19 0.00 0.00 0.77 D.HU 0.00 0.30 0.00 0,00 0.39 0,00 0.40 Avail Cep(c_a), vehfh 1022 0 0 1000 0 0 989 0 0 380 0 SO2 HCM Platoon Ratio 1.00 1.00 1,00 1.00 1.00 1.00 1.30 1.30 1.30 1.30 1.30 1.30 Upstream Filter(I) 1.00 0.00 0,00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), sa'veh 20.1 0.0 0.0 25.6 0.0 0.0 3.4 0.0 0.0 6.5 0.0 6.7 Inc Delay (d2), sfveh C.1 0.0 0.0 1,7 0.0 0.0 0:8 0.0 0.0 1.3 0.0 1.3 Initial Q Delay{d3),slveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 %ile BackOfQ(50%),velt4n 1.9 0.0 0.0 9.4 0.0 0.0 2.8 0.0 0.0 3.2 0,0 3.7 LnGrp Delay{d),sfveh 20.2 0.0 0.0 21.2 0.0 0.0 7.2 0.0 0,0 7 6 0.0 8.1 LnGrp LQS C C A A A Approach Vol, vehlh 114 446 299 708 Approach delay, siveh 20.2 27.2 7.2 7.9 Approach LDS C C A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Ftc), s 46.9 31,1 49,9 31.1 Change Period (Y+Rc), s 6.0 *6 5.0 6.0 Max Green Selling (Gmaa), s 24,0 ' 46 24.0 44.0 Max Q Dear Time (g_c+I 1), s 9.3 22.0 7.2 5.7 Green Ext Time (pc), s 2.3 3.1 2_3 3,3 Intersection Summary HCM 2010 Ctrl Delay 14.2 HCM 2010 LOS E Notes lK: FTL_TPTClD43752000 - Design PlaeOCalcs\SynrhrQSuild 2025 AM,syn P.M. Peak Hour Timirgs 1: NW 6th Avenue/I-95 SB Off -Ramp & NW 62nd Street Lane Grup EBT 41BL VVBT SBL $BT Future Total P.M. Peak Hour Lane Configurations 'fit* Traffic Volume (vph) 645 297 681 232 214 Future Volume Noll) €45 297 681 232 214 Turn Type NA prn+pt NA Split NA Protected Phases 6 5 2 8 8 Permitted Phases 2 Detedcr Phi 6 5 2 8 8 Switch 'hese Minimum Initial (s) 16.0 5.0 16.0 7.0 7,0 Minimum Split (a) 25,0 11.0 25.0 25.0 25.0 Total Split (s) 39.0 26.0 65.0 40.0 40.0 Total Split (I%) 17.i% 24.A% 61.0° 38.1% 36.1%a Yellow Time (s} 4.0 4.0 4,0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0,0 0.0 0.0 Total Lost The N) 6.0 5,0 6,117 6.0 6.0 Leed/Lag Lag Load Lead -Lag Optimize? Yes Yes Recall Mode C-Min None C-Min None None Intersection Summary Cyeie Length. 105 Actuated Cycle Length: 105 Offset: 0 (0%)., Referenced to phase 2:WBTL and 6:FBT, Stark cf Sreen Natural Cycle: 65 Control Type: Actu sled -Coordinated Splits and Phases: 1: NW 611 A'Perluefl-95 SB Off -Ram p & Pt4V 62nd Street PLR) 9 il a 65s I S 263s I Ili39s K:\FTL_TPT+ 1043 52000 - Desigr Place4Calcs\Syrschro'I8ufld 2025 PM.syn I-1CMi 2010 Signalized Intersection Summary 1: NW 6th Avenue/ -95 SE3 Off -Ramp & NW 62nd Street Future Total P.M. Peak Hour C 4- I t 4/ Movement EEL EBT EBR ViiBL WBT WBR NEL NBT NBR S3L SBT SBR Lane Configurations ST 1 ft vi Traffic Volurne (vehrrh) 0 645 266 297 681 0 0 0 0 232 214 258 Future Volume (vehlh) 0 045 2613 297 681 0 0 0 0 232 214 258 Number 1 6 16 6 2 12 3 8 18 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_rtxT) 1.00 0.97 1.00 1.04 1.00 1.00 Parking Bus, Adj 1,C0 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 Adj Set Fhow, vehlhfln 0 1863 1900 1803 1863 0 1863 1863 1900 Adj Flow Rate, vehilh 0 665 275 305 702 0 239 221 265 Adj No. of Lanes 0 2 0 1 2 0 1 1 0 Peak Hour Factor 0,97 0.97 0.97 0.97 0.97 0.97 0.97 0,97 0.97 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 cap, vet& 0 971 403 400 2048 0 545 236 285 Arrive On Green 0.00 0.53 C.53 0,16 0,77 0.00 0.31 0,31 0,81 Sat Flow,vehlh 0 2513 1004 1774 3632 0 1774 770 927 Grp Volume(v), vehlh 0 456 455 306 702 0 239 0 487 Grp Sat Fl4w(s),vehth n 0 1770 1655 1774 1770 0 1774 0 1697 iD Serve(g_s), s 0.0 21.2 21.2 10.3 6.5 0.0 11.3 0.0 29,3 Cycle 0 Clear(g,c), s 0.0 21.2 21.2 10.3 6.5 0,0 11.3 0.0 29.3 Prop In Lana 0.00 0.61 1.00 0.00 1,'00 0.55 Lane Grp Cap(c), vehlh 0 710 664 400 2048 0 545 0 521 WC Ratiu(X) 0.00 0.68 0.68 0.77 0.34 0.00 0,44 0,00 0.93 Avail Cap(c_a), vehlh 0 710 664 525 2048 0 574 0 550 HCM Platoon Rabe 1.00 1,33 1.33 1,33 1.33 1.00 1.00 1.00 1.00 Upstream Filler(I) 0.00 1.00 1.00 0.43 0.43 0.00 1.00 0.00 1.00 Uniform Delay (d), slveh 0.0 19,6 19.6 17.7 5.8 0.0 29.1 0.0 35.4 Inc- Delay (d2), slveh 0.0 5.3 5.7 1.5 0,2 0.0 0.4 0.0 22,6 Initial . Delay43),slveh 0.0 0.0 0.0 0,0 0.0 0,0 0.0 0.0 0.4 %ile 6ackOFQ(50%),vehiln 0.0 11.3 10 6 5.1 3.2 0.0 5.6 0.0 16.9 LnGrp Delay(r),slveh 0.0 24.9 25.3 19.1 6.0 0.0 29.5 0.0 57.9 LnGrp LOS OCR A C E Approach Vol, vehlh 941 1005 726 Approach Delay, slveh 25.1 10.0 48.6 Approach LOS C B ID Timer 1 2 3 4 5 6 7 Q Assigned Phs 2 5 6 8 Phs Duration (G+Y+Re), s 66.8 13.6 46,1 38.2 Change Period (Y+R,c), s 6_0. 6.0 6.0 6.0 Max Green Setting (Gmex), s 59.0 20.0 33,0 34.0 Max Q Clear Time (g_c+11), s 8.5 12,3 2n,2 31.3 Green EKt Time (p_c), s 4.0 0.3 3.6 1.0 Intersecian Summary HCM 2010 Chi Delay 25.6 1-ICM 2010 LOS C +c; FTLJPTO1043752U00 - Design ulacelCalcs\Synchrok3uild 2025 PM.syn Timings 2: NW 6th AvenuelNW 5th Court & NW 62nd Street Lane Group EBL EBT VVBT IJBT Future Total P.M. Peak Hour Lane Configurations ' 1t ikt 4t Traffic Volume (vphj 251 528 615 443 Future Volume (vph) 251 52B 615 443 Turn Type pm+pt NA NA NA Protected Phases 1 6 2 4 Permitted Phases Detecicc Phase 1 6 2 4 Wwifch Phase t fin€mum Initial (s) 5 0 7.0 7.0 7,0 Minimum Split (s) 11.0 20.0 20.0 30.0 Total Split (s) 20.0 67.0 47.0 38.0 Total Split (%) 19.0% 63.8% 44,8% 36.2% Yellow Time (s) 40 40 40 4.0 ACI Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0,0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 LeadILag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None C-Min C-Mirk None Intersection Summary Cycle Length: 105 Actuated Cycle Length: 105 Offset: 29 (28%), Reverenced to phase 2:WBT and 6:EBTL, Start of Green Natural Cycle: 80 Control Type, Actuated -Coordinated Splits and Phases, 2: NW 6th Avenue/NW 5th Court & N IN 62nd Street �� 4-- d2.) 20s I is 1 111313s I —006OR) ! is _ 1 ■ K: FTL_TPT61tkt3752000 - Design Place&CalcslSynchrrTBuild 2025 PM,syn HCM 2010 Signalized Intersection Sumrnary 2: NW 6th AvenuelNW 5th Court & NW 62nd Street Future Total P.M, Peak Hour ` 4.- 4s, t Movement EBL EBT EBR WBL WBT WBR NBL l' BT NBR S8L SBT SBR Lane Configurations ++ +7+ 41* Traffic Volume (vehlh) 251 528 0 0 615 189 422 443 376 0 0 0 Future Volume (vehlh) 251 528 0 0 615 189 422 443 376 0 0 0 Number 1 8 16 5 2 12 7 4 14 Initial Q(Qb), veh 0 0 0 0 0 0 0 0 i] Ped Bike Adj(ALpbT) 1.00 1,00 1.00 0.92 1.00 0.98 Parking Bus. Adj 1.W 1.00 1.01) 1.00 1.00 1.00 1,00 1,00 1.00 Adj Sat glow, vehlhIIn 1863 1863 0 0 1863 1900 1900 1863 1900 Adj Flow Bata, vehih 261 550 0 0 641 197 440 451 392 Adj No. of Lanes 1 2 0 0 2 0 0 2 0 Peale Hour Factor 0,96 0.96 0,96 0,96 0.96 0.96 0.96 0.96 0.95 Percent Heavy Veh, % 2 2 0 0 2 2 0 2 0 Gap, veh/h 419 2056 0 0 1104 339 344 374 334 Arrive On Green 0.13 0.77 0.00 0_00 0.56 0.56 0.30 0.30 0,30 Sat Flow, vehlh 1774 3632 0 0 2704 601 1129 1228 1096 Grp Volume(v), vein 261 550 0 0 434 404 704 0 589 Grp Sat F1ow(s),vehih/ln 1774 1770 0 0 1770 1642 1806 0 1647 Serre(g_s), s a.5 4.7 0.0 0.0 16.7 16.6 320 0.0 32,0 Circle QClear(g_c), s 8.5 4.7 0.0 0.0 16.7 16.6 32.0 0.0 32.0 Prop In Lane 1.OD 0,D0 0.CO 0.49 01.63 0.67 Lane Grp Cap(c), veh(h 419 2056 0 0 748 094 550 0 502 VIC Ratio(X) 0.62 0,27 0.00 O,CO 0_58 0.58 1.28 0.00 1.17 Avail Cap(c_e), vehfh 477 2056 0 0 748 694 550 0 502 HCM Platatxn Ratio 1.33 1.33 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 0.70 0.70 0.00 0.00 0,93 0,93 1.00 0.00 1.00 Uniform Delay (d), siveh 15.1 5,5 0.0 0.0 16.9 16.9 36.5 0.D 36.5 Irv- Delay {d2), sIveh 0.3 0,2 0.0 0,0 3,0 3,3 138.8 0,0 97.7 Initial 0 Delay(d3),siveh 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 D.0 °file BackOfO(50%),vehlrn 4.1 2.3 0.0 0.0 8.6 8.1 37.1 0.0 26.1 LnGrp Delay(d),s/veh 15.9 5.8 0.0 0.0 19.9 20.2 175 3 0.0 134.2 LnGrp LOS 8 A B C F F Approach Vol, vehlh 811 638 1293 Approach Delay, &+vets 9.0 20.1 156.6 Approach LOS A C F Timer 1 2 3 4 5 6 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 16.6 50.4 38,0 67,0 Change Period (Y+Re), s 6.0 6.0 6.0 6,0 Max Green Setting (Grim), s 14.0 41.0 32.0 61.0 Max Q Clear Time (€mac+I1 ), s 10,5 18.8 34.0 6.7 Green Ext Time (p_c), s 0.1 3.7 0.0 3.9 intersecton Summary HCM 2010 Ctrl Delay HCM 2010LOS 77.0 E } ;1FTLTPTO1043752000 -.Design PlacelCares1SynchrolBuild 2025 PM.syn Timings 3: NW 2nd Avenue & NW 62nd Street/NE 62nd Street Future Total P.M, Peak Hour t NIFP Lane Group EBL EBT WBL WET NBL NBT NBR SBL SBT SBR Lane Configurations � ' i r + r Traffic Volume (vph) 136 706 71 577 16.1 448 61 25 172 91 Future Volume (von) 136 706 71 577 163 448 61 25 172 91 Tum Type pmfot NA pm+pt NA pm+pt NA Perm prn+pt NA Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 4 4 8 8 Detector Phase 1 6 5 2 7 4 4 3 B 8 Switch Phase Minimum Initial (s) 5.0 7.0 5,0 7.0 5.0 7,0 7.0 5.0 7,0 7.0 Minimum Split (s) 10,7 25.0 10.7 25.0 10.7 25.0 25.0 10.7 25.0 25.0 Total Split Cs) 18.0 72.0 18.0 72,0 18.0 42,0 42.0 18.0 42.0 42.0 Total Spilt (%) 12.0% 48.0% 12.0% 48.0% 12.0% 28.0% 28.0% 12.0% 28.0% 28.0% Yellow Time (s) 3.7 4.0 3,7 4.0 3.7 4,0 4.0 3.7 4,0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0,0 0.0 0.0 0.0 7.0 0.0 0,0 0.0 Total Lost Time (s) 5.7 B.0 5,7 5,0 5.7 6,0 3.0 5.7 6.0 6.0 LeadllLag Lead Lag Lear/ Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Y Yes Yes Yes Recall Mode None C-Min None C-Min None None None None None None Intersection Summary Cycle Length: 150 ActuatedCycle Length: 150 Offset: 16 (11%), Referenced to phase 2: WBTL and 6:E13TL Start of (reen Natural Cycle: 80 Control Type: Actuated -Coordinated , piits and -eases: ,i. rN v kilt' Pdanue 6 tvvu Una treeunvt bald street 03 o4 mot 012el) a s I 72 s T - s I 47 s 65 &} _ IN 07 * oa la 1 72 1 gar" 425 K:tFTL_TPTC043752000 - Design Place\CalcslSynchra\Build 2025 PM.syn HCM 2010 Signalized Intersection Summary 3: NW 2nd Avenue & NW 62nd Street/NE 62nd Street Future Total P.M. Peak Hour Movement El3L EBT EEBR W8L WBT WBR NBL NEST NBR SBL SBT SBR Lane Configurations ft) 1i'[ 1' F ¥ Traffic Volume (*hill) 136 706 158 71 577 35 133 44,8 61 25 172 91 Future Volume (vehfh) 136 705 158 71 577 35 133 448 61 25 172 91 Number 1 6 16 5 2 12 7 4 14 3 8 18 Inlhal Q(Qb), veh 0 00 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0,98 1.00 0.96 1.00 0.97 1.00 0.97 Parkirx0 Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.01) 1.00 1.00 1.00 1.00 1.0C Adj Sat Flow, vehtlln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1853 1863 1863 Adj Flew Rate, vehfh 142 735 165 74 601 35 170 467 64 26 179 95 Adj No. of Lanes 1 2 0 1 2 0 1 1 1 1 1 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, a% 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veilh 502 1574 353 kg 1799 108 295 447 370 87 1.35 277 Arrive Cn Green 0.07 0.73 0.73 0.04 0.71 0.71 0.08 0.24 0.24 0,02 0.18 0,18 Sat Flow, vehfh 1774 2860 642 1774 3385 202 1774 11363 1542 1774 1863 1540 Grp VoIume(v), ve /h 142 466 445 74 314 323 170 467 64 26 179 95 Grp Sat Fbw(s),vehWhlin 1774 1770 1733 1774 1770 1818 1774 1863 1542 1774 1863 1540 Q 5erve(g_sj, s 5.5 15.7 15.7 2.9 10.2 10.2 11.5 36.0 4.9 1.8 13.1 8.1 Cycle Q Clear(gc), s 6,5 15.7 15.7 2.9 10.2 10.2 11.5 36.0 4.9 1.8 13,1 8.1 Prop In Lane 1.00 0.37 1.00 0.11 1,00 1.00 1.00 1.00 Lane Grp Cap(c), vehlh 5C2 974 953 379 940 955 295 447 370 87 335 277 WC Ratio(X) 0.28 0,47 0.47 0.20 0.33 0.33 0,56 1.04 0.17 0.30 0.53 0.34 Avail Cap(c_a), vehfh 55B 974 953 468 940 966 295 447 370 193 447 370 1-1CM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1,33 1.00 1.00 1.00 1.00 1.00 1,00 Upstream Filter(I) 0.96 0.96 0.96 0.60 0.60 0.60 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), siveh 14.4 11,2 11,2 15,4 11.8 11.8 44.4 57.0 45.2 50.9 55.8 53.7 Ina Delay (d2), siVeh 0.1 1.5 1.6 0.1 0.6 0.6 1.8 54.7 0.2 0.7 1.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0_0 C.0 0.0 0.0 0,0 0.0 0.0 %Ile BackOfQ(50%),vehtln 2,7 7.9 7.8 1.4 5.1 5.3 5.8 25.3 2.1 0.9 6.8 3.5 tnGrp Dulay(d), +veh 14.5 12,7 12.7 15.4 12,4 12.4 45.2 111,7 45.4 5'.6 56.8 54.3 LnGrp LOS 3 B 1313 B BD F D 0 E D Approach Vol, vehfh 1042 711 701 300 Approach Delay, sfveh 13.0 12.7 89.8 55.5 Approach LOS B $ F E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 Phs Duration (G+Y+Rc), s 13.3 85.7 9.0 42.0 10.5 88,5 18 0 33.0 Change Period (Y+Rc), s " 5.7 6.0 ' 5.T 6.a ' 5, 7 6.0 ` 6.7 6.0 Max Green Setting (Galax), s *12 66.0 *12 36.0 *12 66.0 *12 36.0 Max Q Clear Time (g_c+I1), s 7.5 12.2 3.8 38.0 4.9 17.7 13.5 15.1 Green tsrt Time (p_c), s D.1 3,9 0.0 0.0 0.0 3.9 0.0 3.7 Inlersedan Summary HCM 2010 Ctrl Delay 37.1 HCM 2010 LOS 0 Notes K:.1FTLTP70\043752000-Design PIaeelCaIcs SynchrolBuild2025 PIA syn Tunings 4: NE 2rtd Avenue & NE 62nd Street & NE 6lst Street Future Total P.M. Peak Hour vc Lane Group EBL2 EBT EBR NNBL NET SEL SBT SWL SWR Lane Configurations ' t4 41 411 '1 rr Traffic Volume (vph) 145 248 139 105 742 60 344 59 286 Future Volume (vph) 145 248 139 105 742 6d 244 59 256 Turn Type pm+pt NA Perm Perm NA Perm NA pm+pt Perm Protected Phases 3 8 6 2 7 Permitted Phases 8 B 6 2 4 4 Detector Phase 3 8 8 6 6 2 2 7 4 Switch Phase Minimum Intlial (s) 5.0 7.0 7.0 7,0 7.0 7.0 7.0 5,0 7.0 Minimum Split (s)- 10.7 25.0 25,0 41.0 41.0 41.0 41.0 10.7 25.0 Total Split (s) 20.0 35.0 35.0 65.0 65,0 65.0 65.0 20.0 35,0 Total Split (%) 16.7% 29.2% 292% 54.2% 54,2%® 54.2% 54.2% 16,7% 29,2% Yellow Time (s) 3.7 4.0 4.0 4,0 4.0 4,0 4.0 3.7 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0,0 Total Lost Time (s) 5.7 6.0 6.0 6.0 6.0 5.7 6.0 Lead#Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None Nona None C-Min C-Min C-Min C-Min Done None intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 87 (73%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated ills and Phases, 4: N 2nd Atienue & NE 62nd Street & NE 61st Street G. CR) 03 o4 65s 1 20s 1 35s 1 , } In6CR) c7 08 165s I 20s 35s K:1FTL_TPT0EC43752000 - Design Place\CalcslSynchroiluild 2025 PM.syn HCM Signalized Intersection Capacity Analysis 4: NE 2nd Avenue & NE 62nd Street & NE elst Street Future Total P.M. Peak Hour Movement Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flaw (vphpl) Total Lest time (s) Lane Udl. Factor Frpb, pedfbikes Flpb, pedibikes Frt FIt Protected Satd. Flow (prat) Fit Permitted Satd. Flow {perm} Peak -hour factor, PHF Ad). Flow (vph) RTOR Reduction (vph) Lane Group Flaw (vph) nfl Peds. (#fhr) Conti. Bikes (#lhr) Tura Type Protected Phases Permitted Phases Actuated Green, G (s) Eflective Green, g (s) Actuated gfC Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap(vph) vs Ratio Prot Ws Ratio Perm vric Ratio Uniform Deley, d1 Progression Factor Incremental Delay, d2 Decay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary EBL2 145 145 1900 5.7 1.00 1.00 0,96 1.00 0.95 1738 0.95 1738 0,94 154 t .41 4, EBR NBL NBT NBR2 SBL SBT SBR SWL SWR r 248 139 105 742 42 60 248 139 105 742 42 60 1900 1900 1900 1900 1900 1900 6.0 6.0 6.0 0.95 1.00 0.95 1.00 0.98 1,00 1.00 LOB 1.00 1.00 0.85 0.99 1.00 1.00 0.99 3539 1556 3485 1.00 1.00 0.76 3539 1556 2676 0,94 0.94 0.94 0,94 264 148 112 789 0 0 118 0 32 154 264 30 0 914 10 3 14 EBT pm+pt NA Perm Perm NA 3 8 6 8 6 24.5 24.5 71.3 24,5 24.5 71.3 0.20 0, 20 0.59 6.0 6.0 6.0 2.6 2.5 1.0 722 3t7 1589 0.07 8 36 4 36 4 0.30 a7 20 527 c0.63 0.06 0,29 32.0 1.00 0.1 32.1 C 0.37 41.1 1.00 0.2 41.3 0 38.1 0 0,02 0.10 38.8 1.00 0.1 38,9 G0,34 0.558 15.0 1.02 1.4 16.8 16.8 B 0.94 45 0 21 4 t7.94 64 0 0 21 344 344 1900 6.0 0.95 0,99 1.00 0.96 0.99 3365 0.72 2452 0.94 366 21 550 Perm NA 2 2 71,3 71.3 0.59 6.0 1.0 1456 0.22 0.38 12.7 1,00 0.7 13,5 13,5 B 133 59 133 59 1900 1900 5,7 1 00 1.00 0'99 1.00 095 1760 0,95 1760 0.94 141 0 0 14 0.94 63 0 63 3 pm+pt 7 4 25.6 25.6 0,21 5.7 2.0 375 0.01 0.03 0.17 38,5 1,00 0.1 38,6 D 49.4 D 286 286 1900 6.0 0.88 1.00 1.00 0,85 1.00 2787 1.00 2787 0,94 304 0 3,04 Peron 4 19,1 19.1 0,16 6,0 2.5 - 443 c0.11 0.69 47.6 190 4.0 51,6 D HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group 25.8 HCM 2000 Level of Service 0.57 120.0 Sum of lost time (s) 97.83 ICU Level of Service 15 C 17.7 10,FTL_TPTO1043752000-13esign Plac0Calcs1Synchrolbuild 2025 PM.syn Timings 5: Biscayne Boulevard & NE 62nd Street I Lane Gaup ' BT NBL NBT S3L SST Future Total F M Peak Hour Lane Conflguratlans 4t ft Traffic Volume (uph) 2 105 1643 16 1179 Future Volume (vph) 2 105 1643 16 1179 Tum Type NA prnnpt NA Penn NA Protected Phases 4 1 6 2 Permitted Phases ti 2 Detec.6rx Phase 4 1 6 2 2 Switch Phase Minimum initial () 7.0 5.0 14.0 14.0 14.0 Minimum Split (a) 22.5 11.0 22.5 22,5 22.5 Total split (s) 45.0 19.0 115.0 96,0 96,0 Total Split (%) 28.1% 11.9% 71,9% 60.0% 60.0% Yellow Time (s) 4.0 4.0 4.01 4.0 4.0 Ali-R Tirne (8) 2.4 2.0 2,3 2.3 2.3 Last Tine Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Last Time (s) 6.4 5.0 6,3 6.3 6.3 Lead/Lag Loa Leg Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None C-Miri C-pair, C-Min Intersecton Summary_ Cycle Length: 1E0 Actuated Cycle Length.160 Offset' 110 (69%), Reverenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cyde: 70 Control Type; Actuated -Coordinated Splits and Phases: 5: Barie Boulevard & NE 62nd Street P2() 04 i. s 1 s _ ,45s f C 5 !EZ) 'td 1.15s K:IFTL_TPTO1043752000 - Design Place1Calcs)SynchroiBuild 2025 Ph4.syn HCM 2010 Signalized I ntersection Summary 5: Biscayne Boulevard & NE 62nd Street Future Total P.M. Peak Hour Movement ESL EBT EBR WBL V +BR NBL NBT NBR SBL SBT SBR Lane Configurations'1+ Traffic VotumP (+reh[h) 0 0 0 2 2 11 105 1643 4 16 1179 101 Future Voiurne (vehTh) 0 0 0 2 2 11 105 1643 4 16 1179 101 Number 7 4 14 1 6 16 5 2 12 Initial Q(Qt), veil 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.97 1_00 0 98 Parking Bus, Adj 1.00 1.0D 1,00 1.00 1.00 1.00 1.00 1.00 1.00 Aldj Sat Flow, vehThlln 1900 1863 1900 1863 1863 1900 1863 18.63 1900 Al Flow Rate, vel-ilh 2 2 12 113 1767 4 17 1268 109 Adj No. of Lanes 0 2 0 1 2 0 1 2 0 Peak Hour Factor 0,93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 2 0 2 2 2 2 2 2 Cap, vii/h 20 24 33 425 3254 7 267 2734 234 Arrive en Green 0,02 0.02 0.02 ON 1.00 1.00 1.00 1.00 1.00 Sat Flown, vehih 909 909 14966 1774 3622 8 268 3294 282 Grp Volume(v), vehth 4 0 12 113 863 908 17 680 697 Grp Sat Flow(s),vehfh1ln 1817 0 1496 1774 1770 1861 268 1770 1807 Q Ser (g_s}; s 0.3 0.0 1.3 1.4 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g c), s 0.3 0.0 1.3 1.4 0.0 0.0 0.0 0.0 0.0 Prop in Lane 0.50 1.00 100 0.00 1.00 0.16 Large Grp Cap(c), veh/ 40 0 33 425 1590 1672 267 1468 1500 VEC #vatic(X) 0.`0 0.00 0.36 0,27 0.54 0.54 0,05 0,46 0.47 Avail Cap(c_a), ve% 438 0 361 514 1500 1672 267 1468 1500 HCM Platoon Ratio 1.00 1,00 1.01 1.33 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1.00 0.00 1.00 0.69 0.89 0.69 1,00 1.00 1.00 Urn`rform Delay (d), shah 76.6 0.0 77.1 1.4 0.0 0.0 0.0 0.0 0.0 lncr Delay (d2), slveh 0.8 0.0 4.8 C.1 0.9 0.9 0.5 1.1 1.0 Initial a Delay(d3).tah 0.0 0,0 0.0 C.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),vehlln 0.2 0.0 0.6 C.7 0.A 0.4 0.0 0.4 0A4 Ln rp Celay(d),sfveh 77.4 0.0 81.9 1.5 0.9 0.9 0.5 1.1 1.0 Ln{7rp LOS E F A A A A A A Approach Vol. ven/h 16 1884 1394 Approach Delay, siveh B0.8 0.9 1,0 Approach LDS F A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.0 139.1 10.0 150.0 Change Penod (Y+Rc), s 6.0 " 6.3 6.4 x 6.3 Max Green Setting (Gmax), s 13.0 ' 90 38.6 ° 1.1 E2 Max Q Clear Time (g c+11), s 3.4 2.0 3,3 2.0 Green Ext Time (p_c}, s 0.1 15.2 0.0 15.2 Intersection Summary HCM 2010 Ctrl Delay 1.4 HCM 2010WS A Notes K:',FTL_TPTQ1043752000 - Design Plaee4CaicslSynchro\Sul ld 2025 PM.syn Timings Future Total 6: Biscayne Boulevard & NE 61st Street P.M. Peak Hour Lane Croup EBL EBT WBL WBR NBT SBL SI3T Lane Configurations /j Toft Traffic Volume (vph) 121 16 28 21 1641 5 120.9 Future Volume (+rph) 121 16 28 21 1601 5 120G Turn Type Split NA Prot Perm NA pm+pt NA Protected Phases 6 $ 7 8 5 2 Permitted Phases 7 2 Detecicr Phase 8 8 7 7 6 5 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7_0 7.0 5.0 7_0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 11.0 22.5 Total Split Cs) 30.0 30.0 30.0 30.0 83.0 17.0 100.0 Total Split (%) 18.8% 18,8% 18.8% 18.8% 51.9% 10.6% 52.5% Yellow Time (a) 4.0 4.0 4 0 4.0 4_0 4.0 4.0 All -Fed Time (s} 2.5 2.5 2.5 2.6 2.0 2.0 2,0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.5 6.5 6.5 6.5 5.0 6.0 6.0 LeadlLag Lag Lag Lead Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None C-Min None 0-Min Intersection Summary Cycle Length: 160 Actuated Cycle Length_ 160 Offset: DB {51%), Referenced to phase 2:SBTL and 6:NBT. Start of Green Natural Cycle:120 Control Type: Actuated-Goordinated Its and Pfrases: 6: Biscayne Boulevard & NE 61st Street 4 02 1 o7 1I3[rs • 100E I3os i 1 5 106 (t) 17 3s I 1 K,kFTL_TPT01043752000 - Design Plac0CalcslSynchra1Build 2025 PM,syn HCM 2010 Sigriadzed Intersection Summary 6: Biscayne Boulevard & NE 61st Street Future Total P.M. Peak Hour Movement EEL EBT EBR UWEL WET WIER NBL NBT NOR SBL SOT SSR Lane Configurations 4 T. 'I F +T 1 ++ TrafficVolurne (vehih) 121 10 51 28 0 21 0 1601 19 5 1209 0 Future Volume (vehlfo) 121 16 61 28 0 21 0 1OD1 13 5 1209 0 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (QO, veil 0 0 0 0 0 0 0 0 0 0 (1 0 Ped-Bike Adj(A_pbT) 1,00 0.97 1.00 1.00 1.90 0.97 1.00 1,00 Parking Bus, Adj 1.00 1,00 1.00 1.0C1 1,00 1.00 1.00 1.00 1.00 100 1.00 1.00 Adj Sat Flow, vehihiln 1863 1863 1900 1853 0 1853 0 1863 1900 1863 1863 0 Adj Flown Rate, vehlh 129 17 65 30 0 22 0 1703 2Q 5 1285 0 Adj No. of Lanes 1 1 0 1 0 1 0 2 0 1 2 0 Peak Hour Factor 0.94 0.94 0.94 0,94 0.94 D.94 0.94 0.94 0.94 0.94 0,94 0.94 Percent Heavy V$h, % 2 2 2 2 0 2 0 2 2 2 2 0 Cap, venlh 156 29 111 0 0 0 0 2830 33 278 2952 0 Arrive On Green 0.09 0,09 0.09 0.00 0.00 0,00 0,00 1,00 1.00 0,01 1,00 0.00 Sat Flow, vehlh 1774 331 1266 0 0 3675 42 1774 3632 0 Grp Volume(v), vehih 129 0 82 0.0 0 640 883 5 1286 0 Grp Sat Fiow(s),vehfhlln 1774 0 1597 0 1770 1854 1774 1770 0 Q Serve(g s), s 11 4 0.0 7.9 0.0 0.0 0.0 0.1 0.0 0,0 Cycle Q Clear(g_c), s 11.4 0.0 7.9 0.0 0.0 0.0 0.1 0.0 0.0 Prop In 'Lane 1.00 0.79 0.00 0.02 1.00 0,00 Lane Grp Cap(c), vehih 1 8 0 140 0 1398 1465 279 2952 0 'WC Ratio(X} 0.83 0.00 0.58 0.00 0.60 0.550 0.02 0.44 0,00 Avail Cap(c a), vahfh 2E1 0 235 0 1398 1465 389 2952 0 HCM Platoon Ratio 1,C0 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.00 Upstream Filter(I) 1,00 0.00 1.00 0.00 1.00 1.00 0,87 0.87 0.90 Uniform Delay (d), shell 71.8 0.0 70.2 CO 0.0 0.0 2.9 0.0 0.0 lncr Delay (d2), evert 8.0 0.0 2.8 CO 1.9 1.8 0.0 0.4 0.0 Inilial Q Delay(d3).sfveli 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 %Ile fiackOIQ(50%),veMiln 6.0 0.0 3.6 CO 0.7 0.8 0.0 0,2 0.0 LnGrp IDelay(d),sfveh 79,8 0.0 T3.0 0.0 1.9 1.8 2.9 0.4 0.0 LnGrpLOS E E A A A A Approach WI, veht 211 1723 1291 Appmerh Delay, sfyeh 77.1 1.9 0.4 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 5 6 8 Phs Duration (G+Y+Re), s 139.4 7.0 132,4 20.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.5 Max {Gruen Setting (Gmax), s 94.0 11.0 77.0 23.5 Max Q Clear Time (ge+I1), s 2.0 2.1 2.0 13.4 Green l=xt Time (p_c), s 14.8 0.0 14.7 0.4 Interlion Summary HCM 2tl10 Ctrl Delay 6.2 HCM 2010 LOS Ko1FTL_TPT0\043752000 - Design PIace\CalcslSynchrQ'Build 2025 PM.syi Timings Future Total 7: NE 2nd Avenue & NE 59th Street P.M_ Peak Maur Lane gaup E0L EBT EBR WBL WBT NBL NBT SBL SBT Lane Configurations r 4a.T+ 41 Trafic volume (vph) 62 22 35 17 25 49 7s it 33 417 Future Volume (vph) 62 22 35 17 25 49 760 33 417 Turn Tppe Perm NA Penn Perrn NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 0 8 4 Detectu Phase Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 28.0 28.0 28,0 28.0 28.0 27,0 27.0 27.0 27,0 Total Split (s) 60.0 60,0 60,0 60.0 60.0 60.0 60_0 60.0 60.0 Total Split (%) 60.0% 50.0% 50.0% 50.D% 50.0% 50.0% 5C,0% 50.0% 50,0% Yellow Time (s) 4.0 4_0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2,0 2,0 2,0 2,0 2.0 2,0 Lust Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6,0 Lead&Lag Lead -Lag Optimize? Recall Mode None None Atone None None GMin C4Ain C-Min Grin intersection Summary 6 2 8 8 8 4 4 6 6 2 2 Cycle Length; 120 Actuated Cycle Length: 120 Offset: 73 (61 %), Referenced to phase .2SBTL and 6:NBTL. Start of Green Natural Cycle: 55 Control Type: Actuated -Coordinated pins ano muses. r; ri zna r renue i# Nt 5Mn ,btreez r i tl2jr) +- 04 60 s 1 eE1 s j , o6 a'R) a 605 1 60s 1 ■ KTTL_TPTC043762000 - Design PlacelCalcs1Synchroauiid 2025 PM.ayn HCM 2010 Signalized Intersection Summary 7: NE 2nd Avenue & NE 59th Street Future Total P,M. Peak Hour Movement EEL EBT EBR WBL WET WBR NBL NBT NBR S3L SET S$R Lane Configurations 1 r 4T Traffic Volume (vedilh) 152 22 35 17 28 83 49 780 38 33 417 41 Future Volume (vehhii) 62 22 35 17 25 83 49 780 38 33 417 41 Number 3 8 18 7 4 14 1 6 16 5 2 12 Ini tia l Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A,pbT) 0,07 0,95 0.98 0,95 0.98 0.94 0.99 0.94 Parking Bus, AdJ 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.OD 1,00 Adj Sat Flaw, 1863 1863 1863 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, vehlh 70 25 4D 19 28 94 56 886 43 38 474 47 Adj No. of Lames 1 1 1 0 1 0 0 2 0 0 2 0 Peak Hour Factor 0.813 a. 0.86 0.88 0.68 0.88 0.88 0.88 0..: 0,68 0.88 0.88 Percent Heavy Val), % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehTh 206 2133 229 52 61 158 148 2278 109 164 2007 200 Arrive Cn Green 0.15 0.15 0.15 0.15 0.15 0.15 0.94 0.94 0.94 0,94 0.94 0.94 Sat Flow, vehrh 1227 1863 1508 121 400 1042 153 3045 146 173 2683 267 Grp Volume(v), vehih 70 25 40 141 0 0 497 0 488 272 0 287 Grp Sat Flow(s),veh/htln 1227 1853 1508 1562 D 0 1685 0 1659 1494 0 1629 Q Serve(g_s), s 4.4 1.4 2.8 2.3 0.0 0.0 r].0 0.0 3.6 0.0 0.0 1.8 Cyule CiClear(g_c), s 10.3 1.4 2.8 9.9 0.0 0.0 3,1 0.0 3,6 1.4 0.0 1.8 Prop In Lane 1,00 1,00 0.13 0.67 0.11 0.09 0.14 0.16 Lane Grp Cap(c), veh/h 206 283 229 271 0 0 1294 0 1241 1152 D 1218 V1C Ratio(X) 0.34 0.09 0,17 0.52 0.00 0.00 0.38 0.00 0.39 0.24 0.00 0.24 Avail Cap(c_a), vehIh 5T2 838 679 727 0 0 1294 0 1241 1152 0 1218 HCM PLatoan Ratio 1.00 1,00 1,00 1,00 1.00 1.00 1.25 1.25 1,25 1.25 1.25 1.25 Llpstreani Filter(I) 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.94 0.00 0.94 Uniform Delay (d), shoal) 47.6 43.7 44.3 47.3 0.0 0.0 1.1 0.0 1.1 1.0 0.0 1.0 Incr Delay (d2), shell 0.7 0.1 0.3 1.1 0.0 0.0 0.9 0.0 0.9 0.5 0.0 0.4 1nifiai 0 De1ay(d3),slveh 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOFCt(50%),veI 1In 2.2 0.7 1.2 4.4 0.0 0.0 1,7 0.0 1.8 0.8 0.0 0.8 LnGrp Delay(d),slveh 46.4 43.8 44.0 48.4 0.0 0.0 1.9 0.0 2.0 1.5 0.0 1.5 LnGrp LOS DDDD A A A A Approach Vol, v'eM 135 141 985 559 Approach Delay. shah 46.4 48.4 2.0 1.5 Approach LOS a D A A Tuner 1 2 3 4 5 6 7 8 Assigned ohs 2 4 6 5 Phs, Duration (?+V+Rc). s 95.8 24,2 95.8 24,2 Change Period (Y+Rc), s 6,0 6,0 6.0 6.0 Max Green Setting (Grnax), s 54,0 54.0 54.0 54.0 Max Q Clear Tirne (gc+l1), s 3.8 11.9 5.6 12.3 Green E t Tirne (p_c), s 4.4 1,2 4.4 1.2 Intersefion Summary HCM 2010 Ctrt Delay H0 1 2010 LOS 8.7 A K P-FL TPIO1043752000 - Design Place\Calcs\SynchrotBuiid 2025 PM,syn Tidings 8: NW 6th Court & NW 54th Street Lane Group EBT VVBL WBT NBT SBL SBT SBR Future Total P.M. Peak Hour Lane Configurations TI+ 41 4 4 i Traffic Volume lvph) 797 26 554 0 124 39 91 Future Volume (vph) 797 26 554 0 124 39 91 Turn Type NA Perm NA NA Split NA Prot Protected Phases 6 2 4 3 3 3 Permitted Phases 2 Detector Phase 6 2 2 4 3 3 3 Switch Phase Minimum Initial s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split is) 31.0 31.0 31.0 13,0 13.0 13.0 13.0 Taal Split (s) 79,0 79.0 79,0 16.0 15.0 15.0 15,0 Total Sallt (%) 71.83 71.8% 71.8% 14.5% 13.B% 13.6% 13.6% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2,0 2.0 2,0 2,0 2,0 Lost Time Adjust (s) 0.0 0,0 0.0 0,0 0,0 0,0 Total Lost Time (s) 6.0 5.0 6.0 6.0 6.0 6,0 Lead/Lag Lang Lead Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode None C-Min G,Min Norte None Norte Nome Intersection Summary Cycle Length:110 Actuated Cycle Length; 110 Cffset:100 (91 %), Referenced to phase 2:W0TL, Stara of Green Natural Cycle: 60 Control Type: Actuated -Coordinated S bits and Phases: 8: NW 6th Court & NW 54th Street K:'FTLJTPTG1043752000 - Design P[acelCalos Synchral uilc 2025 PM.syn I-ICM Signalized Intersection Capacitor Analysis 8: NW 6th Court & NIN 54th Street Future Total P.M. Peak Hour Movement Lane Configurations Traffic Volume (vph) Future Volume (iph) Ideal Flow (vphpi) Total Last time {s} Large Lltil. Factor Frpb, ped bikes Flpb, pedlbikes Frt Flt Protected Satd. Flow (prat) Flt Fenmitted Satd. Flow (perm) Peak-hourfactor, PHF Adj. Flow NA) RTOR Reduction, (vph) Lane Group Flow (vph) Confl. Pads. (Afhr) Confi. Bikes (#lhr) EEL EBT Earl WSL WET WBR NEL NAT NAR SBL SST SaR fl 4+ 4 11 4 r 0 797 18 26 554 0 3 0 25 124 39 91 0 797 18 26 554 0 3 0 25 124 39 91 1900 1900 1900 130 1940 1900 1900 1900 1900 1900 1900 1900 5,0 6.0 6.0 6.0 6,4 6,0 0.95 0.95 1.00 0.95 0.95 1.00 1, 00 1.00 0.98 1.00 1.00 1,00 1,00 1.00 1,00 1.00 1,00 1.00 1,00 1.00 0.88 1.00 1,00 0.85 1.00 1,00 0.99 0.95 0.97 1.00 3522 3530 1600 1651 1724 1583 1.00 0.89 0,99 0,95 0.97 1.00 3522 3143 1600 1681 1724 1593 0,g6 0.96 0.96 0,96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0 630 19 27 577 0 3 0 26 129 41 95 0 1 0 Cl 0 0 0 28 0 0 0 86 0 848 0 0 604 0 0 1 0 84 86 9 34 17 17 34 1 1 12 10 Tum Type NA Protected Phases 6 Permitted Phases Actuated Green, G (s) 77.1 Effective Green, g (s) 77,1 Actuated g!C Ratio 6.70 Clearance Time (s) 6,0 Vehicle Extension (s) 1.0 Lane Gra Cap (vph) 2468 v!s Ratio Prat a0,24 Ws Ratio Perm via Ratio 0.34 Uniform Delay, d1 6,5 Progression Factor 1.00 Incremental Delay, d2 0.0 Decay (sl 6.5 Level of Service A Approach Delay (s) 5.5 Approach LOS A Intersection Summary 2 Split NA Split NA Prot 4 4 3 3 3 77.1 4.2 10.7 10,7 10.7 77.1 4.2 10.7 10.7 10.7 0.70 0.04 0.10 0.10 0.10 6.0 6.0 6.0 6.0 6,0 1.0 2.5 2 5 2.5 2.5 2202 61 153 167 153 e0.00 e0.06 0.05 0.01 0.19 0,27 5,1 0.56 0.3 4.3 A 4.3 A 0.02 0.52 0.51 0.06 50.9 47.2 47,2 45,1 1.00 1.00 1.00 1.00 0.1 2.0 2.0 0.1 51.0 49.2 49.2 45.2 D D D D 51.0 47_B D D HCM 2000 Control Delay 12.8 HCM 2000 Level of Service B HCM 2000 Voiume to Capacity ratio 0.35 Actuated Cycle Length (s) 110.0 Sum of last time (s) 18.0 Intersection Capacity Utilization 55.6% ICULevel of Service B Analysis Period (rain) 15 c Critical Lane Group 1OFTL_TPTO.043752000 - Design PiacelCalcslSynch oBuild 2025 PM.syn Timings 9: NW 6th Avenue & NW 54th Street Future Total P.I. Peak Hour 1 Lane Group EBL EBT EBR WBL +NBT NBT Lane Configurations 4+ I' 41 + Traffic Volume (vph) 240 684 6 10 567 59 Future Volume (vph) 240 684 6 10 557 59 Turn Type Perm NA Perm Perm NA NA Protected Phases 6 2 4 Permitted Phases 6 6 2 Detector Phase 6 6 6 2 2 4 Switch Phase Minimum Initial (s) 16,0 16,0 16.0 16.0 16.0 7.0 Minimum Split (s) 22.0 22.0 22.0 22.0 22.0 13.0 Total Split (a) 74.0 74.0 74.0 74.0 74.0 36.0 Total Split (%) 67.3% 67.3% 67.3% 67.3% 67.3% 32,7% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Ali -Red Time (s) 2.0 2.0 2.0 2,0 2.0 2.0 Lost Tine Adjust (s) 0.0 D.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead -Lag Optimize? Recall Mode C-Min C-Min C Min C-Min C-Min None Intersection Summary Cycle Length° 110 Actuated Cycle Length: 110 Dffset: 96 (87%), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 45 Control Type: Actuated -Coordinated Splits aid Phases: t} NW 6th Avenue & NW 54th Street 4- I 02 (RR) 74 s Pitt 01) 74 s t04 I 36s K.1FTLJPTO 04375200D - Design PlacelCaIes1Synchro1Build 2025 PM.syn HCM 2010 Signalized Intersection Summary 9: NW 6th Avenue & NW 54th Street Future Total P.M. Peak Hour 1 t '` ./ Movement EOL EBT EDR WBL WET WBR NEL NET NBR SBL SET SBI Lane CCiifiguratior s 4+ r 4t Traffic Volume (vehfh) 240 684 6 10 567 216 1 59 27 0 0 0 Future Volume (vehFh) 240 684 6 10 567 216 1 59 27 0 0 0 Number 1 6 16 5 2 12 7 4 14 Irrilial 0 (Qbj, yell 0 0 0 0 0 0 0 0 0 Ped-Bike AdJ(A_abT) 1.00 0.95 0,99 0.97 1.00 0.99 Parking Bus, Al 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ad11 Sat Flow, vehfrallrti 1900 1863 1863 1900 1863 1900 1900 1863 1900 Adj Flow Rate, vehdh 250 712 6 10 591 225 1 61 28 Adj No, of Lanes 0 2 1 0 2 0 0 1 0 Peak Hour Factor 0.96 0,96 0.96 0,96 0.96 0.90 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 0 2 0 Dap, vehfh 612 1327 1242 46 1992 749 1 80 37 Arrive On Green 1,00 1.00 1.00 1.00 1.00 1.00 0.07 0.07 0.07 Sat Flow, vchlh 664 1610 1507 15 2417 909 20 1192 547 GrpValume(v), vehfh 253 712 6, 454 0 372 90 0 0 Grp Sat Flow(s),vehihiln 664 1610 1507 1839 0 1502 1759 0 0 4 Serve[g_s),, s 0.0 0,0 0.0 0.0 0.0 0.0 5.5 0.0 0.0 Cycle 0 Clear(g_c), s 0.0 0,0 0.0 0 0 0,0 0.0 5,5 0.0 0.0 Prop In lane 1.00 1.00 0.02 0.61 0.01 0.31 Lane Grp Cap(c), vent 612 1327 1242 1549 0 1238 116 0 0 VhC ltik(X) 0.41 0.54 0.00 0.29 0.00 0.30 0.76 0.00 0.00 Avail C (c_a), vehth 612 1327 1242 1549 0 1236 4B0 0 0 HCM Platoon Ratio 1.33 1.33 1,33 113 1.33 1.33 1.00 1.00 1.00 Upstream Frfter(I) 0,@5 0.95 0,95 0,96 0.00 0,96 1.00 0.00 0.00 Uniform Delay (d), shell 0.0 0.0 0.0 0.0 0.0 0.0 50,5 0.0 0.0 Ines Delay (d2J, swell 1.9 1.5 0.0 0.5 0.0 0.0 7.4 0.0 0.0 Initial Q Delay(d3),siiveh 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOf4(50 5),vehIln 0.3 0.5 0,0 0,2 0.0 0.2 Z9 9.0 0.0 LnGrp Delay{d),slv+eh 1.9 1,5 0.0 0.5 0.0 0.6 57.9 0.0 0.0 LnGrp LOS a A A A A E Approaen Vol, veh/h 955 826 90 Approach Delay, shell 1.6 0.5 57,9 Approach LOS A A E= Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 96.6 13,4 96.6 Change Period (Y+Rc), s 6.0 6,0 6.0 Max Green Setting {Gmex), s 6B4O 30,0 68.0 Max Q Clear Time (g.c+11), s 2,0 7.5 2.0 Green Ext Time (p_rs), s 6.9 0.3 6.9 Intersection Summary HCM 2010 Ctrs Delay Ham 2010 LOS 3.8 A 44:IFTL_'PTQ1t343752000 -€Design Plac6CalcslSynchroeuiid 2025 PM.syn Timings 10: NW 2nd Avenue & NW 54th Street Future Total P.M. Peak Hour Lane Group EEL EBT WBL WBT NBL NET NBR SBL SET _ Sf3Ft Lane Configurations }'it "i +t+ t r ' t r" Traffic Volume (vph) 171 555 7 6 615 34 328 81 58 179 134 Future 'Volume (vph) 171 555 7fi 515 34 328 81 58 179 8 Turn Type Perm NA. Perm 11A Pemi NA Perm Perm NA Perm Protected Phases 6 2 4 8 Permitted Phases 6 2 4 4 8 t3 Detector Phase 6 6 2 2 4 4 4 8 8 8 Switch Phase Minimum Initial (s) 7,0 7.0 7.0 7.0 7.0 7,0 7,0 7,0 7,0 7,0 Minimaarn Split (s) 23.4 23.4 23.4 23.4 25.0 25.0 25.0 25.0 25,0 25,0 Total Split (s) 101.0 101.0 101.0 101.0 49.0 49.0 49.0 49.0 49.0 49.0 Total Split (%) 67.3% 67.3% 67.3% 67.3% 32,7% 32.7% 32.7% 32.7% 32.7% 32.7% Yellow Time (s) 4,4 4,4 4.4 4.4 4.0 4,0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0,0 0,0 0.0 Total Lost Tlme (s) 6,4 6.4 6.4 6.4 6.0 6.0 6.0 6.0 6.0 6.0 LeadlLag Lead -Lag Optimize? Recall Mode C-Min 0-Min C-Min C-Nin None None Nene None Norge None Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 58 (45%), Referenced to phase 21VOTL and 6:EBTL, Start of Green Natural Cycle: 60 Control Type; Actuated -Coordinated Splits and Phases:; 10: NW 2nd Avenue & NW 54th Street .4- I c02iR?14 101s 14gs i 1 I ebb CR) 08 101s I 149 s_ 1 7 l(:1FTL_TPTGI043752000- Design Plece\CalcslSynohrolBuuld 2025 Ph9.syn HCM 2010 Signalized Intersection Summary 10: NW 2nd Avenue & NW 54th Street Future Total P_M. Peak Hour + l P MovementEDL EBT EBf2 VIAL WET WBR NU. NET NBR SBL SBT SBR Lane Configurations 'I 1 ' f r '1 ? Pr '11 'F F Traffic Volume {vehlhj 171 555 52 76 615 119 34 328 81 58 179 84 Future Volume (veh?h) 171 555 52 76 615 119 34 326 81 58 179 Number 1 6 16 5 2 12 7 4 14 3 8 Initial 0 (Qb), veh 0 0 0 0 0 0 D 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1199 0.95 1.00 Parking Bus. Adj 1_CO 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adi Sat Flow, vehthiIn 1863 1863 1900 1663 1863 1900 1863 1663 1863 1353 1853 Al Flow Rate, vehJh 178 578 54 79 541 124 35 342 84 60 186 Ad) No. of Lanes 1 2 0 1 2 0 1 1 1 1 1 Peak Hour Factor 0.95 0.96 0.93 0.95 0.96 0.95 0,96 0.96 0.96 0.96 0.96 0,96 Percent Fleavy V Ii, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vetch 474 2150 201 5LL0 1945 375 237 476 354 132 476 366 Arrive On Green 0.83 0.83 D.83 0.83 0.83 0.83 0,26 0.26 0.26 0.26 0.26 0.26 Sat Flaw, veh?h 698 3263 304 70 2943 55a 1092 180 1505 958 1863 1509 Grp Volume(v), vehrh 178 313 319 79 385 380 36 342 134 50 186 88 Grp SatFlow(s),vehthdtn 698 1770 1798 790 1770 1741 1092 1:'+3 1505 956 1863 1500 O Serve(g_s), s 13,3 5,9 5.9 3.6 7.7 7.6 4.1 25.1 6.6 9.1 12.4 6.9 Cycle 0 Clear(g_c), s 21.1 5,9 5.9 9.7 7,7 7,8 15.5 25,1 5.6 34.3 12,4 6,9 Prop In Lane 1.CD 0.17 1.00 0.33 1.00 1.00 1.00 1,00 Lane Grp Cap(c),vehlh 474 1171 1190 540 1171 1153 237 475 384 132 475 355 WC Ratio(X) 0.36 0.27 0.27 0,15 0.33 0,33 0.15 0.72 C.22 0.45 0.39 0.23 Avail Cap(c_a), vehth 474 1171 1190 540 1171 1153 271 534 431 162 534 432 HCM Platoon Rat1c 1.25 1.25 1.25 1.25 1.25 1.25 1.00 1.00 1.00 1.30 1.00 1.00 Upstream Filter(I) 0.$3 (183 0,68 0,45 0,45 0.45 1.00 1.100 1.00 1.90 1.00 1.00 Uniform Delay (d), s?veh 7.5 4.9 4.9 6 0 5.0 6.0 52.0 50.9 44,0 66,5 46,2 44.2 Ina' Delay (d2), s1veh 1.9 0.5 0.5 0.3 0,3 0,3 0.2 3.7 0.2 1.8 0.4 0.2 Initial Q f0elay(d3),s?veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %fie Back01Q(50%),vell/ln 2.8 3,0 3.0 0.9 3,8 3,8 1.3 13.4 2.8 2.5 6.4 2.9 LnGrp 0elay(d),sIveh 9.4 5.3 5.3 6.2 5.4 5,4 63.2 54.6 44.2 68,3 46.6 44.4 LnGrp LDS A A A A A 0 D D E [] D Approach Vol,veh?h 810 644 461 334 Approach Delay, slv 6.2 5,5 52,5 49.9 Approach LOS A A t7 [9 Timer 1 2 3 4 5 6 7 8 64 18 0 0,95 1.00 1863 1 Assigned Phs 2 4 6 8 Phs Duration (3+Y4IRe), s 105,7 44.3 105.7 44.3 Change Period (Y+Ro), s 6.4 6.0 6,4 6.0 Max Greer, Setting {Crneu), s 94.6 43.0 04.6 43.0 Max QClear Time (g_c+i1), s 11.7 27.1 23.1 36.3 Green Ext Time (p_c), s 4.7 3,2 4.7 2.1 fnter.iion Summary HCM 2010 Ctrl Delay 20.7 HCM 2010 LOS C IC-1FTL_`'PT01043752000 - Design PlaceeCalcslSyrichro 3uild 2025 PM.syn Tiniings i 1: North Miami Avenue & NW 54thStreet/NE 54th Street Future Total P.V. Peak Hour 4 Lane Group EBL EBT WBL WBT NBL NBT SBL SET Lane Configurations +1r 'r ' AlITP Traffic Volume (vph) 244 482 177 566 108 1186 130 401 Future Volume (vph) 2[}4 482 177 566 108 1186 130 401 Tum Type pm+pt NA prn+pt P1A pm+pt NA prn+pt NA Protected Phases 3 8 7 4 1 6 5 2 Permitted Phases 4 6 2 !Detector Phase 3 8 7 4 1 6 5 2 Switch Phase Minimum initial (s) 5,0 7.0 5.0 7.0 5.0 7.0 5,0 7.0 Minimum Split (s) 11.4 29.4 11.4 294 11,4 27.4 11.4 27.4 Total Split (s) 18,0 42.0 18.0 42.0 18,0 72,0 10.0 72,0 Total Split (%) 12,0% 28,0% 12.0% 28.C°% 12.0% 48.0% 12.0% 48.0 n Yellow Time (s) 4,4 4.4 4.4 4.4 4.4 4,4 4.4 4.4 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0,0 0,0 .0.0 0.0 Total Lost Time (s) 6.4 6.4 6.4 6.4 6.4 6.4 6.4 6.4 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lac Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None Nape None C-Min Ncne C-Min Intersection Summary CycIe Langth: 150 Actuated Cycle Length: 150 Offset: 40 (27%), Referenced to phase 2:SBTL and 6:NIBTL, Start of Green Natural Cycle: 120 Control Type: Aduated-Coordinated SRlits and Phases, 11: North Miami Avenue & NW 54th Street/NE 54th Street di • 02 0:11 03 4- n4 1.3 s f ')s I13s 1 1111a25 j ■ 05 M t OS It1 (57 -lobo E8s 1 172s 1 I_$S [ 1142s 1 1 #t:4FTL_TPTC4043752000 - Design Place'4Calos4Synehrolf3uitd 2025 PM.syri HCM 2010 Signalized Intersection Summary 11: North Miami Avenue & NW 54th Street'NE 54th Street Future Total P.M. Peak hour ( k ? 4 41 Movement EBL E8T EBR WBL WBT WBR N3L NET NBR S8L SBT SBR Lane Configurations 1 ♦"ir ¢ j Traffic Voiume (vet7Jhj 204 482 55 177 556 131 105 1186 195 130 401 107 Future Volume (vetl) 204 482 55 177 566 131 108 1186 195 130 401 107 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Cl (Qb), veil 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1,00 0.96 1.00 0.98 Parking Sus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow. vehlhlln 1863 1863 1900 1863 1663 1900 1863 16E3 1900 1853 1863 190{) Adj Flow Rate. vehlh 212 502 57 184 590 136 112 1236 203 135 418 111 At No. of Lanes 1 2 0 1 2 0 1 2 0 1 2 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, whit] 204 732 83 257 652 150 483 1426 233 191 1316 346 Arrive On Green 0.08 0,23 0,23 0,08 0,23 0.23 0.)6 0,62 0,62 0,07 0,63 0.83 Sat Flow, vehlh 1774 3195 361 1774 2843 653 1714 3037 496 1774 2762 726 Grp Valume(v), vehlh 212 277 282 184 367 359 112 716 722 135 266 263 Grp Sat F1ovw(s},aei)h+Iri 1774 1770 1787 1774 1770 1728 1774 1770 1763 1774 1770 1718 Q Serve(g_s), s 11.6 21.5 21.7 11.6 30.2 30.4 4.9 49.3 60.7 5.9 10.3 10.6 Cycle Q Clear{g_c), s 11,6 21.5 21.7 11,6 30.2 30.4 4,9 49,3 50.7 5,9 10,3 10,6 Prop In Lane 1.00 0.20 1.00 0.38 1,00 0.28 1.00 0.42 Lane Grp Cap(c), vehlh 2C4 406 410 257 406 396 483 831 828 191 643 B18 VAC Rat o(X) 1.04 0.68 0.69 0.72 0.90 0.91 0.23 0.86 0.87 0.71 0.32 0.32 Avail Cap(c_a.), vehlh 204 420 42.4 257 420 410 538 831 828 234 043 818 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1.33 Upstream rilier(i) 0.95 0:96 0.95 0.80 0.00 0.80 0.64 0.64 0.64 1.00 1.00 1.00 Uniform Delay (d), slveh 47.9 52.8 52.9 42 9 56.2 56.3 16.8 24.2 24,5 30,5 16.3 16,3 Inc. Delay {d2j, siveh 71.8 3.9 4.0 6.4 18.3 19.3 0.1 7.7 6.3 4.0 1.0 1.0 Initial Q Delay(d3),sfveh 0,1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 `Voile EackOIQ(50%),vehlln 10,6 10.9 11.2 6.3 16,8 16.6 2.4 25.5 26,4 3.1 5,2 5,2 LnGrp Delay(d),sivoh 119.7 56.7 56.9 49.3 74.5 75.6 18.9 31.9 32.8 35.7 17.3 17.4 LnGrp LDS F EEDE E CD B B Approach Vol, ve ah 771 910 1550 664 Approach Delay, sfveh 74.1 39,9 31,4 21-0 Approach LOS E E C C Timer 1 2 3 4 5 6 7 8 Assigned His 1 2 3 4 5 6 7 8 As Duration (G+Y+Rc), s 13.4 77.8 18.0 40.8 14.4 76.8 18.0 40.8 Change Period (Y+Rc}. s 6.4 6,4 6.4 6.4 6,4 6.4 6,4 6.4 Max Green Salting (Gmax), s 11,B 66.6 11.6 35,6 11.6 65.6 11.8 35.6 Max Q Clear Time (g_c+I1), s 6,a 12.6 13-6 32.4 7.9 52.7 13,8 23.7 Green EKt Time (p_c), s 0.1 6.0 0.0 2.0 0.1 4.7 0.0 5.4 Intersecion Summary HCM 2010 Ctrl Delay 47.1 HCM 2010 LOS D K\FTL_TPT01043752000 • Design PlacelCalcstSynchrolBuilld 2025 Pr' .spn Timings 12: NE 2nd Avenue & NE 54th Street Future Total P_M. Peak Hour t Lane Group EBL EBT WBT NBL NBT SBL SBT Lane Configurations '1 tit* ' 1t. Traffic Volume (vph) 105 549 82 622 140 530 58 244 Future Volume (vph) 105 549 82 622 140 530 98 244 TUm Type Perin NA Perm NA Perm NA Perm NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detectcr Phase 8 $ 4 4 6 6 2 2 Switch phase Minimum Initial (s) 7.0 7.0 7.0 7,0 7.0 7.0 7,0 7.0 Minimuii Split (s) 25.0 25,0 25.0 25,0 25.0 25.0 25.0 25.0 Total Split (s) 45.0 45.0 45.0 45.0 75.0 75.0 75.0 75.0 Total Split (%) 37.5% 37,5% 37.5% 37.5% 62,5% 62,5% 62.5% 62.5% Yellow Time (s) 4.0 4.0 4,0 4,0 4.0 4,0 4,0 4.0 All -Red Time (s) 2.0 2.0 2.0 2,0 2.0 2.0 2,0 2,0 Last Time Adjust (s) O.D 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6,0 6.0 6.0 6.0 LeadiLag Lead -Lag Optimize? Recall ?Mode Note None None None C-Min C-Min C-Mln C-Min Intersection Summary Cycle Length: 120 Actuated Cycle Length'. 120 Offset: 104 (87%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle, 60 Control Type: Actuated -Coordinated Sr Its and Phases: 12: NE and Avenue & NE 54th Street I 11 q2t) 04 75 s 1 45 s 1 t tab DI) -.p8 75s i 45s 1 K:1FTL_TPTO'k043752000 - Design PlacelCalcslSyrr rolBuilc 2025 PM.syn I-1CM 2010 Signalized ]rtersection Summary 12: NE 2nd Avenue & NE 54th Street Future Total P,M. Peak Hour Movernerrt EFL EBT EBR WEL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ei +& fi 11 ' I Traffic Vc[Lime (MO) 105 549 74 82 822 165 140 530 93 98 244 FAi Future Volume (vehfh) 105 549 74 82 622 155 140 530 93 98 244 84 Number 3 8 18 7 4 14 1 6 15 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1,00 0.93 1.00 0.93 0.99 0.96 1,00 0.96 Parking Bus, Add 1.00 1.00 1.00 1..00 1.00 1.00 1,00 1.00 1.00 1,00 1.00 1.00 Adj Sat Flow, veMJhfln 1863 1863 1900 1663 1683 1900 1863 1863 1900 1853 1863 1900 At Flour Rake, vett 118 617 B3 92 699 185 157 596 104 110 274 94 Act No. of Lanes 1 2 0 1 2 [] 1 1 0 1 1 0 Peak Hour Factor 0.169 0.89 0.89 0.89 0.89 0.89 0.89 0.89 '0.89 0.69 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap. vehih 117 1005 135 177 885 234 568 882 154 347 764 259 Arrive On Green 0,72 0.32 0.32 0,32 0,32 0,32 0,76 0.76 0.76 0.78 0.76 0.76 Sat F#ow, yell/hi 625 3106 417 743 2722 720 1002 1535 268 743 1312 450 Grp Volume(v), veriih 118 351 349 92 454 430 157 0 700 110 0 368 Grp Sat Flows),vehlhlln 626 1770 1753 743 1770 1673 1002 0 1802 743 0 1762 Q Serve(g_s), s 11.0 20.0 20.1 14.3 28.0 28.0 7.7 0.0 22,7 10.8 0.0 8.2 Cycle Q Clear(g_c), s 390 20,0 20.1 34,4 28.,0 28,0 15.9 0.0 22.7 33.4 0,0 8.2 Prop In ..ane 1.00 0.24 1.00 0.43 1.00 0.15 1,00 0,26 Lane Grp Gap(c), vehfh 117 575 570 177 575 544 503 0 1036 347 0 1013 V/C Ratc(X) 1.01 0.61 0.61 0.52 0.79 0.79 0.28 0.00 0.88 0.32 0.00 0,36 Avail pKa), vehfti 117 575 570 177 575 544 568 0 1036 347 0 1013 HCM Platoon Mello 1.00 1.00 1.00 1.00 1.00 1.00 1,33 1.33 1,33 133 1.33 1.33 Upstream Filter(I) 0,613 0.68 0.68 1.00 1.00 1.00 0.65 0.00 0.65 1.00 0.00 1.00 Uniform Delay (d), s)veh 57.3 34.1 34.1 48 7 36.8 36.8 9.5 [1.0 8.7 16.8 0.0 7.0 'nor Delay (d2), sfveh 69.9 1.1 1.2 2.1 7.1 7.5 0.8 0.0 2.3 2.4 0.0 1.0 Initial Q Dulay(d3),sfveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 %ile EackOt (50%),vehiln 6,2 9,9 9.9 3.0 14.8 14.0 2.2 0.0 11.6 2.4 0.0 4.1 LnGrp [lelay(d),seeh 1272 35.2 35.3 50.8 43.9 44.3 10.3 0.0 11.0 19,2 4.0 8.0 LnGrp LOS F D D D Q D B B B A Approach Vol, vehfh 818 976 857 478 Approach Delay, sfveh 46.5 44.7 10.9 10.6 Approach LOS D D B l3 Timer 1 2 3 4 5 6 7 6 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 75.0 45.0 75.0 45.0 Change Period (Y+Rc), s 6.0 6.0 6,0 6.0 Max Green Setting (Omax), s 65.0 39.0 69,0 39.0 Max 03 Clear Time (g_c+I1), s 35.4 36.4 24,7 41.0 Green Ext Time (pc), s 3,5 2.0 3.5 0.0 Intersection Surnmary HCM 2010 Ctrs Delay 31.2 HCM 2010 LOS C K:1FTL TPTQ10437520C10 -Design PlaralCalcslSynchrotBuild 2025 PM.syn HCM 2010 TWSC 23: Service Vehicle Entrance & NE 54th Street Future Total P.M. Peak Hour HCM research expects at [east one 'Stop' controlled approach at the intersection, KAFTL_TPTO1O43752000 - design PlacelCalcs\SynduclBuild 2025 PM.syn HCM 2010 TWSC 13: NE 3rd Avenue & NE 54th Street Future Total P.M. Peak Hour Intersection Int delay, s,'ven 1355.9 141overnant EBL EST EBR IABL WBT WBR NBL N3T NBR SBL SBT SBR Traffic Vol, uehlh 58 480 181 333 581 14 239 1 359 7 2 34 Future Vol, vehlh 58 480 181 333 531 14 239 1 359 7 2 34 Conflicting Peds, #!hr D 0 16 16 0 9 5 0 D 0 0 5 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Chainelixed - None - - none - None - - None Storage Length - Veh in Median Storage, # - 0 0 0 Grade, % - 0 - - 0 - 0 - Peak Hour Factor 95 95 95 95 95 95 35 95 95 Heavy Vehicles, o 2 2 2 2 2 2 2 2 2 Mvmt Flow 61 505 191 351 612 15 252 1 378 - 0 - 0 95 95 95 2 2 2 7 2 36 Majorif4nar MajOr1 PAajar2 Ming li--. Minor2 Conflicting Flow All 631 0 0 701 0 0 1741 2060 369 1705 2148 Stage 728 728 1325 1325 Stage 2 - - - - 1013 1332 - 380 823 Critical Hdwy 4.14 4.14 7.64 6.54 6,94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - 6.54 5,54 - 6.54 5.54 - Cntical Hdwy Stg 2 - 6.54 5.54 - 6.54 5.54 - Follow-up Hdwy Z22 2,22 3.52 4.02 3.32 3.52 4.02 3.32 Pot Gap-1 Maneuver 947 - 892 - 56 54 628 59 48 662 Stage 1 381 427 164 223 Stage 2 - 256 222 614 386 Platoon blocked. % Mov Cap-1 Maneuver 933 876 - - 22 18 615 10 16 649 Mav Cap-2 Maneuver - - 22 18 10 16 - Stage 1 - 3.37 378 - 145 85 Stage 2 - - - 89 85 207 342 Approeth E6 loVB NB SB HCM Control Delay, s 1 5.3 S 5155,1 236.9 HCM LOS F F Minor Lane/Major Mvmll NBLn1 EBL EBT Et3R WBT WBR SBLn1 Capacity (ehdh) 52 933 - 878 - 49 RCM Lane VVC Ratio 12.126 0.065 - 0,399 - 0.924 HCM Control Delay (s) $ 5155-1 9.1 q.A - 11.8 1.7 - 236.9 HGM Lane LCS F A A - B A - F HCM 95th .tile 1(veh) 75.5 9.2 - 1.0 • 3.9 Notes 334 Volume exoeeds capacity $: Delay excels 300s 4_ Computation Not Defiriod =; All majorvolume in platoon K:1FTL_TPTO D43752D00 - Design PlacelCalcs'kSynchro\Build 2025 PM,syn Timings t3: NE 3rd Avenue & NE 54th Street Future Total P.M. Peak Hour Large Group EBL EBT EBR WBL WET NET NBR SET Lane Configurations 411 r f ti 4 r Ito Traffic 'Volume (vph) 58 480 181 333 581 1 359 2 Future Volume (vph) 58 430 181 333 581 1 359 2 Turn Type Perm NA Perm pm4pt NA NA Perm NIA Protected Phases 2 1 6 8 4 Permitted Phases 2 2 6 8 Detector Phase 2 2 2 1 6 8 8 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5,0 5.0 5.0 Minimum Split (s) 22.5 22,5 22,5 22.5 22.5 22,5 22,5 22.5 Total Split (s) 39.5 39.5 39.5 28.0 87.5 30.0 30 0 22,5 Total Split ) 32,9% 32.9% 32.9% 23,3% 56.3% 25,0% 25.0% 18.5% Yellow Time (s) 3.5 3,5 3,5 3.5 3,5 3,5 3,5 3,5 All -Red Tirne(s) 1,0 1.0 1.0 1,0 1,0 1.0 S,0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (sj 4,5 4,5 4,5 4,5 4.5 4,5 4.5 Leadtag Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode C-Min C-Min C-Min Min Min None Ncne None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset 0 (0%), Referenced to phase 2:EBTL, Start of Green Natural Cycle: 90 Control Type; Actuated -Coordinated Zits and Phases: 13-. NE 3rd Avenue & NE 54th Street a 1 2 50 # 21:1s I 3q.5s I I72.55 I 130g +11 06 67.5E l 11 K: FTL_TPTD\043+52000- Design Place\Ca lus\SynchrolBuild 2025 PM_Signalized.syn HCM Signalized Intersection Capacity Analysis 13: NE 3rd Avenue & NE 54th Street Future Total P.M. Peak Hour Movement Lane Configurations Traffic Volume (vph) Future Volume (vph) Ideal Flow (vphpl) Total Lost time (s) Lane Litit, Factor Frpb, pied/bikes Flpb, ped/hikes Frt Fit Protected Said, Flow (pot) Fit Permitted Satrl. Flow (perm) Peak -hour factor, PHF Adj. Flow (vph) RTCR Reduction (vph) Lane Group Row (vp1n Conti. Pads. (#ltrr) Conti. Res (#Jhr) J ESL C 48 58 19C0 0,95 61 0 9 EST 460 4480 1900 4.5 0.95 1.00 1,0o 1.00 0.99 3515 0.81 2663 0.95 505 {} 566 NV 1r# EE R WBL U1fST WBR NBL NOT NSR S13L SST SSR P 't3+ 4 r 4 181 333 581 14 239 1 359 7 2 34 181 333 561 14 239 1 359 7 2 34 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 4.5 4.5 4.5 4.5 4.5 4.5 1.00 1.00 0.95 1.00 1.00 1.00 0.96 1.00 1.00 1.00 1.00 0,9+8 1.00 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 1.00 0.85 0.89 1.00 0.95 1.00 0.95 1.00 0.99 1513 1764 3522 1774 1583 1620 1.00 0.35 1.00 0.95 1.00 0.99 1513 646 3522 1774 1583 1620 0,95 0,95 0,95 0.95 0.95 0.95 0.95 0.95 0.95 0,95 191 361 612 15 252 1 378 7 2 36 102 0 1 0 0 0 305 0 34 0 89 351 526 0 0 253 73 0 11 0 16 16 9 5 5 3 6 4- t Turn Type Protected Phases Permitter! Phases Actuated Green, G (s) Effective Green, g (s) Actuated gIC Ratio Clearance lime (s) Vehicle Extension (s) Lane Grp Cap (vph) vis Ratio Prot Ws Rats' Perm vk Ratio Uniform Delay, di Progression Factor incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary Penn 2 NA 2 56.1 56,1 0.47 4,5 3.0 1338 0.20 0.42 21.2 1.02 0.8 22.4 C 28.0 C Penni pm -lit 1 2 6 56.1 77.5 56.1 77.5 0,47 0,65 4.5 4,5 3.0 3.0 707 574 c0,09 0.05 03.31 0.13 0.61 18.1 10.5 2.45 1.00 0.3 1.9 44,7 12.5 0 B NA 6 77.5 77,5 0.65 4,5 3.0 2274 0.18 0.28 9.2 1,00 0.1 9,2 A 10A B Split 8 NA Perm Split NA 8 4 4 8 23.3 23,3 5.7 23.3 23,3 5.7 0.19 0,19 0,05 4.5 4,5 4.5 3.0 3,0 3.0 344 307 76 c0,14 c0.01 0.74 45,5 1.00 7.9 53,4 D 46.1 D 0.05 0.24 40.9 1.00 0-4 41.3 D 0.14 54.8 1.00 0.9 55,7 E 55.7 E HCM 2000 Control Delay HCM 2000 Volume to Capacity ratio Actuated Cycle Length (s) lnterseclion Capacity Utilization Analysis Period (min) c Critical Lane Group 26.1 0.63 120.0 64.7% 15 HCM2000 Levet of Service Sum of lost time (s) ICU Level of Service 18.0 K.SPTL_TPT01043752000 - Design PI8C8lCalcstSynchr6Build 2025 PM_Signa1ized.syri HUM 2010 TVVSG 25= Tram Station Access & NE 54th Street Future Total P.M. Peak Hour HClal research expects at least one 'Stop' controlled approach at the inlerseclion. I{;1F I TPT0‘0437520U0 - Design PlacetiCalcs3SynchroTullo 2025 PM,syr Timings 14: Federal Highway & NE 54th Street Future Total P.A. Peak Flour Lane Group EEL EBT Wi3L WET NBL NBT NBR SBL SBT Lane Configurations 44t. 4Ifi'i + T T+ Traffic Volume (vph) 163 443 62 539 315 399 117 15 124 Future Volume (vph) 163 443 52 539 315 399 117 15 124 Turn Type Bern NA pm+pi NA pm+pt NA pm+uu Perm NA Protected Phases 6 5 2 7 4 5 8 Permitted Phases 6 2 4 4 8 Detector. Phase 6 6 5 2 7 4 5 8 6 Mich Phase Minimum Initial (s) 7,0 7.0 5.0 ?.D 5.0 7.0 5,0 7.0 7.0 Minimum Split (s) 23 0 23.0 11,0 23,0 11,0 24.0 11.0 24.0 24.0 TotalSplit(s) 820 821 21.0 103.0 21.0 57.0 21.0 36.0 36.0 Total Split (°%) 51,3% 51.3% 13.1% 64-4% 13,1% 35.5% 13,1% 22.5% 22.5% Yellow Time (s) 4 0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2 0 2.0 2.0 2.0 2.0 2.p 2.0 2,0 2.0 Last Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6,0 6.0 LeadfLag Lag Lag Lead Lead Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yee Recall Mode Nora done C-Min C-Min None None C-Vin None None Intersection Surma Cycle Length:: 160 Actuated Cycle Length: 160 Offset; 86 (54%), Referenced to phase 2 WETL and 5:WBL, Start of Green Natural Dycle; 70 Control type' Actuated -Coordinated pirrs ana rnese& iE; reuerai rrgnway 6. IWC 741In arrear 4- i 2 (14 I p4 103 s 37 s1-1 I 215 fR) 411. 07 ®a 6 21s 1 i825 r35 f I K:1FTL TPT0i043752000- Design Rlace4Calc4SjmchraiBuild2025PM.syn HCM 2010 Signalized Intersection Summary 14: Federal Highway & NVE 54th Street Future Total P.M. Peak Hour Movement _ E.BL EBT EBR WBL WBT 11VBR NBL NBT NOR SBL SBT SBR Lane Cenfigrrratians 4ft. 414- + P ' 1, Traffic Volume (veh+Ill 163 443 182 62 534 47 315 399 117 15 124 103 Future Volume (vehfh) 163 443 182 62 539 47 316 399 117 15 124 103 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial C (Oh), vet) 0 0 0 0 0 0 0 0 0 0 0 0 Fed-B be Adj(A pbT) 1.00 1.00 1,00 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow. vehfhfin 1900 1853 1900 1900 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, vehfh 168 457 0 64 556 48 325 411 121 15 128 106 Adj No. of Lanes 0 3 0 0 2 0 1 1 1 1 1 0 Peak Hour Factor 0.97 0.97 0,97 0,97 0.97 0,97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap. vehilh 521 1957 0 27 995 142 241 541 453 123 149 123 Arrive On Green 0.84 0.84 0.00 0.84 0.84 0.84 0.09 0.29 0.29 0.16 0.16 0.16 Sat Flow, vehIh 751 3238 0 0 1569 223 1774 1863 1557 d67 935 774 Grp Vokame(v), vehf h 166 457 0 314 0 354 325 411 121 15 0 234 Grp Sal Flaw(s),vehIh+In 751 1543 0 145 0 1 647 1774 1863 1557 887 0 1709 Q Serve(g_s), s 10.0 4.6 0.0 17.1 0.0 7.5 15.0 32.1 9.6 2.6 0.0 21.3 Cycle Q Clear(g_c), s 17_6 4.6 0,0 17.1 0.0 7.5 15.0 32.1 9.6 13.7 0.0 21.3 Prop In Lane 1.00 U.00 0.20 0.14 1.00 1.00 1.00 0.45 Lane G'p Cap(c), vehTh 521 1957 0 0 0 1046 241 541 453 123 0 272 VIC Rain() 0.32 0,23 0.00 0.00 0.00 0.34 1.35 0.76 0,27 0.12 0.00 0.86 Avail Cap(c_a), vehilh 521 1957 0 0 0 1045 241 594 496 147 0 320 HCM Platoon Retie 1.33 1,33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0,00 0,88 0.00 0.88 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), siveh 7.1 4.9 0.0 O.0 0.0 5 2 55.6 51.7 43.6 67.4 0.0 65.6 Incr Delay (d2), siveh 0.1 0.0 0.0 D.0 0.0 0,8 181.8 4.8 0.2 0.3 0.0 17,3 Initial 0 Delay(d3),sfveh 0,0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BaokOfQ(50%),vehfln 2.2 1.9 0.0 0.0 0.0 3.5 15.5 17.3 4.1 0.6 0.0 11.4 LnGrp Delay(d),sfverh 7.2 5.0 0.0 7_f] 0.0 5.9 237.3 56.6 43.9 67.8 0,0 82,8 LnGrp LOS A A A F EDE F Approach Vol, veh}h 625 668 867 249 Approach Delay. sfveh 5.6 3.2 123.3 81.9 Approach LOS A A F F Timer 2 3 4 5 6 7 8 Assigned Phs Phs Duration (G+Y+Rc), s Change Period {Y+Rc), s Max Green Setting (Grnax), s Max Q Clear Time (g _ c+11 ), s Green Ext Time (p_c). $ Inlersedon Summary 2 4 6 7 8 107.5 52 5 107.5 21.0 31.5 6.0 6.0 0.0 6.0 6.0 97_0 51.0 76.0 15.0 30,0 19.1 34.1 19.6 17.0 23.3 4.1 3.5 4.1 0.0 2.2 FILM 2010 Ctrl Delay 54.9 HCM 2010 LOS 0 i{_1FTL_TPT0ti043752000 - Design PlacelCalcs\SynchralBuitd 2025 PM.syn Timings 15: Biscayne Boulevard & NE 54th Street 1 Lane Group EEL EBR NEIL NBT SBT SBR Lane Configurations ' r 11 f t 14 Pr Traffic Volume (vph) 363 219 310 1477 969 346 Future Volume (vph) 353 219 310 1477 969 346 Turn Type ?rot pm+av pm+pt NA NA Perm Protected Phases 8 1 1 6 2 Permitted Phases 6 6 2 Detector Phase 8 1 1 6 2 2 Switch Phase Minimum Initial (s) 7,0 5.0 5.0 7.0 7.0 7.0 Minimum Split (s) 31.4 11,0 11.0 2&0 28,0 28.0 Total Split (s} 38.0 21.0 21.0 1220 101.0 101.0 Total Split (%) 23.8% 13.1% 13.1% 75,3% 63,1% 6,3.1% Yellow Time (s) 4,4 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2,0 2.0 2,0 Last Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6,4 6.0 6.0 6.0 6,0 6.0 Lead/Lag Lead Lead Lag Lap Lead -Lag Opbmiae? Yes Yes Yes Yes Recall Made None None Nona C-Min C-Min C-Min Intersection Summary Future Total P.M. Peak Hour Cycle Length: 160 Actuated Cycle Length: 160 Offset: 28 (18%), Referenced to phase 2:SBT and 6118TL, Start of Green Natural Cyde: 80 Control Type: Actuated -Coordinated Sr fits and Phases: 15: Biscayne Boulevard & NE 54th Street 61 ii 02 WI zi s I 101s 122 s 3@1 K:IFTL_TPTO\1343752000 - Design PlacekCaks,SynchrolBuild 2025 PM.syn HCM 2010 Signalized Intersection Summary 15: Biscayne Boulevard & NE 5491 Street Future Total P.M, Peak Hour Movement EBL EBR NBL NBT SBT SBR Lane Configurations ii r +4 ++ 1* Traffic Volume (vehlh) 363 219 310 1477 969 346 Future Volume (vehlh) 363 219 310 1477 969 346 Number 3 16 1 6 2 12 initial 0 (Qb), vet 0 0 0 0 0 0 Ped-Bike Ad)(A_pbT) 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/hlln 1663 1363 1863 1883 1883 1863 Adj Flow Rate, vehlh 370 223 316 1507 989 353 Adj No. of Lanes 2 1 1 2 2 1 Peak Hour Factor 0 98 0.98 0,98 0.98 0.98 0,98 Percent Heavy Veeh, % 2 2 2 2 2 2 Cap, vetfh 510 347 420 2741 2358 1020 Arrive 0n Green 0.15 0.15 0.09 1,00 0,69 0,89 Sat Flow, vehlh 3442 1583 1774 3632 3632 1532 Grp Volume(v), vehlh 370 223 316 1507 969 353 Grp Sat Flow(s),vehiillln 1721 1583 1774 1770 1770 1532 Q Serve(Ls), s 16.4 20,5 9.1 0,0 8.1 6.1 Cycle 0 Clear(g_c), s 154 20.5 9.1 0.0 8.1 6.1 Prop In Lane 1.00 100 1.00 1.00 Ise Grp Cap(c), vehlh 510 347 420 2741 2358 1020 VAC Ratio(X) R.73 0.64 0.75 0.55 0.42 0.35 Avail Cap(c_a), vsh /h 680 425 461 2741 2358 1020 I ICM Platoon Ratio 1.00 1..00 1.33 1.33 1.33 1,33 UpstreamFilter(I) 054 0.54 0.70 0.70 1.00 1.00 Llnifarrn Delay (d), Oven 65.1 56.8 7.3 0.0 3.5 3 4 Incr Delay (d2). s/veh 1.2 1.0 3.7 0.6 0.6 0.9 Initial Q Delay(d3),aiveh 00 0.0 0.0 0 0 0.0 0.0 %ile BakOFQ(50°r ),vehlin 7.9 9.1 4.8 0.2 4.1 2.8 LnGrp Delay(d),alvah 65i.2 57.13 11.0 0.6 4.1 4.3 LnGrp LOS E E B A A A Approach Vol, vehlh 593 1823 1342 Approach Delay, s1veh 63,1 2.4 4.1 Approach LOS F A A Tinier 1 2 3 4 5 6 7 B Assigned Phs 1 2 6 8 Nis Duration (G+Y+Rcj, s 17,3 112.5 129.9 30.1 Change Pried (Y+Rc), s 6.0 6.0 6.0 6,4 Max Green Setting (Grnax), s 150 95 0 116,0 31.6 Max 0 Clear Time (g c+r1), s 11.1 10.1 2,0 22.5 Green Ext Time (p_c), s 0.2 12,2 12.2 1.2 Intersection Summary HCM 2010 Ctrt Delay 12.6 HCM 2010 LOS B K:1FTL_TPTQ1043752000 - Design Flace\Calcs1SynchroiBuild 2025 PM.syn Timings Future Total 26: NE 2nd Avenue & NE 51 st Street (S) P.M. Peak Hour 4\ t Lane Group EBL EBT EBR V',GL WOT NBL NBT SBL SBT Lane Configurations 4 1" "1 1 1 T.'i TrafcVolume (vph) 74 32 55 161 34 15 832 108 292 Future Volume (vph) 74 32 65 161 34 15 532 108 292 Tam Type Perm NA Perm pm+pt NA Perm NA Perm NA Protected Phases 4 3 3 2 6 Permitted Phases 4 4 3 2 6 Cetectei Phase 4 4 4 3 8 2 2 6 6 Switch Phase Minrrnurn Initial (s) 7,0 7.0 7.0 5.0 5.0 14.0 14.0 14,0 14.0 Minimum Split (s) 25.0 25.0 25,0 9,5 23.5 32.0 33.0 33,0 33.0 Total Split (s) 26,0 26,11 26.0 10.2 42.2 77.8 77,8 77,8 77.8 Total Split (%) 21,7% 21,7% 21,7% 13,5% 35.2% 54.B°%r, 64.8% 64.8% 64.8% Yellow -ime (s) 4,0 4.0 4.0 3.5 3.5 4.0 4.0 4.0 4.[ A11-Fed Time.(s) 2.0 2.0 2,0 1,0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 C.0 0,0 0.0 Total Last Time (s) 8.0 6.0 4.5 5.5 6,0 6.0 6.0 6.0 Lead/Lag Lag Lag Lag Led Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode None None Nona Hone None C-Min C-Min C-Min C-Min intersection Summary Cycle Length: 120 Actuated Cycle Lang*, 120 Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SHTL, Start of Green Natural Cycle; 80 Control Type: Actuated -Coordinated Splits and Phases: : NE 2nd Avenue & NE 51st Street r' t oa (10 1r03,4 77.8s i 15.2s i INS 1 I . {R) 4- da 77.8 s i 42..2 s 1 K:lFTL_1 PTO1043752000 - Design PlecelCalcslSynchralBuild 2025 PM,syn HCM 2010 Signalized Intersection Summary 26: NE 2nd Avenue & NE 51 st Street jS) Future Total P.M. Peak Hour 1r IL 4\ t * d Movement EBL EBT EBR WIBL WBT WBR NBL NET NIBR SBL SBT SBR Lane Configurations it r 1 1 '4 1 t Traffic Volume (vehf i) 74 32 65 161 34 138 15 532 178 108 292 27 Future Volume (vnhih) 74 32 65 161 34 138 15 532 178 108 292 27 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial 0 {Qb]. veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike (4dj(A_pbT) 1.00 0.92 0.96 1.00 1.00 0,99 1.00 1.00 Parking Bus, Adj. 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehlhfln 1900 1863 1863 1863 1853 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rale, vehlh 83 35 73 175 37 150 17 598 193 117 326 0 Adj No. of Lanes 0 1 1 1 1 0 1 1 0 1 1 0 Peal( Hour Factor 0,80 0.92 0.89 0,92 0.92 0.92 0.69 0.69 0.92 0.92 0.89 0,89 Percent Heavy Veil, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vdhfh 164 54 181 282 84 339 694 862 278 388 1195 0 Arrive On Green 0.12 0.12 0.12 0,10 0.26 0.26 0.65 0.85 0,85 0,85 0.85 0.00 Sat Flow, vehit 914 433 1462 1774 323 1309 1043 1345 434 682 1863 0 Grp Valume(v), vehfh 118 0 73 175 0 187 17 0 791 117 328 0 Grp Sat FInw(s),vehlhrIn 1348 0 1462 1774 0 1632 1043 0 1779 682 1863 0 0 Serve(Ls), s 9.7 0.0 5.5 10,0 0.0 11.5 0.4 0.0 19.2 9.8 4,1 0.0 Cycle 0 Clear(g_c), s 100 0_0 5.5 10.0 0.0 11.5 4.4 0.0 19.2 28.8 4.1 0,0 Prop In Larne 0.70 1.00 1.00 0.80 1.00 0,24 1.00 0.00 Lane Grp Cap(c}, vehih 218 0 181 282 0 422 694 0 1141 388 1195 0 WC Ratio(X) 0.54 0.00 0,40 0.62 0.00 0.44 0.02 0.00 0.69 0.30 0.27 0.00 Avail Cap(c_a), veh(h 275 0 244 262 0 499 694 0 1141 386 1195 0 HCM Platoon Ratio 1.00 1,00 1.00 1,00 1,00 1.00 133 1.33 1.33 1.33 1.33 1.33 Upstream Filter(I) 1,00 0.00 1.00 1.00 0.00 1.00 100 0.00 1.00 0.90 0.00 0.00 Uniform Delay (d), sfveh 50.4 0.0 48.5 39.4 0.0 37 2 3.9 0.0 4.6 9,a 3.5 0,0 Inc Delay (d2), s(veh 1.6 0.0 1.1 4.1 0.0 0.7 0.1 0.0 3.66 1,8 0.5 0.0 Initial 0 De y(d3),s(veh 00 o.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 %Ile Bac.kOf0(50%),vehfln 3.9 0.0 2,3 5.2 0.0 5.3 0.1 0.0 9.9 2.0 2.1 0.0 LnGrp Delay(d),teh 52.0 0 0 49 6 43.5 0.0 38.0 4,0 0,0 8,1 11,6 4,0 0.0 LnGrp LOS D D_ D 0 A. A B A Approach Vol, veh/h 191 362 1908 445 Approach Delay, slveh 51.0 40.6 8.0 6.0 Approach LOS D D A A Timer 1 2 3 4 5 6 7 8 Assigned Ph 2 3 4 6 8 Fhs Duratron (G+Y+Rc), s 83.0 16.2 208 83.0 37.0 Change Period (Y+Rc), s 6.0 4,5 6.0 6.0 *6 Max Green Setting (Gmax), s 71.8 11.7 20.0 71.8 *37 Max Gt Clear Time (g,c+l1), s 21.2 12,0 12.0 30,8 13,5 Green Ext Time (p_c), s 3.7 0.0 1,2 3.7 2.0 Intersection Summary I;GM 2010 Cirl Delay HMI 20010 LDS Notes 16.6 KAFTL_TPT01043752000 - Design Place';Calcs\Synchro,Build 2025 PM.syn Timings 1 8: Biscayne Boulevard & NE 50th Terrace t Lane Gicu WBL NBT SSL S0T Future Total P.M. Peak Hour Lane Configuradions 4T. 14 Traffic Volume (vph) 48 1770 49 1163 Future Volume (vph) 48 17.10 40 1163 Turn Type Fern NA Perm NA Protected Phases B 2 Permitted Phases 4 2 Detector Phase 4 6 2 2 Switch Phase Minimum Initial (s) 7.0 14.0 14.0 14,0 Minimum Split (s) 295 20.0 20,0 20.0 Total Split (s) 480 112.0 112.0 112.0 Total Split (%) 3O_0% 7o.0% 70.0% 70.0% Yellow Time is) 4.0 4.0 4.0 4.0 All -Red Time (s) 2 5 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lcst Time (s) 6_5 6.0 6.0 6,0 Lead!Lag Lead -Lag Optimize? Recall Mode Nore C-Min C-Min G-Mfn Intersection 5umma Cycle Length- 160 Actuated Cycle Length:150 Offset: 33(21%), Referenced to phase 2:SBTL and 6:NBT. Start of Green Natural Cycle: 90 Control Type: Aduated•Coordinated Sufits and Phases: 18: Biaune Boulevard & NE 50th Terrace I # 2 ) a4 112ss � $s I I Oa pl) 112s )_1 K1FTL_TPT01043752000 - Design PlaaetCalcs'iSynchroleuild 2025 PM,syn HCM Signalized Intersection Capacity Analysis 18: Biscayne Boulevard & NE Both Terrace Future Total P.M. Peak Flour Movement ir t V^VBL lAtBR NBI NBR SSL S13T Lane Configurations 1t'f `'+ 1 ++ Traffic Volume (vph) 48 26 1770 96 49 1163 Future Volume (vph) 48 26 1770 96 49 1163 Ideal Flew (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.5 6.0 6,0 6.0 Lane Util. Factor 1.0lJ 0 95 1,00 0.95 Frpb, pad/bikes 0.99 1.00 1.00 1,00 Flpb, peddbikes 1,00 1,00 1,00 1.00 Frt 0.95 0.99 1.00 1.00 Fit Protected 0,97 1.00 0.95 1.00 Sald. Fuw (prat) 1701 3507 1769 3539 Fit Perriitted 0.97 1.00 0.08 1.00 Satd. Flow (perm) 1701 3507 158 3539 Peak -hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Him. (vph) 51 25 1563 102 52 1237 RTOR Reduction (vph) 16 0 1 0 0 0 Lane Group Flow (v'p1i) 63 0 1934 0 52 1237 Conti. Peds, (#fhr) 3 2 7 7 Coil. Bikes (Our) 7 rum Type Perm l iA Perin NA Protected Phases 6 2 Permitted Phases 4 2 Actuated Greer, G (s) 11,1 136.4 136.4 136.4 Effective Green, g (s) 11.1 136.4 136.4 136.4 Actuated g1C Ratio 0.07 0.85 0.85 0.85 Clearance Time (s) 6.5 6.0 6.0 6.0 Vehicle Extension {s) 2.5 1.0 1.0 1.13 Lane Grp Cap (vph) 118 2989 134 3016 Ws Ratio Prat c0.57 0.36 Ws Ratio Perm c0.04 0.33 vIc Ratio 0.54 0.66 0.39 0.41 Uniform Delay, d1 72.0 4,0 2,6 2.7 Progression Factor 1.00 1.00 2.85 2.43 Incremental Delay. d2 3.6 1.2 7,7 0.4 Flay (s) 75.6 5.2 15.1 0.9 Level of Service E A B A Approach Delay (s) 75.6 5.2 7.2 Approach LOS E A A Intersection Summary HCM 2000 Control Delay 7.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 160.0 Sum of lost time (s) 12.5 Intersection Capacity Utilization 69.1 % ICU Level of Service C Analysis Period (min) 15 c Critial Larne Group iC IFTL_TPTO\0437 52000 - Design PlacelCalcslSynchro}Build 2025 IM.syn Timings 19: North Miami Avenue & NW 46th Street+NE 46th Street Future Total P.M. Peal( Hour Lane Group EFL EBT WPL MT NBL NBT SBL SBT Lane Configurations 4, 4 "j + ' +1 Traffic Volume (vph) 97 50 36 41 35 1394 7 629 Future Volume (vph) 97 50 36 41 36 1394 7 629 Tam Type Perm NA Perm NA Perm NA Fern NA Protected Phases 8 4 6 2 Permitted Phases 8 4 6 2 Detector Phase a 8 4 4 6 6 2 2 witch Phase Minimum initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Minimum Split (s) 26.0 26.0 26.0 26.0 23.4 23,4 23.4 23.4 Total Split (s) 26.0 26.0 26.0 26,0 49,0 49,0 49.0 49.0 Total Spilt (°4) 34 7% 34.7% 34.7% 34.7% 65.3% 65.3% 65.3% 65.3% Yellow Time (s) 4.0 4.0 4.0 4.0 4.4 4.4 4.4 4.4 All -Red lime (s) 2.3 2,3 2.3 2.3 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 C.0 0,0 Total Lost Time (s) 6.3 6.3 6.4 6.4 6.4 6,4 Lead/Lao Lead -Lag Optimize? Recall Mode None None None None C-Min C-Min C-Min C-Min Intecaan Surnma Cycle Length: 75 Actuated Cycle Le'igth: 75 Offset: 40 (53%), Referenced to phase 2:SBTL and 6: NBTL. Start apt Green Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Fuses. 19: North Miami Avenue & NW 46th SfreetiNE 46th Street 117 49s _ r 1 IaG (R) d26474- 8 49s 26s I K,IFTL_TPTO 043752000 . Design Place`iCalcslSynchro'Bu ld 2025 PM,syn HCM 2010 Signalized Intersection Summary 19: North Miami Avenue & NW 46th Street/NE 46th Street Future Total P.M. Peak Hour Movement EBL EBT EBR WBL WET WBR Nth NBT NBR S.EL SET SER Lane Configurations 44 11 + Traffic Volume (veh/h) 97 50 27 36 41 6 35 1394 41 7 629 52 Future Volume (vehlh) 97 50 27 36 41 6 35 1394 41 7 629 52 Number 3 8 18 7 4 14 1 6 15 5 2 12 initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A pbT) 1.00 1.00 1.00 1.00 1 00 a 97 1.00 0_99 Parking Bus, AO 1,00 1.00 1.1X 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 Adi Sat Flow, vehIhlln 1900 18,63 190(1 1900 1863 1900 1863 1863 1900 1863 1863 1900 Al Flow Rate, vehlh 108 56 30 44 46 7 39 1549 46 B 699 56 Al No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.90 0.90 0.90 0,90 0.90 0,90 020 0.90 0.90 0.90 0.90 0,90 Percent, Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vent 203 83 39 153 155 20 548 2361 70 274 2222 7 185 Arrive On Green 0.16 0.16 0.16 0.16 0.16 0.16 0.90 0.90 0.90 0.90 0.90 0.90 Sat Flow, vehlh 815 529 246 540 9:. 124 703 3507 104 318 3307 274 Grp Valume(v), vehlh 194 0 0 93 0 0 39 780 815 8 374 383 Grp Sat Flaw(s),vehlhlln 1589 0 0 1652 0 0 703 1770 1841 318 1770 1812 Q Serve(Ls), s 5.1 0.0 0,0 D.0 0.0 0.0 0.7 8.3 8.4 0.5 2.3 2,3 Cycle C Clear(g_c), s 8,6 D.0 0,0 3,5 0,0 0,0 3,0 8,3 8A4 8.9 2.3 2.3 Prop In Lane 0,56 0.15 0.43 0.08 1.00 0 05 1.t7D 0,15 Lane Grp Cap(c), vehih 325 0 0 328 0 0 548 1192 1240 274 1192 1220 WC RAO) 0.60 0.00 0.00 0,28 0.00 0,00 0.07 0.65 0,66 0.03 0.31 0,31 Avail Cap(c_a), vehlh 482 0 0 492 0 0 548 1192 1240 274 1192 1220 HCM Platoon Ratio 1.00 1.00 1 00 1,00 1.00 1.00 1.33 1.33 1.33 1.33 1.33 1,33 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0,00 1.00 1.00 1.00 C.90 0.90 0.90 Uniform Delay (d), s)veh 30.1 0.0 0,0 28.1 0,0 00 1.6 1.7 1.7 2.9 1,4 1,4 Iner Delay (d2), slveh 1.3 0.0 0.0 0.3 0.0 0.0 3.3 2.8 2.7 0.2 0.6 0.6 Initial Q Delay(d3),slveh 0.0 0.0 0,0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 0,0 0.0 %Ile BackOfQ(50%),.vehlln 3.9 0.0 0.0 1.7 0,0 0,0 0.2 4.5 4.7 0.1 1.2 1.3 LnGrp Delay(d),slveh 31.4 0.0 0.0 28.4 0.0 0.0 1,9 4.5 4.5 3.0 2,0 2.0 LnGrp LOS C G A A A A A A Approach Val, vet* 194 93 1634 765 Approach Delay, sfveh 31,4 28.4 4.4 2,0 Approach LOS G C A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 5 Phs Duration (G+Y+Rc), s 55,9 18.1 56,9 18.1 Change Period (Y+Rc), s 6.4 '6.3 6,4 " 6.3 Max Green Setting (Gmax), s 42.E * 20 42.6 • 20 Max Q Clear Time (g c+11), s 10.9 5.5 1OE4 10.6 Green Ext Time 1p_c). $ 7,9 1.2 8.0 0.9 Intersection Summary HCM 2010 Ctrl Delay HCM 2010 LOS Notes 6.6 A K:1FTL TPTi 1043752000 - Design PlacelCalcslSyn rolBaild 2025 PM syn Timings 20: NE 2nd Avenue & NE 39th Street Lane Grcr. EEL =BT W L. Wl3T NBL NBT SBL SST Future Total P.M. Peak Hour Lane Configurations 4 4 Traffic VOILIfne (vph) 2B 66 64 173 27 423 122 370 Future Volume (Kph} 25 66 64 173 27 423 122 370 Turn Type Perm NA Perm NA Perrn NA Perri NA Protected Phases 6 4 6 2 Permitted Phases fi 4 6 2 Detector Phase B 8 4 4 6 6 2 2 Switch Phase Minimum Initial (s) 7 0 7.0 7.0 7,0 7.0 7.0 7.0 7.0 Minimum Split (s) 23.0 23.0 23.0 23.0 23.0 23.0 23.0 23.0 Total Split (s) 35.0 35.0 35.0 35.0 55.0 55.0 65.0 55.0 Total Split (%) 38.9% 38.9% 38,9% 38.'9% 61,1% 61,1% 61.1% 61.1% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2,0 2,0 2,0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6,0 6,0 8,0 6,0 Lead[Lag Lead -Lag Optimize? Recall Mode Nora None None None C--Min G-Min C-Min C-Min Intersection Summary Cycle Length; 90 Actuated Cycle Length: 90 Oftset: 66 (73%), Referenced to phase 2:SBTL and 6:NBTL, Sari at Green Natural Cycle: 50 Control Type: Actuated -Coordinated Solits and Phases; 20: NE 2nd Avenue & NE 39th Street $ 02 04 555 1135 s 1 I Io6(#I -lip8 55s as 1OFTL TPTO)043752000 - Design PlaaelCalc i.Synchro'4t3uild 2025 PM.syn HCM 2010 Signalized Intersection Summary 20: NE 2nd Avenue & NE 39th Street Future Total P.M, Peak Flour 1 4\ I Movement EN_ EBT EER 6L WBT V BR NBL NBT NBR SEL SBT SBR Lane Configurations 44 Traffic Volume (vent) 28 66 42 64 173 223 27 423 54 122 370 41 Future Volume (vehln) 28 66 42 64 173 223 27 423 54 122 370 41 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial 0 CQbj, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 0.98 0,96 0.98 0.91 0.99 0.92 Parking Bu s, Adj 1,00 1.00 1.00 1,00 1,00 1,00 1.00 1,00 1,00 1,00 1,00 1,00 Adj Sat Flaw, vehThfln 1900 1863 1900 1900 1853 1900 1900 1863 1900 1900 1663 1900 Adj How Rale, vehll, 29 66 43 66 178 230 28 436 56 128 381 42 Adj No, of Lanes 0 1 0 0 1 0 0 1 0 0 2 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0,97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veil, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veJh 106 235 130 98 207 245 70 840 105 374 1109 124 Arrive Or[ Green 0.31 0.31 0.31 0,31 0.31 0.31 0.69 0.69 0.69 C.69 OM 0.89 Sat Flaw, velrih 185 748 414 168 657 778 50 1520 189 568 2007 224 Grp Volume(v), vetlift 140 0 0 474 0 0 520 0 0 244 0 305 Grp Sal Frow(s),vehlhfin 1346 0 0 1603 0 0 1759 0 0 1169 0 1631 0 Serve(g_s), s 0.0 0,0 0.0 19.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6.8 Cycle 0 Clear(g_c), s 5.4 0.0 0.0 25.8 0.0 0.0 12 5 0.0 0,0 7.8 0.0 6.8 Prop In Lane 0.21 0.31 0.14 0.49 0 05 0.11 C_52 0,14 Lane Grp Cap{c), vehlh 472 0 0 550 0 0 1014 0 0 706 0 901 VJC Ratio(X) 0,30 0.00 0.00 0.66 0.00 0.00 0.51 0.00 0.00 0.35 0.00 0.34 Avail Gap(e_a), vehlh 483 0 0 562 0 0 1014 0 0 706 0 901 HCM Platoon Ratio 1.00 1.00 1,00 1,00 1.00 1.00 125 1.25 1.25 1.25 1.25 1.25 Upstream Filter{Ij 1.00 0.m0 0.00 1,00 0.00 0.00 100 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), shah 23.0 0,0 0.0 29.9 0.0 0.0 8.2 0.0 0.0 7.2 0.0 7.3 Incr Delay (d2), s/veh 0.3 0.0 0.0 12.6 0.0 0.0 t.9 0.0 0.0 1.3 0.0 1.0 Initial Q Delay(d3),sfveh 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %Ile Bsck0f0(50 ).vehfln 2.6 0.0 0.0 13.4 I] 0 0.0 6 7 0.0 0.0 2,7 0.0 3,2 LnGrp Delay(dj,sfveh 23.3 0.0 0.0 42.5 0.0 0.0 10.0 0.0 0.0 8,6 0,0 8.3 LnCrp LOS C D B A A Approach Vol, vehlh 140 474 520 549 Approach Delay, shah 23.3 42.5 10.0 8.4 Approach LOS C D B A Timer 1 2 3 4 5 6- 7 8 Assigned Phs 2 4 6 6 Fills DwatiOil (G+Y4Rc), s 55.7 34.3 55.7 34 3 Change Period (Y+Rc), a 6_0 6.0 6.0 6.0 Max Green Setting (Gmax), s 49.0 29.0 49,0 29.0 Max et Clear -rime (g_c+11 ), s 9.8 27.8 14.5 7.4 Green Ext Time (p_c), s 3.0 0.4 3.0 3,6 Intersection Summary - f1CM 21}10 CM Delay 19 7 HCM 2010 LOS B K:1FTL_TPTO\.043752000 - Design PiaoeiCalcsitSynciiroliBuild 2025 PM,syn