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Traffic Impact Analysis
Ui( lus 4),ro d 3G k'Ah Ck(S 4 002 i • • • • • • i?}rlll? in 2nr1RR Ms. Lilia 1. Medina, AICP Assistant Transportation Coordinator City of Miami, Office of the City Manager/Transportation 444 SW 21d Avenue (lath Floor) Miami, Florida 33130 Re; Midtown Park (WO # 139) Sufficiency Letter ©ear Ms. Medina: Via Fax and US i�r9 ai Subsequent to our November 22, 2005 review comments for the subject project, we have received a formal response frorn David Plummer and Associates Inc. (DPA) on January 9, 2006. We have also received a satisfactory letter (via e-mail) from Kitts/son & Associates (K&A) on January 10, 2006, who represents the FOOT Planning office. Photocopies of both the response letters from DPA and e-mail from K&A are attached herewith. Please note that the applicant has mentioned that the project architect would provide the information regarding maneuverability of the delivery trucks within the project site. As this project progresses through the review process, the applicant must subrnit an acceptable site circulation plan for approval by the City staff. At this time, we conclude that the revised traffic report along.with the subsequent submittal meets all the traffic requirements and the report is found to be sufficient. Should you have any questions, please call Khant Myat or me at 954.739.1881. Sincere! U tlon Southern Shanmug:. , P.P. S = tor Traffic Engineer Attachment Cr: Mr. Kevin Waifcjrt r, Planner ), City of Miami (Fax: 305. 416.1443) Ms. Soria Shreffter-Bogart, PE, OPA, (Fax: 305.444.4986) uRS Corporation Lakeshore Complex 5100 NW 33rd Avenue, Suite 150 fort Lauderdale, FL 33309.8375 Tel 954,739.188 . Fax: 954.739.1780 • Mid Town Park Major Use Special Permit Traffic Impact Study Prepared by: David Plummer & Associates, Inc, 1750 Ponce de Leon Boulevard Coral Gables, Florida 33134 January 2006 DPA Project #05182 • • • Mid Town Pork ) t(.iSf Traffic lmp wi ,>Srudv TABLE OF CONTENTS Page List of Exhibits EXECUTIVE SUMMARY 1.0 INTRODUCTION 2 1.1 Study Area 2 1.2 Study Objective 2 2.0 EXISTING TRAFFIC CONDITIONS 4 2.1 Data Collection 4 2.1.1 Roadway Characteristics 4 2.1.2 Traffic Counts 5 2.1.3 Intersection Data 5 2.2 Corridor Capacity Analysis 8 2.3 Intersection Capacity Analysis 10 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS 12 4.0 FUTURE TRAFFIC CONDITIONS 4.1 Background Traffic 4.2 Committed Developments 4.3 Project Traffic 4.3.1 Project Trip Generation 4.3.2 Project Trip Assignment 4.4 Future Corridor Capacity Analysis 4.5 Future Intersection Capacity Analysis 4.6 Site Access 13 13 13 13 13 16 20 20 24 5.0 CONCLUSIONS 25 Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Approved Methodology & Site Plan Traffic Counts & Signal Timing FDOT's Quality/LOS Handbook --- Generalized Tables Downtown Miami DRI Increment II Transit Ridership Intersection Capacity Analysis Worksheets Committed Development Information Transportation Control Measures • • • I !id '/own Park I9USP Truffic impact Stud}' UST OF EXHIBITS Exhibit Page 1 Location Map 3 2 Existing PM Peak Hour 'Traffic Volumes 6 3 Existing Lane Configurations 7 4 Existing Corridor and Transit Conditions 9 5 Person -trip Volume and Capacity — Existing Conditions Matrix 11 6 Existing Intersection Capacity Analysis Results 10 7 Committed Development Map 14 8 Future PM Peak Hour Traffic Volumes without Project 15 9 PM Peak Hour Project Trip Generation 17 :10 Cardinal. Distribution 18 11 PM Peak Hour Project Vehicular Trips Assignment 19 12 Person -trip Volume and Capacity — Future Conditions Matrix 21 13 Project PM Peak Hour Vehicular Volumes 72 14 Future with project PM Peak Hour Vehicular Volumes 23 15 Future intersection Capacity Analysis 70 Page u Mid fawn Mt;S1'7'rri:; , EXECUTIVE SUMMARY Thev,a Park project is a residential project located on North Miami Avenue between NW 34 'I'e -.d NW 35 Street in Miami, Florida. There is a 22,000 SF retail space currently on the Sisiu.. proposed project consists of 155 residential units, 5,937 SF of retail space and 1,30 - estaurant space. Ingress to the site is proposed on NW 34 Terrace and egress on NW = via one-way driveways. Build out of the project is anticipated by the year 2008. The s.! .site is located just outside the boundaries of the Downtown Miami Area -wide DRI. Exist 1 future traffic conditions for the project area corridors were established using the persc :-Based corridor capacity method. This method, consistent with the City's Com €age Plan, promotes improved transportation efficiency through increased private vehic ,,ancies and makes mass transit a full partner in the urban transportation system. Anal. lts show that the project area corridors are projected to operate within the cstab g,ridor threshold. The ope➢, • ion capacity analysis was performed at the intersections under study using vehicular the Highway Capacity Software (HCS), based on the procedures of the 2000 w-ity Manual. Results of the future intersection analysis show that all intersections the standard adopted by the city. Page I Mul 1iuwn Park itJSP 7"rta .ir Impact Study • to INTRODUCTION The Mid Town Park project is a residential project located on North Miami Avenue between NW 34 Terrace and NW 35 Street in Miami, Florida. There is a 22,000 SF retail space currently on the site. The proposed project consists of 155 residential units, 5,937 SF of retail space and 1,308 SF of restaurant space. Ingress to the site is proposed on NW 34 Terrace and egress on NW 35 Street via one-way driveways. Build out of the project is anticipated by the year 2008. The subject site is located just outside the boundaries of the Downtown Miami Area -wide DRI. 1.1 Study Area Consistent with the approved methodology (see Appendix A), the traffic study was performed for PM peak hour conditions. For traffic analysis purposes, the study area has been defined as .I-- 195 to the north, I-395 to the south, Biscayne Boulevard the east and 1-95 to the west. Corridor capacity analysis was performed for .North Miami Avenue and NE 20'h Street. Intersection capacity analysis was performed for the following intersections: 1. NW 36th Street / North Miami Avenue (signalized) 2. NW 35th Street / North Miami Avenue 3. NW 34th Terrace / .North Miami Avenue 4. NW 35th Street / NW Is' Avenue 1.2 Study Objective The objective of this traffic study is to assess possible PM peak hour impacts on the project area corridors using the person -trip corridor capacity method. This method is designed to rneet the challenges posed by Florida's growth management laws: to promote compact urban development, discourage suburban sprawl and improve urban mobility. The method is consistent with the City's Comprehensive Plan and promotes unproved transportation efficiency through increased private vehicle occupancies, thus making mass transit a full partner in the urban transportation system. Page 2 1-195 NW35 ST / 1 PROJECT SITE NE 20 ST NE 30 ST NE 29 ST _,,, ,NE27ST NE 26 ST NW 7 sT NW BI GAYNG B4VB N.T.S. ST N013 ST 1-395 F ROECT, MID TOWN PARK TRAFFIC IMPACT STUDY TITLE_ EXI-IH[ 0T No. LOCATION MAP Mid 1'0wrt Pork MUSE Traffic !: ct Study • 2.0 EXISTING TRAFFIC CONDITIONS 2.1 Data Collection Data collection for this study included roadway characteristics, intersection data, intersection volumes, and signal ti.rning. The data collection effort is described in detail in the following sections. 2,1.1 Roadway Characteristics North Miami Avenue North Miami Avenue is north/south arterial in Miami Dade County. In the study area between NW 36 Street and NW 20 Street, North Miami Avenue is a two-way, four -lane undivided roadway. There are no posted speed limit signs within the study area. NW 1 Avenue NW 1 Avenue between NW 20 Street and NW 36 Street is a two-way, two-lane roadway. There are no posted speed limit signs within the study area. NW 20 Street NW 20 Street between NE 2nd Avenue and I-95 is a two-way, four -lane undivided roadway. On -street parking is prohibited on this section of NW 20 Street. There are no posted speed limit signs within the study area. Pt,, �e a Mid Town Park MOT Traffic impact Suudy • • 2.1.2 Traffic Counts Peak period vehicle turning movement counts and 24 -hour directional counts were collected at the intersections and segments under study_ Seasonal adjustment factors were obtained from the Florida Department of Transportation (FDOT). Traffic counts are included in Appendix A. Exhibit 2 shows the adjusted Existing PM peak season, peak hour traffic volumes at the study intersections. 2.1.3 Intersection Data A field survey was conducted to determine the lane configurations for the roadways and intersections under study. Existing signal timing data was obtained from Miarni-Dade County for the analyzed intersection. Signal information is included in Appendix A. This information provided the signal phasing and timing used in the intersection capacity analysis. Exhibit 3 shows the existing lane configurations for the intersections and roadways studied. Page 5 NEW 31 ST7?t 6 7 N!r 35 S 7 F?f.. 7 ic4 529 63 N.T.5 �_._....,.., 8 t /5 5 N/V 35 f;-5p/::- I la .33 S?REF 7 /5 22' 9 - 22 . ..............1� 14 NW .34 TERRACE dPe PROJECT: MID TOWN PARK TRAFFIC IMPACT STUDY MIL; EXISTING PM PEAK HOUR VEHICULAR VOLUME F X1ifB5 No. 2 Page 6 NW 3l S N,T.S. NW .36 T. RE I T NW 3: STREET NW 34 TERRACE NW 33 STRE1 T PROJECT. MID TOWN PARK TRAFFIC IMPACT STUDY 1111.E. EXISTING LANE CONFIGURATION EXHIBIT No. 3 Page 7 Mul Town Park MUSP'1"r-arlic impact Stud • 2.2 Corridor Capacity Analysis Existing traffic conditions for the project area corridors have been established using the person - trip based corridor- capacity method_ The methodology for this analysis is outlined in the Miarni Comprehensive Neighborhood Plan. The existing traffic conditions analysis identifies the person -trip volumes and person -trip capacities of the corridors, establishes existing person -trip usage and identifies whether or not person -trip deficiencies exist. An adopted standard of LOS E applies to the transportation corridors as measured by the person -trip method. The existing conditions analysis establishes the multi -modal corridor conditions within the project area. Person -Trip Volumes Link volumes collected were adjusted to peak season traffic conditions using seasonal adjustment factors provided by F.DOT. Peak hour maximum service volumes were obtained from FDOT's 2002 Duality/Level of Service Handbook. Transit (bus and fixed rail) ridership and capacity were obtained from Increment I1 of the Downtown Miami Area -wide DRl_ An analysis of existing vehicle roadway and transit conditions is shown in Exhibit 4, supporting information included in Appendix B. Person -Trip Capacity Vehicle occupancy for the person -trip capacity calculations is based upon a comprehensive study performed for the City of Miarni. The vehicle occupancy factor of 1.6 persons per vehicle is approved for use as the practical capacity of a private passenger vehicle to determine the person - trip capacity of the vehicular traffic system. Bus and fixed rail capacity for each corridor was determined based on the number of transit vehicles per hour and the person -trip capacity of each transit vehicle. This information was obtained directly from Increment II of the Downtown Miami Area -wide DRI. Page h • • Exhibit 4 Existing Corridor and Transit Conditions • Roadway Conditions (vehicles) Transit Conditions (persons) Total Total Total Total Count Raw PM Peak PM Dir Max Bus Bus Metrerail Metrorail Melromover Metromover Transit Transit Corridor Existing Source/ Peak Hour Season Peak Hour Service Ridership Capacity Ridership Capacity Ridership Capacity Ridership Capacity From To Dr Lanes Period Volume Factor Volurne Volume [1] [2j (2] (2] €2] [2] [2j [2] [2] NORTH MIAMI AVENUE NE 35 STREET NE 34 TERRACE NB 2LU DPA - PM 721 1.08 779 1634 0 0 0 0 0 0 0 0 SB 2LU DPA - PM 339 1.08 366 1634 4 156 0 0 0 0 4 156 NE 34 TERRACE NE 20 STREET NB 2LU DPA - PM 721 1.08 779 1634 0 0 0 3 0 0 0 0 58 2LU EPA - PM 339 1.08 366 1634 4 156 0 0 0 0 4 156 NE/NW 20 STREET NE 2 AVENUE N. MIAMI AVENUE EB 2LU DPA - PM 254 1.08 307 1634 36 195 0 0 0 0 36 195 WB 2LU DPA - PM 270 1.08 292 1634 28 195 0 0 0 0 28 195 N. MIAMI AVENUE 1-95 EB 2LU DPA- PM 566 1.08 811 1634 36 195 0 0 0 0 36 195 WB 2LU DPA - PM 458 1.08 494 1634 28 195 0 0 0 0 28 195 [1] Peak Hour Directional Maximum Service Volumes are obtained from FDOT's Qua1ityILavel of Service Handbook [21 Transit and roadway information obtained from the Downtown Miami DPI Increment 11 Ala L "1'rn n Park fMUS? Traffic Impact Study • Available Person -Trip Capacity The available person -trip capacity for each corridor is shown in Exhibit 5 based on the following: Person -trip capacity — Person -trip volume = Available Person -trip capacity. A general level of service designation is provided for each study corridor based on the calculated available person -trip capacity. A person -trip level of service look -up table was developed based on the ratios derived from the FDOT's 2002 Quality/Level of Service Handbook (see Appendix B). Based upon the person -trip evaluation for existing traffic conditions, no study corridor operates below the acceptable "person -trip" level of service standards. 2.3 Intersection Capacity Analysis The intersection capacity analysis was performed using vehicular volumes and the Highway Capacity Software (I-ICS), based on the procedures of the 2000 Highway Capacity Manual. Exhibit 6 shows the resulting LOS for existing conditions at the intersections under study, analysis worksheets are included in Appendix C. All four intersections operate within the standard adopted by the city. Exhibit 6 Existing Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection S/U Existing LOS NW 36th Street / North Miami Avenue NW 35th Street / North Miami Avenue NW 34th Terrace / North Miami Avenue NW 35th Street / NW Avenue S U C A/C A/C U A/B t`- unsignalized S= signalized "For unsignalized intersection Major Approach/Minor Approach LOS reported. Source: DPA 1'u�e 10 • Exhibit 5 Person -Trip Volume and Capacity Existing Conditions Matrix CORRIDOR FROM TO Roadway Mode Transit Mode Segment Total Dr (a) Roadway Vehicular Capacity (b) Pers-Trip Capacity @PPV-1.6 (a) * 1.6 (c) Roadway Vehicular Volume (d) Pers-Trip Volume 4PPV=1,4 (c) * 1.4 (e) Excess Pers-Trip Capacity (b) - (d) (f) Total Pers-Trip Capacity (g) Total Pers-Trip Volume (h) Pers-Trip Excess Capacity (f)-(g) (i) Segment Pers-Trip Capacity (b)+(f) (i) Segment Pers-Trip Volume (d)+(g) (k) Pers-Trip Excess Capacity (1)•))) (i) Segment Person Trip vie (1)1(i) LOS 11I [2[ (3] 141 [51 [61 71 NORTH MIAMI AVENUE NE 36 STREET NE 34 TERRACE NE 1634 2614 779 1090 1524 0 0 0 2614 1090 1524 0.42 D SB 1634 2614 366 513 2192 156 4 152 2770 517 2254 0.19 C NE 34 TERRACE NE 20 STREET NB 1634 2614 779 1090 1524 0 0 0 2614 1090 1524 0.42 D SB 1634 2614 366 513 2102 156 4 152 2770 517 2254 0.19 C NW 20 STREET NE 2 AVENUE N. MIAMI AVENUE EB 1634 2614 307 429 2185 195 36 159 2809 465 2344 0.17 C WS 1634 2614 292 408 2206 195 28 167 2809 436 2373 0.16 C N. MIAMI AVENUE 1-95 EB 1634 2614 611 855 1759 195 36 159 2809 891 1918 0.32 C WE 1634 2614 494 692 1923 195 28 167 2809 720 2090 0.26 C Notes: (1 ] The Roadway Vehicular Capacity is obtained from Exhibit 4. ]2] Person -Trip capacity is derived by applying a 1.6 vehic€e occupancy to the vehicuiar capacity. [3]) The Roadway Vehicular Volume is obtained from Exhibit 4. [4] Person -Trip Volume is derived by applying a 1.4 vehicle occupancy to the vehicular capacity. [5] The Total Transit Person -Trip Capacity is obtained by adding bus, metrorail and metromover capacities (see Exhibit 4). [6] The Total Transit Person -Trip Volume is obtained by adding bus and metromover volumes (see Exhibit 4). [7] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook (see Appendix C). Mid loam Park MUSP impact Study • • 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS The 2005 Miami -Dade County Transportation Improvement Program (TIP) and the 2030 Metro - Dade Transportation Plan Long Range Element, were reviewed to identify any programmed or planned projects within the limits of the study area established. These documents show no officially programmed or planned capacity improvement projects within the study area prior to completion of the proposed project. !'tide 12 r!h/ R71171 I'ark Mt,!SPTrff[rImp Study • 4.0 FUTURE TRAFFIC CONDITIONS 4.1 Background Traffic Consistent with other traffic studies performed in the area, a conservative two (2) percent growth .factor was applied to existing traffic volumes. This growth rate is intended to account for future growth due to additional developments that have not been identified at this time but occur within the study period. 4.2 Committed Developments A list of projects was Obtained from city staff, City of Miami Planning and Zoning Department Report on Private Development From 1996 to Present (Updated through August 2005). These projects are approved and are either under construction or about to break ground. Other projects are approved by City Commission but with no building permits, or in the application stage. The projects in the vicinity of Mid Town Park are shown in Exhibit 7. These projects size and trip generation are included in Appendix D. Traffic generated by these developments was distributed using the Cardinal :Distribution from the appropriate TAZ. For estimating trip distribution from committed projects, consideration was given to conditions such as the roadway network, roadway available to travel in the desired direction and attractiveness of traveling on a specific roadway. This information and a matrix showing segment volumes from the committed developments are also included in Appendix D. Future traffic volumes were projected for the build -out year 2008. Exhibit 8 shows the projected turning movement volumes without the project. 4.3 Project Traffic 4.3.1 Project Trip Generation Project trip generation is based on the calculation of person --trips consistent with the City of .Miami Comprehensive Plan. Person -trips generated by the project were established using the Poge 13 • F I.9 95 1 NW36 ST z PROJECT SITE NE 30 5T NE 29 ST NW'17S NE 27 ST NE 26 ST 20ST y.T.S. til LEGEND 1-PAC 2 - BAYVIEW MARKET 3 - BISCAYNE PARK 4 - DISTRICT LOFTS 5 - ELLIPSE 6 - SOLEIL NW 14 NE 13 ST 1-395 d a PROJECT: MID TOWN PARK TRAFFIC IMPACT STUDY COMMITTED DEVELOPMENT EXHIBIT No. 7 _Page 14 • A n2 37 S"TRE T NW 35 STF5EFT f ..... /JT _3 9 63 N_T_S_ 129 35.1 N 1id S T Fi E E 7 9 5 NW 34 TERRACE NW 33 5Tf?EET 10 PROJECT MID TOWN PARK TRAFFIC IMPACT STUDY TIT«, FUTURE WITHOUT PROJECT PM PEAK HOUR VEHICULAR VOLUME EXHIBIT No_ 8 Page 15 hlid Town Pork MUST' T qU c Impact' Study • following procedures consistent with increment 11 of the Downtown DRI and the approved methodology_ • The gross vehicular trip generation for each land use was determined using the Institute of Transportation Engineers (ITE) Trip Generation 7'h Edition rates or formulas. • Gross vehicular trips were reduced by 16% based upon the use of the 1TE trip rates (City of Miami's 1.4 vs. I'rE's 1.2 pers/veh). • Gross vehicular trips were reduced by 14.9% to reflect transit usage based on projected nodal splits from Increment 1t of the.Downtown DR1. • Gross vehicular trips were also reduced by 10% for pedestrian/bicycle based on estimates from Increment II of the Downtown DR1. • The net external vehicle trips were converted to person -trips using 1.4 persons per vehicle pursuant to City standards. • The vehicular trips assigned to transit were converted back to person -trips using 1.4 persons per vehicle pursuant to City standards. • The net external person -trips were obtained by adding together the project net external person -trips for the vehicle and transit modes. A trip generation summary for the project is provided in Exhibit 9. 4.3.2 Project Trip Assignment Project traffic was distributed and assigned to the study area using the Cardinal Distribution for TAZ 500, shown in Exhibit 10_ The Cardinal Distribution gives a generalized distribution of trips from a TAZ to other parts of Miami -Dade County. For estimating the trip distribution for the project location, consideration was given to conditions such as the roadway network accessed by the project, roadways available to travel in the desired direction, and attractiveness of traveling on a specific roadway. Exhibit 11 shows the project vehicular trip assignment to the impacted roadway segments and intersections. Page 16 • • Exhibit 9 PM Peak Hour Trip Generation Analysis • USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT `TOTAL % Trips % Trips Trips Residential Condominuimfrownhouse Specialty Retail Restaurant 155 DU 5,937 SF 1,308 SF 230 814 932 62% 44% 44% 58 7 9 38% 56% 56% 28 9 6 86 16 15 GROSS VEHICLE TRIPS 1 63°/0 74 T 37% 43 1 117 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips (1) Transit Trip Reduction @ 14.90% of Gross External Trips (2) Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (3) 63% 63% 63% 12 11 7 37% 37% 37% 7 6 4 19 17 12 NET EXTERNAL VEHICLE TRIPS 63% 44 37% 25 69 1 Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 63% 63% 61 15 37% 37% 36 9 97 24 Net External Person Trips (vehicles and transit modes) 63% 77 37% 45 121 1 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle i 63% 10 37% 6 [ 16 Notes (1) A 16% reduction to adjust for the difference between 1TE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (2) Transit trip reduction based on projected modal splits used in the Downtown Miami DR1 Increment 11 (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment 11 Mid Town Park MUSP Traffic hr jrrtct :Study • Exhibit 10 Cardinal Distribution of Trips TAZ 500 Cardinal Direction Distribution TAZ 500 NNE ENE ESE SSE SSW WSW WNW NNW Total 14.12°Ic 3.38% 5.46% 15.25% 15.66% 19.79% 12.18% 14..16% 100 % P(re i 14% w NYY 3.5 ST 11) l4� 7 .. PROJECTS SITE NE 30 ST 1 NE 20 ST ff NE 29 ST NE27.ST NE 25 5T f L 1-395 w `a CD "�.....`^" 3 f% PROIECL_ MID TOWN PARK TRAFFIC IMPACT STUDY HELL PROJECT TRIP ASSIGNMENT EXHIBIT No. 11 Page 19 Mid Town Pork 11111SP Traffic Impact Study • 4.4 Future Corridor Capacity Analysis The existing person -trip volumes were combined with the committed development and background growth person -trips to obtain the total year 2008 person -trip volume without project. The net external project person -trips were then added to get the future person -trip volumes with project. These volumes were compared to the future person -trips capacities to determined future level of service. The future person -trip volume and capacity matrix is shown in Exhibit 12. All corridors analyzed are projected to operate within the established LOS E threshold. 4.5 Future Intersection Capacity Analysis Background growth and committed development trips were combined with the adjusted existing traffic to get the total year 2008 vehicular traffic without project on the study intersections. The project trips were then added to obtain the future with traffic volumes. Exhibit 13 shows the project PM peak hour vehicular volumes and Exhibit 14 shows the total (with project) PM peak hour vehicular traffic volumes at the intersections under study. Results of the future intersection analysis .show that all intersections operate within the LOS E standard adopted by the city. Exhibit 15 shows the resulting LOS at the intersections under study. Intersection capacity analysis worksheets are provided in Appendix C. Exhibit 15 Future Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection LOS S/U Future Without Project LOS Future with Project NW 36th Street / North Miami Avenue NW 35th Street / North Miami Avenue NW 34th Terrace / North Miami Avenue NW 35th Street / NW is` Avenue Li= unsisnalized Ss signalized *For unsiinalized inteISecPion Major Approach/Minor Approach LOS reported. Source: DPA Page 20 • Exhibit 12 Person -Trip Volume and Capacity Future Conditions Matrix Without Project With Project (a) (b) (c) (d) (e) {f) (9) (h) — (1) (j) (k) Existing Future Committed Future Projected Future Future wlout Proj Project Total Future Future with Proj Corridor Dir Pers-Trip Bkg, Development Pers-Trip Transit Pers-Trip Pers_-Trip Pers-Trip Pers-Trip Pers-Trip Pers-Tri. Volumes Pers-Trip Pers-Trip Volumes Capacity Capacity vlc LOS Volume Volumes Capacity vie LOS 2.0 i From To _ 3 _ (b)+(c) (d1(f) (d)+(h) (i)/()) NORTH MIAMI AVENUE 11i [2) [sl [4) . Is) I6) [al Is) NE 36 STREET NE 34 TERRACE NB 1,090 1,157 5 1,162 78 2,692 0.43 D 36 1,198 2,692 0.44 D SB 517 548 6 554 1,530 4,300 0.13 C 62 615 4,300 0.14 C NE 34 TERRACE NE 20 STREET NB 1,090 1,157 6 1,162 78 2,692 0.43 D 8 1,170 2,692 0.43 D NW 20 STREET SE 517 548 5 553 1,530 4,300 0.13 C 5 557 4,300 0.13 C NE 2 AVENUE N. MIAMI AVENUE EB 465 494 20 514 53 2,862 0.18 C 4 518 2,862 0.18 C WB 436 463 17 480 81 2,890 0.17 C 2 483 2,890 0.17 C N. MIAMI AVENUE 1-95 ES 891 946 20 966 53 2,852 0.34 C 2 968 2,862 0.34 C WB 720 764 17 781 81 2,890 0.27 C 4 785 2,890 0.27 C Notes: 111 The Existing Person Trip Volume is obtained from Exhibit 5, column (j) 12] Year 2008 Background Person Trip Volume is derived by applying a 2° growth factor to the existing person -trip volume 13] Projected Transit Capacity was obtained from the Downtown Miami DRI Increment II p4] The Total Future Peak Hour Person Trip Capacity is obtained by adding al) modes of transportation (Exhibit 5, column (1)) and the projected transit capacity (Exhibit 12, column e) t5) The Person Trip LOS is provided consistent with the FDOT's Qua€ity/Levet of Service Handbook (see Appendix C) (6] Project Person Trip Volumes are derived from Trip Generation Analysis NW 37 5 Tr, r:. f. ir W _55 3CllLL NW 34 'TERRACE - 40 3-.3 c T REE T 4 NORTH A1,11 AVEVuE PRolum MID TOWN PARK TRAFFIC IMPACT STUDY PM PEAK HOUR PROJECT TRIPS EXHIBIT No. 13 Page 22 NSW 3 Trs£% 7 107 66 i!'o-' 36 5 TR[.:.F...T N,Ts. I ~ NW 35 off T it 5 /2- --- J 354 r 23 23 j o_- —4_0.1 �I O a_ 41 C.1 Er y 4i N V 34 TE R�CF:" �...........- F 43 _ .... NW 33 STREET 10 m PRCAC MID TOWN PARK TRAFFIC IMPACT STUDY TITLE FUTURE WITH PROJECT PM PEAK HOUR VEHICULAR VOLUME Page 23 Y1itt J"o n Park A!USP Traffic Impact .Shady • • 4.6 Site Access Ingress to the site is proposed on NW 34 Terrace and egress on NW 35 Street via one-way driveways. The loading bays will be also he accessed from NW 34 Terrace. No conflicts will occur with existing driveways. The project trips were assigned to the driveways and analyzed:: results show that there is sufficient capacity for the project trips. Page 24 Mid "Town Park AUISP Traffic I+np c! Stud • • 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of Mid Town Park was performed. Analysis of future (2008) traffic conditions with the project during the PM peak hour shows that the City of Miami's adopted Level of Service standards will not be exceeded, Adequate capacity during the PM peak hour is available to accommodate the proposed project trips within the study area at the intersections and on the transportation corridors segments analyzed. Sept 2005 Cusp rep rt.doc Page 25 • Appendix A Approved Methodology • & Site Plan • DAVID PLUMMER & ASSOCIATES, INC. . TRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL To: Affiliation: From: RE: CC: Facsimile Transmission Mr. Raj Shanmugam, PE URS Corporation Sonia Shreffler-Bogart Fax #: (954) 739-1789 Phone #: (954) 739-1881 Date: August 25, 2005 Midtown Lofts - #05182 Pages: 3 page(s), including cover Miranda Blogg, Lilia Medina, Asi Cymbal, Adrienne Pardo, file Paradise international Development is pursuing City of Miami approvals for a residential project located on the west side of North Miami Avenue between NW 34`1' Terrace and NW 35 Street in Miarni, Florida. The project consists of approximately 155 residential dwelling units and approximately 30,000 SF retail space. There is 22,000 SF of retail space currently on the site. The subject site is located outside the limits of the Downtown Miami Area -wide DRI. The study area has been defined as 1-195 to the north, 1-395 to the south, Biscayne Boulevard the east and 1-95 to the west. This will serve as our methodology for the subject MUSP traffic impact study. • Turning movement traffic counts will be collected during the PM (4:00-6:00) peak period at four major intersections in the immediate project vicinity. 1. NW 36th Street / North Miami Avenue (signalized) 2. NW 35th Street / North Miami Avenue 3. NW 34th Terrace / North Miami Avenue 4. NW 35th Street / NW 1" Avenue In addition to these intersections, we will analyze the project driveway(s). • Segment traffic volumes will be collected as 24 hour machine counts at the following locations: 1. North Miami Avenue between N 20th Street and N 36`h Street 2, NE 2011' Street between NE 2' Avenue and Miarni Avenue 3. NE 20th Street between Miami Avenue and I-95 Available Florida Department of Transportation (FDOT) counts will be consulted where appropriate. • Raw traffic counts will be adjusted to peak season (for the peak hour period). • The signal timing and phasing at the study signalized intersections will be obtained from Miami -Dade County. • Existing and future traffic conditions for the project area corridors will be established using the person -trip method. The methodology for this method is outlined in the Miami Comprehensive Neighborhood Plan. • 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE. 305 447-090Q, FAX 305 444-4986 E-MAIL_ dpa@dplummer.com • Corridor capacity will be estimated using generalized vehicular capacities (converted to person -trips) front the FDOT LOS .Manual, or other acceptable equivalent. • • Project Traffic —project trip generation will be based on the calculation of person -trips consistent with the city of Miami Comprehensive Plan. Person -trips generated by the project will be established using the following procedure: 1. Determine the gross vehicular trip generation for each land use using the Institute of Transportation Engineers (ITE) Trip Generation rates or formulas. 2. Reduce gross vehicular trips by a vehicle occupancy adjustment based upon the use of the ITE trip rates (City of Miami's 1.4 vs. TTY's 1.2 pers/veh). 3. Reduce gross vehicular trips by a transit reduction based on projected modal splits. 4. Reduce gross vehicular trips by a pedestrian/bicycle reduction. 5. Establish the net external vehicle trips. b. Convert the net external vehicle trips to person -trips using 1.4 persons per vehicle pursuant to City standards. 7. Convert the vehicular trips assigned to transit back to person -trips using 1.4 persons per vehicle pursuant to City standards. 8. Add together the project net external person -trips for the vehicle and transit modes. • Background Traffic. A growth factor consistent with historical annual growth in the area will be applied to the existing traffic volumes. • Committed Developments. Will he based on the August 2005 list of relevant projects provided by the city. Only projects that are approved and are either under construction or about to break ground will be included (see Attachment A). Committed development trips will also be converted to person -trips based on the methodology described above. • Highway Capacity Software (HCS) based on the 2000 Highway Capacity Manual (HCM) will be used for existing and future intersection capacity analysis. Project and committed development net external vehicle trips (adjusted for transit, pedestrian and occupancy as described above) will be used for the intersection capacity analysis. Intersection capacity analyses will be performed at the three study intersections and the proposed project driveway(s). • Trip Assignment. Net new external project traffic will be assigned to the adjacent street network using the appropriate cardinal distribution from the Metro -Dade Long Range Transportation Plata Update, published by the Metropolitan Planning Organization. Normal traffic patterns will also be considered when assigning project trips. • Per Section 14.182d of the City of Miami Code, a Transportation Control Measures Plan will be included in the report. If you have any questions you can contact me at (305) 447-0900. traffic meth fax doc.iloc • 1750 PONCE DE LEON BOULEVARD COPAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E MAIL: dpa@dplummer.com • • N.W. 35TH STREET s N.W. 34 T H STREET TERRACE HRST FLOOR PLAN / OPTION `/32 - I:_0, • MIDTOWN LOFTS reoz�s ovis.avew PW OLSF MY£AN�nOH+= AKZUMcras 7.7 Aa ro. 1ti5.57I3�nf,:S .: 305._l:.iB;P N. MAMl AVENUE R.F51 F A-11b • • • Appendix B Traffic Counts & Signal Timings • Raw Traffic Counts • • NW 35TH STREET & NW 1ST AVENUE 14IAMI, FLORIDA IllOUNTED BY: CHRIS RIVERA SIGNALIZED, E/W STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES 6 PEDS Site Code : 00050241 Start Date: 09/07/05 File I.D. : 358T1AVE Page : 1 NW 1ST AVENUE From North Peds Right Thru Date 09/07/05 16:00 0 I 16:15 2 2 16:30 0 0 14.:45 0 2 8r Total 2 5 17:00 0 3 17:15 5 3 17:30 2 4 17:45 0 1 Ur Total 7 11 Left NW 35TH STRET From East Peds Right Thru Left NW 1ST AVENUE From South Peds Right Thru Left NW 35TH STRET From West Vehicle Peds Right Thru Left Total 14 10 11 11 46 11 6 14 8 39 1 0 1 0 2 2 0 0 0 2 1 2 2 1 6 0 0 0 2 2 4 1 1 0 6 5 1 1 2 9 0 3 0 0 3 2 15 4 6 27 1 1 0 0 2 0 1 3 3 7 1 1 0 0 2 0 0 0 2 2 3 1 1 2 7 3 1 1 1 6 8 15 17 18 58 23 0 6 11 48 2 0 4 4 10 3 2 3 2 10 5 2 4 6 46 0 3 1 5 42 0 0 2 3 40 1 0 2 2 41 6 5 9 16 169 1 2 9 7 70 0 1 7 2 47 0 3 5 0 44 9 5 11 5 55 10 11 32 14 216 *TOTAL* 9 16 85 4 • • 8 15 30 9 4 13 106 20 16 16 41 30 I 385 NW 35TH STREET R Nth 1ST AVENUE MIAMI, FLORIDA COUNTED BY: CHRIS RIVERA 0 SIGNALIZED, E/WI STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050241 Start Date: 09/07/05 Pile I.D. 35ST1AVE Page : 2 NY 1ST AVENUE From North Peds Right Thru Left Date 09/07/05 NW 35TH STRET From East Peds Right Thru Left NW 1ST AVENUE From South Peds Right Thru Left NW 35TH STRET From west Peds Right Thru Left Vehicle Total Peak Hour Analysis By Entire intersection for the Period: 16:00 t Peak start 17:00 17:00 Volume 11 39 2 9 27 7 Percent 211 751 41 211 631 161 Pk total 52 43 Highest 17:30 17:15 Volume 4 14 0 1 15 1 Hi total 18 17 PHF .72 .63 • 7 7 11 11 NW 35TH STRET 10 27 11 48 14 14 32 32 11 11 10 • 10 18:00 on 09/07/05 17:00 6 48 10 91 75% 161 64 17:00 3 23 3 29 .55 NW 1ST AVENUE 39 39 52 105 7 2 2 123 14 48 9 71 ALL VEHICLES & PEDS Intersection Total 216 7 39 11 57 121 10 10 NW 1ST AVENUE 4 83 64 48 48 17:00 57 17:45 21 .68 11 32 14 191 561 251 5 11 5 2 2 9 9 27 27 7 7 40 NW 35TH S1RET 2 32 6 6 6 2 2 NW 35TH STREET 5 NORTH MIAMI AVENUE MIAMI, FLORIDA 111 OUNTED BY: NICOLE MALONE SIGNALIZED, E8 STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEN Site Code : 00050241 Start ➢ate; 09/07/05 File I.D. : 35STMIAM Page : 1 N MIAMI AVENUE From North Peds Right Thra Date 09/07/05 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 0 4 0 5 0 2 0 1 0 12 0 0 0 O 0 3 0 2 2 7 88 103 108 117 416 110 117 121 92 440 N MIAMI AVENUE From South Peds Thru Left NW 35TH STREET From West Peds Right Left Vehicle Other Total Total 0 261 0 225 0 244 0 271 0 1001 0 281 2 261 0 232 0 245 2 1019 0 1 0 1 2 0 2 1 2 5 7 5 7 8 3 4 2 2 4 2 2 2 19 12 17 1 5 12 2 4 4 0 2 5 0 2 2 3 13 23 365 341 360 394 1460 411 388 363 345 1507 7 8 2 2 19 1 4 0 0 5 *TOTAL* 0 19 a56 • • 2 2020 7 ) 22 25 40 2967 24 NiW 35TH STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA iliUNTED BY: NICOLE MALONE SIGNALIZED, ES STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00O50241 Start Date: 09/07/05 File I.D. : 35STMIAM Page : 2 N MIAMI AVENUE From North Peds Right Thru Date 09/07/05 Peak Hour Analysis By Entire Peak start 16:45 Volume 6 465 Percent 14 99V Pk total 471 Highest 17:30 Volume - 2 121 Hi total 123 PHF .96 • N MIAMI AVENUE From South Peds NW 35TH STREET From West Vehicle Other Thru Left Peds Right Left Total Total ntersection for 16:45 - 1045 - 1001 1049 17:00 - 281 281 .93 0 0 NW 35TH STREET 4 0 6 10 23 23 the Period; 16:00 to 18:00 on 09/07/05 16:45 4 0 36 17:00 17 .53 13 23 36% 64t 5 12 N MIAMI AVENUE 465 465 471 0 6 0 36 13 13 5 • 5 1,539 23 1,045 0 1,068 • ALL VEHICLES & PEDS Intersection Total 1,556 0 465 13 478 1,527 4 4 N MIAMI AVENUE 1,049 1,045 1,045 0 2 2 Nit 36TH STREET & NORTH MIA!!I AVENUE MIAMI, FLORIDA �HTED BY: ISIDRO GOHZALEZ NALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX 1561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050241 Start Date: 09/07/05 File I.D. : 36STMIAM Page : 1 H MIAMI AVENUE From North Peds Right Thru Left Date 09/07/05 16:00 0 42 73 20 16:15 2 40 94 25 16:30 2 72 97 29 16:45 2. 38 93 28 Hr Total 6 192 357 102 17:00 3 54 103 25 17:15 2 53 90 33 17:30 0 60 109 25 17:45 1 60 81 30 Hr Total 6 227 383 113 Nit 36T8 STREET From East Peds Right Thru Left N MIAMI AVENUE From South Peds Right Thru Left Nit 36TB STREET From hest Vehicle Peds Right Thru Left Total 0 22 81 16 5 25 92 11 0 23 73 19 0 25 81 19 5 95 327 65 1 34 72 11 1 22 73 19 1 26 64 12 2 15 74 10 5 97 283 52 3 21 244 7 2 20 209 4 1 24 211 5 1 18 244 5 7 83 908 21 2 33 267 4 2 14 246 4 1 11 233 2 1 25 214 3 6 83 960 13 0 4 90 24 1 3 71 27 0 7 77 26 0 9 98 31 1 23 336 108 2 7 78 26 0 2 77 29 0 6 66 32 2 3 80 28 4 18 301 115 644 621 663 689 2617 714 662 646 623 2645 *TOTAL* 12 419 740 215 I 10 192 610 117 I 13 166 1868 34 I 5 41 637 223 1 5262 • NW 36TH STREET & NORTH MIAMI AVENUE MIAMI, FLORIDA liir OUNTED BY: ISIDRO G4NSAL63 Ali ALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050241 Start Date: 09/07/05 File I.D. : 36STMIAM Page : 2 N MIAMI AVENUE From North Peds Right Thru Left Date 09/07/05 Nil 36TH STREET From Bast Peds Right Thru Left N MIAMI AVENUE From South Peds Right Thru Left NM 36TE STREET From hest Peds Right Thru Left Vehicle Total Peak Hour Analysis By Entire Intersection for the Period: Peak start 16:30 16:30 Volume 217 383 115 - 104 299 Percent - 30% 54% 16% 22% 63% Pk total 715 471 Highest 16:30 16:45 Volume 72 97 29 - 25 81 Hi total 198 125 PHF .90 .94 • 9 9 217 217 NW 36TH STREET 18 299 534 217 112 112 330 16:00 to 18:00 on 09/07/05 16:30 68 89 141 19 16:30 968 18 25 330 112 8% 90% 2% - 51 718 241 1075 467 17:00 16:45 33 267 4 - 9 98 31 304 138 .88 .85 N MIAMI AVENUE 383 383 715 115 115 1 ,001 330 467 25 25 2 • 2 1,899 112 968 104 1,184 • ALL VEHICLES & PEDS 1,00 Intersection Total 2,728 68 383 25 476 1,551 18 18 N MIAMI AVENUE 2 2 104 104 299 471 299 68 68 534 NW 36TH STREET 1,075 968 968 l 115 330 89 89 89 6 6 NW 34TH TERRACE & NORTH MIAMI AVENUE MIAMI, FLORIDA 41OUNTED BY: ALEX NIEVES SIGNALIZED, B9 STOP TRAFFIC SURVEY SPECIALISTS, INC, 624 GARDENIA TERRACE ➢ELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PE0S Site Code : 00050241 Start Date: 09/07/05 File I.D. : 34TEMIAM Page : 1 N MIAMI AVENUE From North Peels Right Thru ➢ate 09/07/05 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total 0 0 0 0 0 1 0 0 0 1 2 1 5 6 14 3 5 3 1 12 91 103 110 114 418 115 117 121 92 445 N MIAMI AVENUE From South Peds Thru Left NW 34TH TERRACE From West Peds Right Left Vehicle Other Total Total 0 0 0 0 0 0 0 0 0 0 259 229 244 267 999 277 262 238 241 1018 2 3 1 0 1 1 0 0 2 2 5 3 2 12 2 3 2 1 8 0 1 3 1 5 2 1 1 0 4 0 3 2 6 5 5 0 2 12 355 337 366 390 1448 403 391 363 336 1493 2 5 3 2 12 3 3 2 1 9 *TOTAL* 1 26 863 1 0 2017 • r 8 j 20 9 18 2941 21 NH 34TH TERRACE & NORTH MIAMI AVENUE MIAMI, FLORIDA 4UN TED BY: ALEX NIEVBS SIGNALIZED, BB STOP TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code 00050241 Start Date: 09/07/05 File I.D, : 34TEMIAM Page : 2 N MIAMI AVENUE From North Pets Right Thru Date 09/07/05 Peak Hour Analysis By Entire Peak start 16:30 Volume 19 456 Percent 4% 96% Pk total 475 Highest 17:15 Volume 5 117 Hi total 122 PHI? .97 • N MIAMI AVENUE From South Peds Thru Left NW 34TH TERRACE From West Peds Right Left Vehicle Other Total Total ntersection for 16:30 - 1050 - 100% 1053 17:00 - 277 278 .95 1 19 19 NW 34TH TERRACE 3 0 19 22 15 15 the Period: 16:00 16:30 3 - 7 15 01 - 32% 681 22 17:00 1 - 2 5 7 .79 N MIAMI AVENUE 456 456 475 0 4 0 22 7 7 10 • 10 1,540 to 18:00 an 09/07/05 15 1,050 0 1,065 • ALL VEHICLES & PEDS Intersection Total 1,550 0 456 7 463 1,516 3 3 N MIAMI AVENUE 1,053 • 1,050 1,050 t 0 0 0 Traffic Survey Specialists, Inc. 624 Gardenia Terrace fa Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 *******-*********************************************************************** Data File : D0907002.PRN Station : 000000090601 Identification : 000110252043 Interval. : 15 minutes Start date : Sep 7, 05 Start time : 00:00 Stop date : Sep 7, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NE 20 Street East of N. Miami Court *****-************************************************************************** Sep 7 Westbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 7 2 0 2 2 3 13 43 82 59 67 54 30 5 7 3 4 4 4 21 41 56 49 59 50 45 7 3 1 4 0 11 29 53 60 43 52 61 00 4 4 1 0 3 12 26 68 62 49 56 73 Hr Total 23 16 5 10 9 30 89 205 260 200 234 238 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 64 61 52 71 59 69 47 37 24 16 18 5 30 45 57 48 68 76 61 51 30 23 20 24 14 45 52 55 48 88 85 66 30 36 20 16 16 14 00 68 61 59 64 64 60 27 29 19 14 16 11 Total 229 234 207 291 284 256 155 132 86 66 74 44 our Total : 3377 AM peak hour begins : 07:45 AM peak volume : 266 Peak hour factor : 0.81 PM peak hour begins : 16:15 PM peak volume : 294 Peak hour factor : 0.86 ******************************************************************************* Sep 7 Eastbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 'Y� 15 5 5 6 1 1 __-5 22 55 61 67 83 65 30 6 8 4 3 2 3 27 54 60 52 58 67 45 7 3 3 4 3 8 51 70 71 66 66 69 00 6 5 7 2 5 17 43 72 64 59 63 56 Hr Total 24 21 20 10 11 33 143 251 256 244 270 257 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 69 52 66 72 66 88 59 41 33 25 17 10 30 72 65 62 73 72 61 50 40 31 27 13 10 45 56 75 51 58 74 74 56 41 34 20 17 7 00 66 64 71 80 74 59 48 37 27 20 15 7 -W Hr Total 263 256 250 283 286 282 213 159 125 92 62 34 24 Hour Total : 3845 AM peak hour begins : 10:00 AM peak volume : 270 Peak hour factor : 0.8.1. PM peak hour begins : 16:15 PM peak volume : 308 Peak hour factor : 0.88 ***************************:r*************************************x************* • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 III Volume Report with 24 Hour Totals Page 2 *******************:ter************** -****************************************wit* Data File : D0907002.PRN Station : 000000090601 Identification : 000110252043 Interval : 15 minutes Start date : Sep 7, 05 Start time : 00:00 Stop date : Sep 7, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NE 20 Street East of N. Miami Court ******************************************************************************* Sep 7 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 12 7 6 3 3 8 35 98 143 126 150 119 30 11 15 7 7 6 7 48 95 116 101 117 117 45 14 6 4 8 3 19 80 123 131 109 118 130 00 10 9 8 2 8 29 69 140 126 108 119 129 - Hr Total 47 37 25 20 20 63 232 456 516 444 504 495 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 133 113 118 143 125 157 106 78 57 41 35 15 30 117 122 110 141 148 122 101 70 54 47 37 24 45 108 130 99 146 159 140 86 77 54 36 33 21 00 134 125 130 144 138 119 75 66 46 34 31 18 Total 492 490 457 574 570 538 368 291 211 158 136 78 Hour Total : 7222 AM peak hour begins : 07:45 AM peak volume : 530 Peak hour factor : 0.93 PM peak hour begins : 16:15 PM peak volume : 602 Peak hour factor : 0.95 ******************************************************************************* • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ***************************************************************************** ta File Station Identificat Start date Stop date City/Town Location n . D0907001.PRN 000000090609 009701450001 Sep 7, 05 Sep 7, 05 Miami, Florida NE Miami Avenue Interval Start time Stop time County South of NE 27 Street 15 minutes 00:00 24:00 Dade ******************************************************************************* Sep 7 Northbound Volume for Lane 1 End Time 15 30 45 00 Hr Total 00 01 10 4 4 6 8 3 4 2 26 15 02 03 4 1 5 3 12 13 3 4 2 3 04 05 2 7 4 15 0 20 3 17 9 06 07 08 09 16 48 84 53 21 46 82 53 28 57 62 59 26 57 58 82 59 91 208 286 247 10 11 70 84 68 87 59 108 82 85 279 364 End Time 12 13 14 15 16 17 18 15 103 89 113 118 198 197 148 30 78 86 100 138 153 181 126 45 110 98 115 202 202 162 91 00 87 101 102 166 188 161 63 Hr Total 378 374 430 624 741 701 428 19 56 64 58 42 20 59 36 40 28 21 46 39 34 15 22 23 23 27 13 10 19 8 8 15 220 163 134 73 50 our Total : 5925 peak hour begins : 11:15 AM peak volume : 383 Peak hour factor : 0.89 PM peak hour begins : 16:30 PM peak volume : 768 Peak hour factor : 0.95 ***************************************r**************************************** Sep 7 Southbound Volume for Lane 2 End Time 00 01 15 30 45 00 10 6 6 4 12 3 11 2 02 4 4 3 7 03 1 5 3 3 Hr Total 39 15 18 12 04 4 3 9 12 05 06 07 08 7 41 141 244 8 61 191 234 35 113 218 257 30 143 296 278 -- ---- ---- ---- 28 80 358 846 1013 09 10 200 128 180 111 186 117 112 96 678 452 11 120 84 96 104 404 End Time 12 13 15 78 30 100 45 95 00 102 Hr Total 375 14 15 100 77 82 109 101 97 100 96 82 108 109 89 417 383 350 16 79 87 90 84 340 17 18 96 76 86 53 92 56 64 50 19 20 21 22 23 49 40 17 17 10 36 30 24 18 20 35 29 23 24 12 36 22 19 14 10 338 235 156 121 83 73 52 24 Hour Total : 6866 AM peak hour begins : 07:45 AM peak volume : 1031 Peak hour factor : 0.87 PM peak hour begins : 13:00 PM peak volume : 417 Peak hour factor : 0.96 ******************************************************************************* • Traffic Survey Specialists, Inc. 624 Gardenia Terrace 11, Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ****************************************************************************** Data File : D0907001.PRN Station : 000000090609 Identification : 009701450001 Interval : 15 minutes Start date : Sep 7, 05 Start time : 00:00 Stop date : Sep 7, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NE Miami Avenue South of NE 27 Street ******************************************************************************* Sep 7 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 20 10 7 5 6 14 57 189 328 253 198 204 30 10 10 8 6 7 23 82 237 316 233 179 171 45 20 6 5 8 9 55 141 275 319 245 176 204 00 15 4 10 6 15 47 169 353 336 194 178 189 Hr Total 65 30 30 25 37 139 449 1054 1299 925 731 768 End Time 12 13 14 15 16 17 18 19 20 21 22 23 - 15 181 189 190 200 277 293 224 105 99 63 40 29 30 178 195 201 235 240 267 179 100 66 63 45 28 45 205 198 211 284 292 254 147 93 69 57 37 20 00 189 209 211 255 272 225 113 78 50 34 24 25 Total 753 791 813 974 1081 1039 663 376 284 217 146 102 6 Hour Total : 12791 AM peak hour begins : 07:45 AM peak volume : 1316 Peak hour factor : 0e93 PM peak hour begins : 16:30 PM peak volume : 1124 Peak hour factor : 0.96 ******************************************************************************* • Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ***************************************************************************** Data File : D0913001.PRN Station : 000000091218 Identification : 000110252041 Interval : 15 minutes Start date : Sep 13, 05 Start time : 00:00 Stop date : Sep 13, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 20 Street East of NW 3 Avenue ******************************************************************************* Sep 13 Eastbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 - -- 15 15 9 4 -µ9 -_ 9 6 _-38 79 131 95 86 87 30 12 13 6 3 7 10 40 100 121 104 76 93 45 9 7 5 8 1 12 71 113 117 92 93 92 00 10 11 4 6 9 21 90 133 102 97 89 95 Hr Total 46 40 19 26 26 49 239 425 471 388 344 367 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 96 108 30 103 96 45 88 104 00 116 96 84 80 98 103 117 102 134 104 102 128 94 69 71 32 44 23 116 106 90 64 54 36 36 28 148 131 83 60 44 34 21 16 118 116 72 60 46 29 31 25 Hr Total 403 404 365 457 484 481 339 253 215 131 132 92 *Hour Total : 6196 peak hour begins : 07:45 AM peak volume : 502 Peak hour factor : 0.94 PM peak hour begins : 16:15 PM peak volume : 510 Peak hour factor : 0.86 ******************************************************************************* Sep 13 Westbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 11 11 6 5 7 6 44 92 120 114 92 98 30 18 12 5 1 11 7 64 88 112 88 91 138 45 18 14 8 6 10 27 89 110 124 93 100 101 00 12 6 9 11 7 22 82 131 123 98 97 116 Hr Total 59 43 28 23 35 62 279 421 479 393 380 453 End Time 12 13 15 30 45 00 111 114 115 97 102 94 107 83 14 15 16 17 18 19 20 21 22 23 126 98 111 148 109 80 68 49 36 32 107 132 139 134 87 71 52 42 29 25 118 156 143 144 74 72 48 35 36 31 113 161 150 118 78 62 44 44 17 18 Hr Total 435 388 464 547 543 544 348 285 212 170 118 106 24 Hour Total : 6815 AM peak hour begins : 07:45 AM peak volume : 487 Peak hour factor : 0.93 PM peak hour begins : 16:15 PM peak volume : 580 Peak hour factor : 0.97 ******************************************************************************* • Traffic Survey Specialists, Inc. 624 Gardenia Terrace 0 Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ****************************************************************************** Data File : D0913001.PRN Station : 000000091218 Identification : 000110252041 Interval : 15 minutes Start date : Sep 13, 05 Start time : 00:00 Stop date : Sep 13, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location _ NW 20 Street East of NW 3 Avenue ******************************************************************************* Sep 13 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 26 20 10 14 16 12 82 171 251 209 178 185 30 30 25 11 4 18 17 104 188 233 192 167 231 45 27 21 13 14 11 39 160 223 241 185 193 193 00 22 17 13 17 16 43 172 264 225 195 186 211 Hr Total -105 -83 - 47 _ 49 61 111 518 846 950 781 724 820 End Time 12 13 14 15 16 17 18 19 20 21 15 30 45 00 207 218 190 223 222 210 215 213 276 203 149 139 193 187 234 255 240 177 135 106 198 216 290 291 275 157 132 92 179 216 265 268 234 150 122 90 81 78 69 73 22 23 80 55 65 53 57 47 48 43 Total 838 792 829 1004 1027 1025 687 538 427 301 250 198 Hour Total : 13011 AM peak hour begins : 07:45 AM peak volume : 989 Peak hour factor : 094 PM peak hour begins : 16:15 PM peak volume : 1090 Peak hour factor : 0.94 ******************************************************************************* • Traffic Survey Specialists, Inc. 624 Gardenia Terrace 4111 Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 **********************stir****************************************************** Data File : D0908001.PRN Station : 000000090603 Identification : 000110252095 Interval : 15 minutes Start date : Sep 8, 05 Start time : 00:00 Stop date : Sep 8, 05 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 20 Street East of NW 3 Avenue ******************************************************************************* Sep 8 Eastbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 15 0 0 1 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 0 0 0 45 0 0 0 0 0 0 0 0 0 0 0 0 00 0 1 0 0 0 0 1 0 0 0 10 11 Hr Total 0 0 ► 0 0 ! 0 0 0 0 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 2 103 113 141 129 147 87 78 54 50 46 23 30 103 113 137 138 143 160 96 70 48 53 39 25 45 104 118 110 165 154 150 90 58 56 38 34 17 00 125 99 113 156 142 106 90 76 55 45 33 29 Hr Total 334 433 473 600 568 563 363 282 213 186 152 94 •Hour Total : 4261 AM peak hour begins : 11:30 AM peak volume : 105 Peak hour factor : 0.25 PM peak hour begins : 16:30 PM peak volume : 603 Peak hour factor : 0.94 ******************************************************************************* Sep 8 Westbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 14 7 6 5 1 8 28 73 128 106 100 79 30 13 8 9 11 2 11 46 100 130 102 94 77 45 17 11 6 11 3 16 68 110 121 78 89 101 00 9 5 7 7 3 20 95 122 129 87 102 120 Hr Total 53 31 28 34 9 55 237 405 508 373 385 377 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 103 98 82 110 109 125 106 72 56 42 43 28 30 103 88 99 97 106 95 79 66 66 32 36 20 45 107 106 106 139 135 106 98 67 43 38 37 31 00 110 89 103 122 119 120 67 62 45 26 37 21 Hr Total 423 381 390 468 469 446 350 267 210 138 153 100 24 Hour Total : 6290 AM peak hour begins : 08:00 AM peak volume : 508 Peak hour factor : 0.98 PM peak hour begins : 16:15 PM peak volume : 485 Peak hour factor : 0.90 ******************************************************************************* • • Adjusted Traffic Counts • • • • • (:7AV:0 PLUMMER & ASSOCIAM:S, Project Location: Observer: INC. Name: TURNING MOVEMENT COUNTS Mid Town Park Project Number: Count Date: Day of Week: Wednesday 05182 NW 36 Street and North Miami Avenue 9/7/2005 Traffic Survey Specialists, Inc. North Miami Avenue NW 36 S ree TIME INTERVAL NORTHBOUND —MI SOUTHBOUND EASTBOUND WEST OUND GRAND L 1- T TOTAL L T R TOTAL T R TOTAL L T R TOTATOTAL 04:00 PM 04:15 PM 7 244 21 272 20 73 42 135 24 90 4 118 04:15 PM 04:30 PM 4 209 20 233 25 94 40 159 27 71 3 101 04,30 PM 04:45 PM 5 211 24 240 29 97 72 198 26 77 7 110 19 04.45 PM 05:ao PM 5 244 18 267 28 93 38 159 31 98 9 138 9 81 25 125 68 05:00 PM 05:15 PM 4 267 33 304 25 103 54 182 26 78 7 111 11 72 34 05:15 PM 0530 PM 4 246 14 264 33 90 53 176 29 77 2 108 19 73 22 05:30 PM 0545 PM 2 233 11 246 25 109 60 194 32 66 6 104 12 64 26 0545 PM 06;00 PM 3 214 25 242 30 81 60 171 28 80 3 111 10 74 15 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS North Miami Avenue NW 36 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04:00 PM j 0600 PM 18 1009 90 1,117 116 400 226 742 120 344 22 487 63 329 104 496 2,841 PEAK HOUR FACTOR 0,85 0.87 0.82 0.90 0.96 Note: 2004 FOOT Seasonal Weekly Volume Factor = 1.08 ... North Miami Ave & NW 36 St.xfs • • • )AVP,_UMMER & ASSOO Project Location: Observer: ATES, 1NC, Name: TURNING MOVEMENT COUNTS Mid Town Park Project Number: Count Date: Day of Week: Wednesday 05182 NW 35 Street and North Miami Avenue 9/7/2005 Traffic Survey Specialists, Inc. North Miami Avenue NW 35 Street TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAN L T R TOTAL L R TOTAL L T R r A �L �� TOTALTOTAL 04:00 PM 04:15 PM 0 261 �_ 0 �261 0 _T 88 4 92 7 0 5 ® 0 0 0 0 365 04;15 PM 04:30 PM 1 225 0 226 0 103 5 108 4 0 3 7 0 0 0 0 341 04:30 PM 04:45 PM 0 244 0 244 0 108 2 110 4 0 2 6 0 0 0 0 360 04:45 PM 05;00 PM 1 271 0 272 0 117 1 118 2 0 2 4 0 0 0 0 394 05:00 PM 05:15 PM 0 281 0 281 0 110 3 113 12 0 5 0 0 0 0 411 05:15 PM 05:30 PM 2 261 0 263 0 117 0 117 4 0 4 8 0 0 0 0 388 0E00 PM 05:45 PM 1 232 0 233 0 121 2 123 5 0 2 U 0 0 0 0 363 05:45 PM 06:00 PM 2 245 0 247 0 92 2 94 2 0 2 4 0 0 0 0 345 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS North Miami Avenue NW 35 Street TIME INTERVAL SOUTHBOUND EASTBOUND WESTBOUND - GRAND TOTAL T - TOTAL T R TOTAL L T R TOTAL 04:00 PM 06:00 PM !• •0 462 10 473 22 1 14 35 0 0 0 0 1,602 PEAK HOUR FACTOR 0.90 0,89 0.48 N/A 0.95 Note! 2004 FOOT Seasonal Weekly Volume Factor = 1.08 North Miami Ave & NW 35 St.xis • • DAVID PL'UMMER & ASSOCIATES, Project Location: Observer: INC Name: TURNING MOVEMENT COUNTS Mid Town Park Project Number: Count Date: Day of Week: Wednesday 05182 NW 34 Terrace and North Miami Avenue 9/712005 Traffic Survey Specialists, Inc. North Miarrti Avenue NW 34 Terrace TIME INTERVALL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUNDGRAND TOTAL T R TO AL L R T• A L T R TOTAL T-R •TAL 2 259 0 261 0 91 2 93 1 0 0 1 0 0 0 0 355 3 229 0 232 0 103 1 104 0 0 1 1 0 0 0 0 337 1 244 0 245 0 110 5 Illiell3 0 3 6 0 0 0 0 366 04:45 PM 05:00 PM 0 267 0 267 0 114 6 120 2 0 1 3 0 0 0 0 390 1 277 0 278 0 '15 3 118 5 9 2 7 0 0 0 0 403 1 262 0 263 s 17 5 ® 5 0 1 6 0 0 0 0 391 0 238 0 238 0 21 3 124 0 0 1 1 0 0 0 0 363 05.45 PM 06.00 Pm 0 241 0 241 i 92 1 93 2 0 0 2 0 0 0 0 336 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS North Miami Avenue NW 34 Terrace TIME INTERVAL NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL 04,00 PM 06:04 PM 4 1089 0 1,094 0 466 14 480 10 0 5 15 0 0 0 0 1.588 PEAK 1-10UFi FACTOR 0.91 0.90 0.48 N/A 0.96 Note: 2004 FDOT Seasonal Weekly Volume Factor = 1.08 North Miami Ave & NW 34 Ten-.xls • • • DAVID PLUMMER & ASSOCIATES, Project Location: Observer: 4NC, Name: TURNING MOVEMENT COUNTS Mid Town Park Project Number: Count Date: Day of Week: Wednesday 05182 NW 35 Street and NW 1 Avenue 9/7/2005 Traffic Survey Specialists, inc. NW 1 Avenue 1 NW 35 Street TIME INTERVAL NOR :• No SOUTHBOUND BA 'TBOUND WESTBOUND GRAND TOTAL MENIMMINI R TOTAL 1 L T R TOTAL L T F R TOTAL L A 04:00 PM 04: i 5 PM MI 8 UMW® 14 © 16 6 4 2 ® 1 0 4 5 46 04:15 PM 04:30 PM 0 0131111111111 16 0 10 2 12 5 1 3 9 1 3 1 5 42 04:30 PM 04:45 PM 4 MEM 22 1.01111.1.1 0 12 3 2 0 0 0 1 1 40 04:45 PM 05:00 PM 4 18 �i. 24 0 MR 2 13 2 2 0 4 0 0 0 0 41 05',00 PM 05:15 PM 3 23 3 29 MIEMINSIM© 16 7 9 2 18 0 2 5 7 70 05:15 PM 05:30 PM 2 8 1 11 0 6 3 9 2 7 1 10 1 15 1 17 47 05:30 PM 05:45 PM 3 6 1 10 0 14 4 18 0 5 3 8 3 4 1 8 44 05:45 PM 06:00 PM 2 11 1 14 0 8 ® 9 5 11 5 21 3 6 2 11 55 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NW 1 Avenue NW 35 Street TIME INTERVAL NORTHBOUND — _ _ SOUTHBOUND EASTBOUND WESTBOUND GRAND TOTAL L T R TOTAL L T R TOTAL L T R TOTAL L T R TOTAL o4:oa PM 06:00 PM 11 57 E. 7 75 2 46 9 57 16 22 9 47 5 16 8 29 208 PEAK HOUR FACTOR 0.60 0,73 0.52 0.40 0.77 Note: 2004 FDOT Seasonal Weekly Volume Factor = 1.08 NW 1 Ave & NW 35 St xls • • • 7AVIO PL:` AmEH 6 6600EAlES, 360 24-HOUR COUNTS Project Name: Mid Town Park Location: NE Miami Avenue South of NE 27 Street Observer: Traffic Survey Specialists, Inc. BEGIN TIME NORTHBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 10 4 8 4 26 01.00 AM 4 6 3 2 15 02:00AM 3 4 2 3 12 03:60 AM 4 1 5 `,3 13 04:00451 2 4 0 3 9 05:00 AM 7 15 20 17 59 06:00 AM 16 21 28 26 91 07:00 AM 48 46 57 57 208 08:00 AM 84 82 62 58 286 09:00 AM 53 53 59 82 247 I0:QOAM - 70 68 59 82 279 11:00451 - 84 87 108 85 364 12:00 PM 103 76 110 87 378 01:00 PM 89 86 98 101 374 02:00 PM 113 100 115 102 430 03:00 PM 118 138 202 166 624 04:00 PM 198 153 202 188 741 05:00 PM 197 181 162 161 701 0600 PM 148 126 91 63 428 07:00 PM 56 64 58 42 220 08:00 PM 59 36 40 28 163 09:00 PM 46 39 34 15 134 1a:oo PM 23 27 13 10 73 11:00 PM 19 8 8 15 50 124-HOUR TOTAL 5.925 AM Peak Hatt PM Peak Hour - NORTHBOUND Project No.: Count Date: BEGIN TIME .... SOUTHBOUND ,1st 1/4 2nd 114 3rd 1/4 4th 1/41 TOTAL 12:eo AM 10 6 12 11 39 01:00 AM 6 4 3 2 15 02:00 AM 4 4 3 7 18 03:00 AM 1 5 3 3 12 04:00 AM 4 3 9 12 28 05:00 AM 7 8 35 30 80 06:00 AM 41 61 113 143 358 07:00AM 141 191 218 296 846 08:00 AM 244 234 257 278 1,013 09:00AM 200 180 186 112 678 10:00451 128 111 117 96 452 11:00 AM 120 84 96 104 404 12:00 PM 78 100 95 102 375 01:00651 100 109 100 108 417 02:00PM 77 101 96 109 383 03:00PM 82 97 82 89 350 04:00 PM 79 87 90 84 340 05:00 PM - 96 86 92 64 338 06:00 PM 76 53 56 50 235 07:00 PM 49 36 35 36 156 06:06 Poi 40 30 29 22 ' 121 09:04 PM 17 24 23 19 83 10:00 PM 17 18 24 14 73 11:00 PM 10 20 12 10 52 �124-HOUR TOTAL 6.866 DAILY TRAFFIC COUNT SUMMARY Time: 11:15 AM Volume: 333 Time. 04:30 PM Volume: 768 AM Peak Hour: PM Peak Hour: SOUTHBOUND 05182 917/2005 TWO-WAY TOTAL 65 30 30 25 37 139 449 1,054 1,299 925 731 768 753 791 813 974 1,081 1,039 663 376 284 217 146 102 12,791 AM Peak Hour: Time.: 07:45 AM Volume: 1,031 Pm Peak Ho,u.. Time: 01:00 PM Volume: 417 NORTHBOUND AND SOUTHBOUND Time: KAactor: a-tactor: Time: K-lactor: #7-factor: 07:45 AM 10.3% 78.3% 5B 04:30 PM 8.8% 68.355 NB Volume: 1,376 PHF: 0.93 Volume: 1.124 PHF: 0.96 NE Miami Ave 5 of NW 27 51,xls • • • 1) VS PLUMM5R A ASSOCIATES, INC. Project Name: Location: Observer: 24-HOUR COUNTS Mid Town Park NE 20 Street East of North Miami Court Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND 1st .1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 1200AM 5 6 7 6 r 24 01:60 AM 5 8 3 5 21 02:00 AM 6 4 3 7 20 03:00 AM 1 3 4 2 10 04:00 AM 1 2 3 5 11 05:00 AM 5 3 8 17 33 06:00 AM 22 27 51 43 143 07:00 AM 55 54 70 72 251 00:00 AM 61 60 71 64 256 01600 AM 67 52 66 59 244 1000 AM 83 58 66 63 270 11:110 AM 65 67 69 56 257 12:00 PM 69 72 56 66 263 01:110 PM 52 65 75 64 256 02:00 PM 66 62 51 71 250 03:00 PM 72 73 58 80 283 34:00 PM 66 72 74 74 286 06:00 PM 88 61 74 59 282 06:00 PM 59 50 56 48 213 07:04 PM 41 40 41 37 159 08:00 PM 33 31 34 27 125 09:00 PM 25 27 20 20 92 • 10:00 PM 17 13 17 15 62 E 11:oePM 10 10 7 7 34 1124-HOUR TOTAL 1 3,845 AM Paak Hour: PM Peak Hour: EASTBOUND Project No.: 05182 Count Date: 9/7/2005 BEGIN TIME WESTBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4LTOTAL 12:00 AM 7 5 7 4 23 01:OO AM 2 7 3 4 16 G2:00 AM 0 3 1 1 5 03:00AM 2 4 4 0 10 04:00 AM 2 4 0 3 9 05:00 AM 3 4 11 12 30 06:00 AM 13 21 29 26 89 07:00 AM 43 41 53 68 205 03:00 AM 82 56 60 62 260 09:00 AM 59 49 43 49 200 10:00 AM 67 59 52 56 �. 234 1 1:00 AM 54 50 61 73 238 12:00 PM A 64 45 52 68 229 01:00 PM 61 57 55 61 234 02:00 PM 52 48 48 59 207 03:00 PM 71 68 88 64 291 04:00 PM 59 76 85 64 284 05200 PM 69 61 66 60 256 06:00 PM 47 51 30 27 155 07:00 PM 37 30 36 29 132 01600 FM 24 23 20 19 86 09:00651 16 20 16 14 66 10:00 PM 18 24 16 16 74 11:00 PM 5 14 14 11 44 24-HOUR TOTAL0 3,377 DAILY TRAFFIC COUNT SUMMARY Time: 10:00 AM Volume.- 270 Time: 04:15 PM Vokirne 308 AM Peak Houar PM Peak Hour: WESTBOUND TWO-WAY TOTAL 47 37 25 20 20 63 232 456 516 444 504 495 492 490 457 574 570 538 368 291 211 158 136 78 7,222 AM Peak Hoer: T€me: 07:45 AM Volume: 266 PM Peak Hour Tim-o: 04:15 PM ValLime: 294 EASTBOUND AND WESTBOUND Time: K-factor: D-factor: Time: K-factor, D-factor: 07,45 AM 7.3`5 50.2% ;NB 04:15 PM 51.2% EB Volume: 530 PHF: 0.93 Volume: 602 PHF: 0.95 NE20StEatNIiirm!Ct.xls • • • DANC E°ridmmER z A11S0CWT85. INC. Project Name: Location: Observer: 24-HOUR COUNTS Mid Town Park NW 20 Street East of NW 3 Avenue Traffic Survey Specialists, Inc. BEGIN TIME EASTBOUND 1st 1/4 2nd 1/4[3rd 1/4 4th 1/4 TOTALJ 12:00AM ` 0 0 0 0 0 01.00 AM 0 0 0 0 0 02:00 AM 0 0 0 0 0 03:00 AM 0 0 0 0 0 04:II0 AM 0 0 0 0 0 05:00 AM ' 0 0 0 0 0 06:00 AM 0 0 0 0 0 07:00 AM 0 0 0 0 0 08:00 AM 0 0 0 0 0 09:00 AM 0 0 0 0 0 10:00 AM 0 0 t) 0 0 11:09 AM 0 0 0 0 0 12:00 PM 0 103 104 125 332 01:00PM 103 113 118 99 433 02:00 PM 113 137 110 113 473 03:00 PM 141 138 165 156 600 04:00 PM 129 143 154 142 568 05:00551 147 160 150 106 563 06:00 PM 87 96 90 90 363 07:00 PM 78 70 58 76 282 08:00 PM 54 48 56 55 213 09:00 PM 50 53 38 45 186 1o:oo PM 46 39 34 33 162 11:00 PM 23 25 17 29 94 [24-HOUR TOTAL 4,259 AM Peak Hour: Phi Peak Hour: EASTBOUND Project No.: Count Date: BEGIN TIME WESTBOUND Ilst 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 14 13 17 9 53 01:00AM 7 8 11 5 31 02:00 AM 6 9 6 7 28 03:0o AM 5 11 11 7 34 04:00 AM 1 2 3 3 9 05:00AM 8 11 16 20 55 06:00 AM 28 46 68 95 237 07:00451 73 100 110 122 405 08:00 AM : 128 130 121 129 508 09:00 AM 106 102 78 87 373 10:00 AM 100 94 89 102 385 11:00AM 79 77 101 120 377 12:00 PM 103 103 107 110 423 01:06 PM 98 88 106 89 381 0200551 82 99 106 103 390 03:00 PM 110 97 139 122 468 04:00PM 109 106 135 119 469 05:00 PM 125 95 106 120 446 06:00 PM 106 79 98 67 350 07:00 PM : 72 66 67 62 267 08:00 PM 56 66 43 45 210 00:00 PM 42 32 38 26 138 10:00 PM 43 36 37 37 153 11 0o PM 28 20 31 21 100 �24-HOUR TOTAL 6,290 DAILY TRAFFIC COUNT SUMMARY Tine: 11:45 AM Volume: 207 Time: 04:30 PM Volume: 603 AM Peak Hour: PM Peak Hour: WESTBOUND 05182 9/8/2005 TWO-WAY TOTAL 53 31 28 34 9 55 237 405 508 373 385 377 755 814 863 1,068 1,037 1,009 713 549 423 324 305 194 10,549 AM Peak Hour: Tire: 0B:00 AM Volume: 508 PM Peak Hour: Time: 04:15 Pro Volume: 485 EASTBOUND AND WESTBOUND Time: K-factor: 0-factor: Time: K-factor: D-factor: 11:45 AM 6.1 % 67.7% WS 04,30 PM 10.2% 56.0% EB Volume: 640 PHF: 0.76 Volume: 1,077 P5P: 0.93 NW 20 St E of NW 3 Ave_xls 0 Signal Timings • • • • • Signal Timings PATTERN SCHEDULE FOR 2047 N MIAMI AVE & 36 ST TIME 91 OFF EWG G Y NSG Y MIN: 20 15 0 23 42 29 2 4 31 4 600 10 80 26 2 4 54 4 630 13 80 30 2 4 52 2 645 19 80 26 2 4 54 4 700 6 52 32 2 4 63 4 800 2 57 27 2 4 68 4 845 15 57 27 2 4 68 4 900 5 60 26 2 4 54 4 1330 12 60 26 2 4 54 4 1415 21 60 28 2 4 52 4 1430 1 80 28 2 4 52 4 1445 17 60 28 2 4 52 4 1500 22 60 28 2 4 52 4 1515 14 80 28 2 4 52 4 1530 18 16 32 2 4 63 4 1800 10 80 26 2 4 54 4 2000 4 80 26 2 4 54 4 2300 23 42 29 2 4 31 4 FOR DAY # 4 (SECTION 129) S Y M CYC 70NI GHT 7/ 90AVG M2 0 90MID-DAY 90AM N1/M2 105A14 PEAK 105AM PEAK 105AM PEAK 90AVG M2 0 90MID"-DAY 90MSD-DAY 90AM M1 0/ 90MID--DAY 90MTD-DAY 90SCHOOL F 105PM PEAK 90AVG M2 0 90EVE 0/5 70NIGHT 7/ • Appendix C FDOT's Quality/LOS Handbook Generalized Tables & Downtown Miami DRI Increment II Transit Ridership Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided TABLE 4 - 7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HICIJWAYS Lanes Divided 1 Undivided 2 Divided 3 Divided Level of Service 1 100 340 670 950 1,060 1,720 2,500 3,230 1,600 2,590 3,740 4,840 1,300 3,670 5,500 STATE TWO-WAY ARTERIALS Class 1(>0.00 to 199 signalized intersections per mile) Level of Service A i3 C D 220 720 860 250 1,530 1,810 1,860 380 2,330 2,720 2,790 490 3,030 3,460 3,540 Class 11 (2,00 to 4.5(i signalized intersections per mile) Level of Service Lanes Divided A I3 C 1 Undivided ** 100 590 2 Divided ** 220 1,360 3 Divided ** 340 2,110 4 Divided ** 440 2,790 E 890 *** *** 1) E 810 1,710 2,570 3,330 850 1,800 2,710 3,500 Class 131 (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Lanes Divided I Undivided 2 Divided 3 Divided 4 Divided A ** ** Level of Service 13 C ** 280 650 1,020 1,350 ** ** ** D 660 1,510 2,330 3,070 E 810 1,720 2,580 3,330 Class IV {more than 4.5 signaItzed intersections per mile and within primary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A ** ** ** Level of Service 13 C IJ E ** ** 270 650 1.000 1,350 720 1,580 2.390 3.130 780 1,660 2.490 3,250 Lanes 2 3 4 5 6 FREEWAYS Interchange spacing> 2 mi. apart Level of Service Lanes A l3 C D 2 1,270 3 1,970 4 5 6 2,110 2,940 3,580 3.980 3,260 4,550 5,530 6,150 2,660 4,410 6,150 7,480 3,360 5,560 7,760 9,440 4,050 6,710 9,360 11,390 interchange spacing < 2 mi. apart Level of Service B C7 1,840 2,660 A 1,130 1,780 2,340 3,080 3,730 2,890 3,940 4,990 6,040 4,180 5,700 7,220 8,740 8.320 10,480 12,650 13 E 3,440 5,410 7,380 9,340 11,310 3,910 6,150 8.380 10,620 12,850 Lanes Divided 1 Undivided 2 Divided 3 Divided Lanes Divided 1 Undivided 2 Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service A 13 C D ** 480 760 1,120 1,620 1.740 2,450 ** ** ** Other Signalized Roadways (signalized intersection analysis) Level of Service A B C D ** 250 530 ** ** 580 1,140 E 810 1,720 2,580 E 660 1,320 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not number of bicyclists using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Paved Shoulder/ Bicycle Lane Covet'a ge 0-49% 50-84% 85-100% A ** ** 160 ** 130 380 Level of Service B C 170 210 >380 D 720 >210 4** E >720 *** PEDESTRIAN MODE (Note: Level of service for the pedestrian mode in this table is based on roadway geometries at 40 mph posted speed and traffic conditions, not the number of pedestrians using the facility.) (Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine maximum service volumes.) Sidewaik Coverage 0-49% 50-84% 85-100% Sidewalk Coverage 0-84% 85-100% A ** ** Level of Service B C D ** ** 120 ** ** 590 330 520 >590 BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service A B C ** >5 >4 >6 >4 >3 D >3 >2 E 810 990 *** Source: Florida Depart ment of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 http Jlwww l i .myflorida_ tout/pla nni ng/systems/sznllosidefault. htm 02,122/ 02 Lanes 1 1 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDEDiT/NDIVIDI/D (alter corresponding volumes by the indicated percent) Median Divided Undivided Undivided Undivided Left Turns Lanes Adjustment Factors Yes No -20% Yes No ONE WAY FACILITIES Increase corresponding volume 20% -5°% -2594, *This table does not constitute a standard and should be used only f t general planning applications_ 'The computer models front which dos table is derived should be used for mum specific planning applications. The table and deriving computer models should not be used fur corridor or intersection design, where enure refined techniques exist. Values shown arc hourly directional volumes for levels of service and are for the automabi€ck, ck modes unless specifically slated Level of service 1eiter grade thresholds are probably not comparable across_ modes and, ittecefore. crass modal comparisons should be made with caution. Furthermore, combining twits of service of different rondos into one overall roadway level of service is not recommended Tu convert to annual avelage daily traffic volumes, these. volumes must he divided by appropriate [5 and K factor,the table's input value defaults and level ofscrvice criteria appear on the following page. Calculations are based an planning apphcalrons of the Highway Capacity Manual, Bicycle I_05 Model, Pedestrian t,US Model and Transit Capacity and Quality of Service Manual, respectively far the automohile,truck, bicycle, pedestrian and bus modes. "Cannot be achieved using table input value defaults "•Net applicable for that level of seroror leiter gradefor auiomob,lr,cnrck modes, volumes greater than level of service D become F because intescction capacities have bean reached. For bicycle and pedestrian cooties, the level ofscrvice Inter grade ilncluding 1> is nor achievable, because there is no rseximum vehicle volume threshold using table input value defaults_ 97_ 0 0 LEVEL OF SERVICE TABLE 0 CLASSIFICATION TYPE FDOT'S 2002 QUALITY / LEVEL OFSERVICE PERSON TRIP LEVEL OFSERVICE' A G C D E A l B -- C O E CLASS ARTERIAL 1UJ 0 O 270 728 780 0 O O�35 0.92 1.00 2LD 0 O 650 1580 1880 0 0 0.39 0.95 1.00 8LD O U 1000 2390 2490 O O 0.40 0.96 1.00 4LD O 0 1350 3130 3258 O 0 0.42 0.90 1.00 ^ v CLASS ARTERIAL x 1LU O O 324 864 936 8 0 ^ 0.35 0.92 1.00 2LO O O ~ 780 1896 1002 0 O 0.38 0.06 1�80 3LD 8 8 1200 2868 2988 8 0 0.40 0.86 1.80 4LD O O 1620 3756 3000 0 O 0.42 0.96 1.08 ~ Source', FDOT's2UO2Quality/Level cdService Handbook NOTES: 'THE PERSON TRIP LEVEL OF SERVICE IS DERIVED BY DIVIDING THE FDOT'S 2002 LEVEL OF SERVICE BY THE LOS E FOR EACH TYPE OF ROADWAY. 'A DJUSTMENT 20-Nov-2001 ROADWAY FROM_ SSTREE SE 4 STREET SE 8 STREET SW 13 STREET SW 15 ROAD NE 1 AVENUE TO SE 4 STREET SE 8 STREET SW 13 STREET SW 15 ROAD RICKENBACKER CSWY NE 17 STREET NE 14 STREET NE 14 STREET 1-395 I-395 NE 6 STREET NE 6 STREET FLAGLER STREET FLAGLER STREET SE 1 STREET SE 1 STREET SE 2 STREET N. MIAMI AVENUEIS. M1AMI AVENUE NE 20 STREET NE 17 STREET NE 17 STREET NE 14 STREET NE 14 STREET NE 6 STREET NE 6 STREET NE 4 STREET NE 4 STREET FLAGLER STREET FLAGLER STREET SE 6 STREET SE 6 STREET SE 8 STREET SE 8 STREET SW 12 STREET SW 12 STREET SW 13 STREET SW 13 STREET SE 15 ROAD SOURCE: KEITH AND SCFINARS, P.A. • TABLE 21.A9 DOWNTOWN MIAMI DRI UPDATE DETERMINATION OF PERSON TRAP SIGNIFICANCE BASED ON 5% RULE FOR INCREMENT II FACILITY TYPE EXISTING DIR1 LANES NB SE NB 58; NB 5B NB SB, NB S8 NB N8 NB NB SB SO SB SB SB NB NB 2L 3L 4LD 41,0 4LD 2LU 3L 3L 3L 3L 3L 3L 31 3L 3L 21 3L 21 2L NB 2L NB S8 • 4M- PER$__ AYRJA13 VEHICLES AND TRANSIT MODES - O - j11 (21 AM PROJ. AS PROJ. 01 1 [21 PM 1 PROJ, AS I PROJ. PROJECT TRIPS PERSON A%OF TRIPS PROJECT TRIPS ; PERSON ! A%OP TRIPS AM = 9288 TRIP MAX GREATER PM a 13999 TRW MAX GREATER i' CAPACITY SERVICE THAN 5% 1 IN/ ` CAPACITY SERVICE THAN 5% I TOTAL VOLUME J YESINO % OUT PM TOTAL VOLUME ; YES/NO 10,258.__r 4.30 7.6% I j 494 "9,478 5.21%--;- YES 9.5% 5.3% 1.5% 1.5% 1.6% 3.3% 5.6% 4.5% IN/ I OUT AM O O 0 0 0 3.0% 1 O 3.6% 2.9% 2.7% 3.3% 3.71 4.3% 8.6% 5.3% 4.1% 2.5% 2LU 1.7% 0 0 -m441 551 331 307 185 87 52 87 52 56 93 115 195 157 105 126 158 157 191 215 249 499 307 238 145 99 59 4,246 7,362 5,709 7,449 5,449 5,449 3,026 3,026 2,434 1,760 7,098 7,098 8,466 8,466 6,886 5,068 5,068 6,531 6,909 5,261 5,446 7,683 7,149 7,409 2,240 2,240 12.98% 4,50% 5.38% 2,48% 1.60% 0.95% 2,88% €.72% 2.30% 5.28% 1.62% 2,75% 1.85% 1.24% 1.83% 3.31 % 3.10% 2.92% 3.11% 4.73% 9.16% 4.00% 3.33% 1.96% YES NO YES NO NO NO NO NO NO YES NO NO NO NO NO NO NO NO NO NO YES NO NO NO 4.42% NO 2.63% NO 1,6% 3.3% 5.6% 4.5% 3.0% 3.6% 2.9% 2.7% O 0 O 0 0 618 712 345 397 98 112 98 112 120 104 247 420 337 225 0 I 270 189 176 3.3% I 1 215 3,7% 4.1% 2.5% 1.754 E I O 241 289 559 345 267 163 111 127 5.026 6,582 5,709 6,669 5,449 5,449 3,026 3,026 2,434 1,760 7,098 7,098 8,466 8,466 6,886 5,068 5,068 6,531 6,909 5,261 5,446 7,683 7,929 7,929 2,240 2,240 12.30% 1082% 6.04% 5.95% 1.80% 2.06% 3.24% 3.70% 4.93% 5.91% 3.48% 5.92% 3.98% 2.66% 3.92% 3.73% 3.47% 3.29% 3.49% 5.32% 10.26% 4.49% 3.37% 2.06% 4.96% 5.67% YES YES YES YES NO NO NO NO NO YES NO YES NO NO NO NO NO NO NO YES YES NO NO NO NO YES Page 2 of 8 N:ITRANPLANIPROJE_CT5120011167161TABLES111 1€ATRI X.M4 • 0 r-' e 4 u, TABLE 21.A9 DOWNTOWN MIAMI DRI UPDATE DETERMINATION OF PERSON TRIP SIGNIFICANCE BASED ON 5% RULE FOR INCREMENT II 20-Nov-2001 ROADWAY FROM TO DIRT FACILITY TYPE EXISTING LANES AM PERSON -TRIPS [1) PROJECT TRIPS AM a 9288 . 121 AM PERSON TRIP CAPACITY TOTAL ` . -71' ' ' , • . : PM PERSON TRIPS ill TRIPS a 13999 VEFOCL�76il1ti1ODES j21 PM 7 PERSON TRW CAPACITY TOTAL PROJ. A9 A % OF MAX SERVICE VOLUME PROJ. TRIPS GREATER THAN 5% YES/NO PROJECT PM PROJ. AS A %OF MAX SERVICE VOLUME PROJ, TRIPS . GREATER II THAN 5% YES/NO ''' % IN! OUT AM % IN/ OUT PM NW 3 AVENUE NW 20 STREET NW 17 STREET NB 24U 0.3% 0 10 1,280 0.78% NO 0.3% 0 22 1,280 1.72% NO SB 1 17 1,280 1.33% NO 1 20 1,280 1.56% f NO NW 17 STREET NW 14 STREET NB 2LU 0.4% 0 14 1,839 0.76% NO 0.4% 0 30 1,839 1.63% NO SB 1 23 1,839 1.25% NO I 26 1,839 1.41% NO NW 14 STREET NW 9 STREET NB 2LU 0.7% 0 24 1,394 1.72% NO 0.7% 0 52 1,394 3.73% NO SB I 41 1,394 2.94% NO I 46 1,394 3.30% NO NW 9 STREET NW 5 STREET NB 31 1.3% 0 45 4,912 0.92% NO 1.3% 0 97 4,912 1.97% i NO NW 5 STREET SW 1 STREET NB 2L 6.4% 0 223 3,264 6.83% YES 6.4% 0 480 3,264 14.71% YES NE 20 STREET NE 2 AVENUE N. MIAMI AVENUE EB 24U 4.8% I 46 1,475 3.12% NO 0.8% 1 52 1,475 3.53% NO WB 0 28 1,475 1.90% NO 0 60 1,475 4.07% NO N MIAMI AVENUE NW 3 AVENUE EP 4411 1,7% I 99 2,779 3.56% NO 1.7% 1 111 2,779 3.99% NO WB 0 59 2,779 2.12% NO 0 127 2,779 4.57% NO NW3AVENUE 1.95 EB 4L0 1.8% I 104 2,915 3.57% NO 1.8% I 117 2,915 4,01% NO WB 0 63 2,915 2.16% NO 0 135 2,915 4.63% NO NE 15 STREETNENETIAN CSWY BISCAYNE ISLAND BAYSHORE DRIVE EB 240 0.8% I 46 1,389 3.31% NO 0.8% I 52 1,389 3.74% NO WB 0 28 1,389 2,02% NO 0 60 1,389 4.32% NO BAYSHORE DRIVE BISCAYNE BLVD EB 2LD 1.8% I 93 1,695 5.49% YES 1.6% 1 104 1,890 5.50% j YES WB 0 56 1,614 3.47% NO 0 120 1,614 7.43% i YES BISCAYNE BLVD N. MIAMI AVENUE EB 2LU 1.9% I 110 1,280 859% YES 1.9% 1 124 1,280 9.69% 1 YES WB 0 66 1,280 5.16% YES 0 142 1,280 11.09% 1 YES NE 14 STREET BAYSHORE DRIVE BISCAYNE BLVD EB 4LU 3.5% 1 203 4,852 4.18% NO 3.5% I 228 4,592 4.97% i NO WO 0 122 4,852 2.51% NO 0 262 5,323 4.92% NO BISCAYNE BLVD NE 1 AVENUE EB 24 4,5% 1 261 3,266 7,99% YES 4.5% I 293 3,266 8.97% YES WB 14 0 157 1,962 8.00% YES 0 337 1,962 17.18% YES NE 1 AVENUE N MIAMI AVENUE EB 24 1.7% I 99 2,714 3.65% NO 1.7% 1 111 2,714 4.09% NO WB iL 0 59 1,410 4.18% NO 0 127 1,410 9.01% YES N MIAMI AVENUE NW 2 AVENUE EB 24U 3.2% I 186 1,410 13.19% YES 3.2% I 208 1,410 14.75% YES WB 0 112 1,410 7.94% YES 0 240 1,410 17.02% YES NW 2 AVENUE NW 3 AVENUE EB 2LU 2.6% I 151 1,725 8.75% YES 2.6% I 169 1,725 9.80% YES WB 0 91 1,725 5.28% YES 0 195 1,725 11.30% YES NW 3 AVENUE 1-95 EB 2LU 2.8% I 162 1,280 12.66% YES 2.8% I 182 1,280 14.22% YES WB 0 98 1,280 7.66% YES 0 210 1,280 16.41% YES NE 11 STREET NW 3 AVENUE 1-95 WB 34 1.7% 0 59 3,378 1,75% NO 1.7% 0 127 3,378 3.76% NO _J i ton 00 00 SOURCE: KEITH AND SCHNARS, P.A, N:ITRANPLANIPROJECTS12001116716 JABLESV 11 MATRIX. WK4 • Appendix D Intersection Capacity Analysis Worksheets • • • • • NBL NBT NER SBL SBT NW 34 Terrace t SBR Driveway EEL EBT EBR WBL WBT WBR TOTAL NBL NBT NHR SBL SBT NW 35 Street / SBR Driveway EBL EBT EBR WBL WET WBR TOTAL NBL NET NER SBL SBT North Miami SBA Avenue! NW 34 EBL Terrace EBT EBR WBL WBT W ER TO TA( NBL NET NBR SBL SBT NW 7 Avenue / SBR { NW 35 Street EBL EBT EBR WEL WET [ W BR TOTAL NBL NBT NER SBL SBT North Miami SBR Avenue / NW 35 EBL Street EBT EBR WBL WET WBR TOTAL NEL NBT NBA SBL SBT North Miami SBR Avenuel NW 36 HR. Street EBT ERR WBL WET WBR TOTAL INTERSECTION 0 0 E m z 1 W W P tp O P P 0 0 0 O 0© W P ,u P P y b O P b 0 O P Vi u �' m w 0 b 0 Fn b e b b A p N E\] A S� _. Orn U 0 0 co P N 1 LL f�) 8 A O b 0 0© ,p O O N 0 d �, A coco m W m N W 0 0 p A cv '-0 .L o 0 0 0 c EXISTING PM PEAK FIR 0 0 0 O Vy O O O O O O O t O N O O-40 0 0 0 0 0 0 0 0 0 (/i O Q e m 0 01N (Nilcf, ny (si cp W S]c tD N, m ;,; W 0 O O p O w O [Ac.S O 0 51 A g 0 0 W W A A W N O co FUTURE W10 PROJECT AP O�OQV©7QO©ON©OQOOOOO©NO:+) 000400cNdWd V� 0GpOp 0 Ab0GOtV00 0!V0N0 0W0000U�JJU�CCp ? CNatl mPm O zOC zNTR CmC 3 S - .P O cn O 0 0 0 b 0 O „:, O N O O 0 0 0 O O W 1 0 0 0 th O U 00 O 0 W 0 V O 0 OJ W W W m co N -J m A O 0.0 'rn P W O c,,E O O u '('� W co N pp J (P a A 4 0 c0 O N R co 0 V FUTURE WITH PROJECT Mid Town Park - Intersection Assignment ORIGIN ZONE • • Miami -Dade 2005 Interim Plan DIRECTIONAL DISTRIBUTION SUMMARY Miami -Dade 2005 Iriter3.m Plan DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS f TOTAL j NNE ENE ESE SSE SSW WSW WNW NNW 481 TRIPS 1534 685 1431 625 1499 1857 1510 1490 10631 PERCENT 14.43 6.44 13,46 5.88 14,10 17.47 14,20 14.02 482 TRIPS 350 179 255 314 409 465 358 328 2657 PERCENT 13.17 6.74 9.60 11.82 15.36 17.50 13.47 12.34 483 TRIPS 339 138 162 392 414 480 339 348 2612 PERCENT 12.98 5.28 6,20 15,01 15.85 18,38 12.98 13,32 484 TRIPS 397 132 127 339 449 560 349 372 2725 PERCENT 14.57 4.84 4.66 12.44 16.48 20,55 12.81 13.65 485 TRIPS 455 161 228 352 460 630 492 523 3301 PERCENT 13.78 4.86 6.91 10.66 13.94 19.09 14.90 15.84 486 TRIPS 329 97 103 220 380 458 331 370 2288 PERCENT 14,38 4.24 4.50 9.62 16.61 20,02 14.47 16,17 487 TRIPS 2121 661 829 1525 1636 3254 2061 2136 14223 PERCENT 14.91 4.65 5.83 10,72 11.50 22.88 14.49 15.02 488 TRIPS 395 152 371 192 312 469 430 462 2783 PERCENT 14.19 5,46 13.33 6.90 11.21 16.85 15.45 16,60 489 TRIPS 140 69 184 84 101 177 182 169 1126 PERCENT 12.43 6,13 16.34 7,46 8.97 15,72 16.16 16.79 490 TRIPS 65 34 88 71 44 97 104 96 599 PERCENT 10,85 5.68 14,69 11.85 7,35 16.19 17.36 16.03 491 TRIPS 286 92 113 168 197 395 345 319 1915 :PERCENT 14.93 4.80 5,90 8.77 10,29 20.63 18.02 16.66 492 TRIPS 44 16 23 46 41 76 58 42 346 PERCENT 12.72 4.62 6.65 13.29 11.85 21,97 16.76 12.14 493 TRIPS 271 112 148 249 283 513 373 343 2292 PERCENT 11.82 4.89 6.46 10.86 12.35 22,38 16,27 14,97 494 TRIPS 261 78 131 312 218 454 351 313 2118 PERCENT 12.32 3,68 6.19 14.73 10,29 21.44 16.57 14.78 495 TRIPS 674 195 277 559 589 1000 646 702 4644 PERCENT 14.51 4.20 5.96 12.04 12.68 21.53 13.95 15.12 -120- ORIGIN ( CARDINAL DIRECTIONS E TOTAL ZONE NNE ENE ESE SSE SSW WSW WNW NNW 496 TRIPS 148 45 51 128 182 214 157 155 1080 PERCENT 13.70 4.17 4,72 11.85 16.85 19,81 14.54 14.35 497 TRIPS 160 63 59 127 197 195 141 156 1098 PERCENT 14,57 5.74 5.37 11.57 17.94 17.76 12.84 14.21 498 TRIPS 684 312 276 683 922 978 656 715 5226 PERCENT 13.09 5,97 5.28 13.07 17.64 18.71 12.55 13.68 499 TRIPS 210 94 69 165 286 288 221 257 1590 PERCENT 13.21 5.91 4.34 10.38 17.99 18,11 13,90 16.16 500 TRIPS 414 99 160 447 459 580 357 415 2931 PERCENT 14.12 3.38 5,46 15.25 15.66 19.79 12.18 14.16 501 TRIPS 368 144 121 336 320 642 409 419 2759 PERCENT 13.34 5.22 4.39 12,18 11.60 23.27 14.82 15.19 502 TRIPS 282 103 93 215 241 495 311 342 2082 PERCENT 13.54 4.95 4.47 10.33 11.50 23.78 14.94 16.43 503 TRIPS 1156 386 451 823 1102 1816 1302 1478 8514 PERCENT 13.58 4.53 5.30 9.67 12,94 21.33 15.29 17.36 504 TRIPS 600 235 285 261 1220 1328 757 953 5639 PERCENT 10,64 4,17 5,05 4,63 21.64 23.55 13.42 16.90 505 TRIPS 907 331 432 338 1882 2047 1543 1534 9014 PERCENT 10.06 3.67 4.79 3.75 20.88 22.71 17.12 17.02 506 TRIPS 940 360 323 499 900 1676 1262 1331 7291 PERCENT 12,89 4.94 4.43 6.84 12.34 22.99 17,31 18.26 507 TRIPS 665 335 276 213 1180 1302 1253 1071 6297 PERCENT 10.56 5.32 4.41 3.38 18,74 20.68 19.90 17.01 508 TRIPS 73 204 135 13 85 328 190 124 1156 PERCENT 6,31 17.65 12.02 1.12 7.35 28.37 16.44 10.73 509 TRIPS 283 118 88 51 504 746 654 565 3029 PERCENT 9.34 3.90 2.91 1.68 16.64 24.63 21.59 19.31 510 TRIPS 52 67 33 6 46 189 143 116 652 PERCENT 7.98 10.28 5.06 0.92 7.06 28.99 21,93 17.79 • Existing Conditions • • HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Agency: Date: 9/7/2005 401 eriod: EXISTING PM PEAK HOUR oject ID: MID TOWN PARK - #05182 /W St: NW 36 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: NW 36 STREET/N MIAMI AVENUE Area Type: Ail other areas Jurisd: MIAMI Year : 2005 N/S St: N MIAMI AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound 1 Westbound 1 Northbound L T R I L T R I L T F� 1 2 0 1 1 L TR L T 120 344 22 63 329 12.0 12.0 112.0 12.0 0 R 1 104 118 12.0 10 1 2 0 LTR 1009 90 12.0 0 Southbound L T R I 2 0 L TR 116 400 226 12.0 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 EB Left A NB Left A Thru A Thru A Right A Right A Peds Peds WB Left A SE Left A Thru A Thru A Right A Right A Peds Peds NB Right EB Right ORight WE Right en 34.0 63.0 Yellow 4.0 4.0 All Red 0.0 0.0 Cycle Length: 105.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate _ Grp Capacity (s) v/c g/C Delay LOS Delay LOS 6 7 8 Eastbound L 192 TR 1138 592 0.76 0.32 48.0 D 3515 0.39 0.32 27.7 C 32.7 C Westbound L 240 740 0.29 0.32 27.2 C T 603 1863 0.61 0.32 31.6 C 30.0 C R 513 1583 0.20 0.32 25.9 C Northbound LTR 1969 3282 0.67 0.60 14.9 B 14.9 B Southbound L 152 254 0.88 0.60 57.0 E TR 2013 3355 0.36 0.60 10.8 B 18.0 B • Intersection Delay = 21.4 (sec/veh) Intersection LOS = C HCS2000: unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: IPA ency/ Co . : 0 te Performed: 9/7/2005 alysis Time Period: EXISTING PM PEAK HOUR Intersection: Jurisdiction: Units: U. S. Customa NW 35 STREET/N MIAMI AVENUE MIAMI Y Analysis Year: 2005 Project ID: MID TOWN PARK - #05182 East/West Street: NW 35 STREET North/South Street: N MIAMI AVENUE intersection Orientation: NS Study period (hrs): O.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R I L T R Volume 4 1091 402 10 Peak --Hour Factor, PHF 0.90 0.90 0.89 0.89 Hourly Flow Rate, HFR 4 1212 519 11 Percent Heavy Vehicles 2 ---- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 2 2 0 Configuration LT T T TR Upstream Signal? No No •or Street: Approach Movement Westbound 7 8 9 5 T R Eastbound 10 11 12 Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 22 14 0.48 0.48 45 29 2 2 0 No 0 0 LR Delay, Queue Length, and Level of Service Approach NR SE Westbound Eastbound Movement 1 4 1 8 9 10 11 12 Lane Config LT 1 LR v (vph) 4 74 C (m) (vph) 1033 273 v/c 0.00 0,27 952 queue length 0.01 1.07 Control Delay 8.5 23.0 LOS A C oach Delay411 23.0 Aoach LOS C HCO2000: Unsignalized Intersections Release 4.1d TWO --WAY STOP CONTROL SUMMARY Analyst: LPA illlency/Co _ to Performed: 9/7/2005 Analysis Time Period: EXISTING PM PEAK HOUR Intersection: NW 34 TERRACE/N MIAMI AVENUE Jurisdiction: MIAMI Units: U. S. Customary Analysis Year: 2005 Project ID: MID TOWN PARK - #05182 East/West Street: NW 34 TERRACE North/South Street: N MIAMI AVENUE Intersection Orientation: NS Study period (hrs): 0,25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 4 1089 466 14 Peak -Hour Factor, PHF 0.91 0.91 0.90 0.90 Hourly Flow Rate, HFR 4 1196 517 15 Percent Heavy Vehicles 2 ---- -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 2 2 0 Configuration LT T T TR Upstream Signal? No No •or Street: Approach Movement 7 Westbound Eastbound 8 9 1 10 11 12 T R 1 L T R Volume 10 Peak Hour Factor, PHF 0.48 Hourly Flow Rate, HFR 20 Percent Heavy Vehicles 2 Percent Grade (%) 0 Flared Approach: Exists?/Storage / Lanes 0 Configuration 0 LR 5 0.48 10 2 No 0 Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config LT I I LR v (vph) 4 30 C(m) (vph) 1032 259 v/c 0.00 0.12 95% queue length 0.01 0.39 Control Delay 8.5 20.7 LOS A C roach Delay 20.7 roach LOS C HCS2000: Unsignalized Intersections Release 4.id TWO-WAY STOP CONTROL SUMMARY Analyst: IPA �envy/C�o . to Performed: 9/7/2005 alysis Time Period: EXISTING PM PEAK HOUR Intersection: NW 35 STREET/NW 1 AVENUE Jurisdiction: MIAMI Units: U. S. Customary Analysis Year: 2005 Project ID: MID TOWN PARK #05182 East/West Street.: NW 35 STREET North/South Street: NW 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 i 4 5 6 L T R I L T R Volume 11 57 7 2 46 9 Peak -Hour Factor, PHF 0.60 0.60 0.60 0.73 0.73 0.73 Hourly Flow Rate, HFR 18 94 11 2 63 12 Percent Heavy Vehicles 2 -- 2 --- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No Sor Street: Approach Westbound Movement 7 8 9 L T R Eastbound 10 11 12 Volume 5 16 8 16 22 9 Peak Hour Factor, PHF 0.40 0.40 0.40 0.52 0.52 0.52 Hourly Flow Rate, HFR 12 39 19 30 42 17 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Movement 1 4 1 7 8 9 Lane Config LTR LTR I LTR Eastbound 10 11 12 LTR v (vph) 18 2 70 89 C(m) (vph) 1524 1486 730 715 v/c 0.01 0.00 0.10 0.12 95%, queue length 0.04 0.00 0.32 0.42 Control Delay 7.4 7.4 10.5 10.7 LOS A A B B llikeach Delay 10.5 10.7 each LOS B B • Future without Project • • HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Agency: Date; 9 / 7 / 2005 eriod: FUTURE W/0 PROJ PM PK oject ID: MID TOWN PARK -� #05182 / W St: NW 36 STREET No. Lanes LCConfig Volume Lane Width RTOR Vol Inter.: NW 36 STREET/N MIAMI AVENUE Area Type: All other areas Jurisd: MIAMI Year : 2008 N/S St: I1 MIAMI AVENUE SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound 1 Northbound L T R I L T R L T R 1 2 0 L TR 124 354 23 12.0 12.0 0 Southbound L T R 1 1 1 1 0 2 0 L I R 1 LTR 63 329 104 119 1049 90 12.0 12.0 12.0 1 12.0 10 1 0 1 2 0 L TR 120 421 233 12.0 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A 1 NB Left A Thru A Thru A Right A 1 Right A Peds Peds WE Left A SE Left A Thru A Thru A Right A Right A Peds Peds MB Right EB Right IllRight WE Right en 34.0 63.0 Yellow 4.0 4.0 All Red 0.0 0.0 Cycle Length: 105 0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS Eastbound L 192 592 0.79 0.32 51.4 D TR 1138 3514 0.40 0.32 27.9 C 33.7 C Westbound 2 233 721 0.30 0.32 27.3 C T 603 1863 0.61 0.32 31.6 C 30.0 C R 513 1583 0.20 0.32 25.9 C Northbound LTR 1967 3278 0.69 0.60 15.4 B 15.4 B Southbound L 139 232 0.99 0.60 94.8 F TR 2014 3357 0.37 0.60 10.9 B 23.9 C • Intersection Delay = 23.2 (sec/veh) Intersection LOS = C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA IlloencyiCo.: to Performed: 9/7/2005 Analysis Time Period: FUTURE W/O PROJ PM PK Intersection: NW 35 STREET/N MIAMI AVENUE Jurisdiction: NIAMI Units: U. S. Customary Analysis Year: 2008 Project ID: MID TOWN PARK - #05182 East /West Street: 9114 35 STREET North/South Street: N MIAMI AVENUE Intersection Orientation: MS Study period (hrs): 0.25 _ _ ___Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 ( 4 5 6 L T R L T R Volume 4 1158 483 10 Peak -Hour Factor, PHF 0.90 0.90 0.89 0.89 Hourly Flow Rate, HFR 4 1286 542 11 Percent Heavy Vehicles 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 2 2 0 Configuration LT T T TR Upstream Signal? No No •or Street: Approach Westbound Movement 7 T8 L 9 R Eastbound 10 11 12 L l R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 23 14 0.48 0.48 47 29 2 2 0 No 0 0 9 R Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 1 10 11 12 Lane Config LT ( I LR v (vph) 4 76 C(m) (vph) 1013 249 v/c 0.00 0.31 95% queue length 0.01 1.25 Control Delay 8.6 25.7 LOS A D oach Delay 25.7 41Iroach LOS D HCS2000: Uns?gnalized Intersections Release 4.1d T`v60-WAY STOP CONTROL SUMMARY Analyst: DPA 4110envy/Co.: to Performed: 9/7/2005 ' Time Period: FUTURE W/0 PROJ P14 PK Intersection: NW 34 TERRACE/N MIAMI AVENUE Jurisdiction: MIAMI Units: U. S. Customary Analysis Year: 2008 Project ID: MID TOWN PARK - ff05182 East/West Street: NW 34 TERRACE North/South Street: N MIAMI AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 2 1156 498 4 Peak -Hour Factor, PHF 0.91 0.91 0.90 0.90 Hourly Flow Rate, HFR 2 1270 553 4 Percent Heavy Vehicles 2 ----- -- Median Type/Storage Undivided / RT Channeiized? Lanes 0 2 2 0 Configuration LT T T TR Upstream Signal? No No •or Street: Approach --V Westbound Movement 7 8 9 L T R Eastbound 10 11 12 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HER Percent Heavy Vehicles Percent Grade (o) Flared Approach: Exists?/Storage Lanes Configuration 0 10 5 0.48 0.48 20 10 2 2 0 No 0 0 LR Approach Movement Lane Config Delay, Queue Length, and Level of Service NB SB Westbound Eastbound 1 4 1 7 8 9 1 10 11 12 LT 1 I LR v (vph) 2 30 C(m) (vph) 1010 239 v/c 0.00 0.13 95% queue length 0.01 0.42 Control Delay 8.6 22.2 LOS A C roach Delay 22.2 roach DOS C HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: DPA �to Performed: 9/7/2005 ency/Co alysis Time Period: FUTURE W/O PROJ PM PK Intersection: NW 35 STREET/NW 1 AVENUE Jurisdiction: MIAMI Units: U. S. Customary Analysis Year: 2008 Project ID: MID TOWN PARK --- #05182 East/West Street: NW 35 STREET North/South Street: NW 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Movement 1 2 3 L T R Southbound 4 5 6 L T R Volume 11 82 7 2 64 9 Peak --Hour Factor, PHF 0.60 0.60 0.60 0.73 0.73 0.73 Hourly Flow Rate, HFR 18 136 11 2 87 12 Percent Heavy Vehicles 2 --- 2 Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No •or Street: Approach Westbound Movement 7 8 9 L T R Eastbound 10 11 12 L T R Volume 5 16 5 16 23 9 Peak Hour Factor, PHF 0e40 0.40 0.40 0.52 0.52 0.52 Hourly Flow Rate, HFR 12 39 12 30 44 17 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR LTR LTR v (vph) 18 2 63 91 C(m) (vph) 1494 1435 652 658 v/c 0.01 0.00 0.10 0.14 95 % queue length 0.04 0.00 0.32 0.48 Control Delay 7.4 7.5 11.1 11.3 LOS A A B B *each Delay 11.1 11.3 oach LOS B B • Future with Project • • HCS2000: Signalized Intersections Release 4.If Analyst: DPA Agency: Date: 2006 Oriod: FUTURE W/ PROD PM PK oject ID: MID TOWN PARK - #05182 E/W St: NW 36 STREET No. Lanes LGCon f ig Volume Lane Width RTOR Vol Eastbound L T R Inter.: NW 36 STREET/N MIAMI AVENUE Area Type: All other areas Jurisd: MIAMI Year : 2008 N/S St: N MIAMI AVENUE SIGNALIZED INTERSECTION SUMMARY_ Westbound L T R Northbound I Southbound L T R I L T R 1 2 0 L TR 124 354 23 12.0 12.0 0 1 1 1 L T R 66 339 107 12.0 12.0 12.0 10 0 2 0 LTR 19 1067 92 12.0 0 1 2 0 L TR 120 453 233 12.0 12.0 0 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left A NB Left A Thru A Thru A Right A Right A Peds Peds WB Left A SB Left A Thru A Thru A Right A Right A Peds Peds NB Right EB Right likRight WE Right en 34.0 63.0 Yellow 4.0 4.0 All Red 0.0 0.0 Cycle Length: 105.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c giC Delay LOS Delay LOS Eastbound L 183 565 0.83 0.32 58.3 E TR 1138 3514 0.40 0.32 27.9 C 35.4 D Westbound L 233 721 0.31 0.32 27.5 C T 603 1863 0.63 0.32 32.1 C 30.3 C R 513 1583 0.21 0.32 26.0 C Northbound LTR 1965 3275 0.70 0.60 15.7 B 15.7 B Southbound L 134 223 1.03 0.60 106.9 F TR 2020 3366 0.39 0.60 11.1 B 25.4 C • Intersection Delay = 24.1 (sec/veh) Intersection LOS = C HCS2000: Unsignalized Intersections Release 4.1f TWO --WAY STOP CONTROL SUMMARY Analyst: enCylCo.: to Performed: 2006 Analysis Time Period: FUTURE W/ PROJ PM PK Intersection: NW 35 STREET/N MIAMI AVENUE Jurisdiction: MIAMI Units: U. S. Customary Analysis Year: 2008 Project ID: MID TOWN PARK - #05182 East/West Street: NW 35 STREET North/South Street: N MIAMI AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 i 4 5 6 L T R i L T R Volume 4 1158 518 10 Peak -Hour Factor, PHF 0.90 0.90 0.89 0.89 Hourly Flow Rate, HFR 4 1286 582 11 Percent Heavy Vehicles 2 --- Median Type/Storage Undivided / RT Channelized? Lanes 0 2 2 0 Configuration LT T T TR Upstream Signal? No No Ilk or Street: Approach Movement Westbound 7 8 9 L T R Eastbound 10 11 12 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 43 17 0.48 0.48 89 35 2 2 0 No 0 0 LR Delay, Queue Length, and Level of Service Approach NB SE Westbound Eastbound Movement 1 4 ( 7 8 9 i 10 11 12 Lane Config LT i i LR v (vph) 4 124 C(m) (vph) 979 213 v!c 0.00 0.58 95% queue length 0.01 3.24 Control Delay 8.7 43.1 LOS A E roach Delay 43.1 roach LOS E HCS2000: Unsignalized Intersections Release 4.1f TWO-WAY STOP CONTROL SUMMARY Analyst: IPA ency/Co.: to Performed: 2006 nalysis Time Period: FUTURE W/ PROJ PM PK Intersection: NW 35 STREET/NW 1 AVENUE Jurisdiction: MIAMI Units: U. S. Customary Analysis Year: 2008 Project ID: MID TOWN PARK - #05182 East/Vest Street: NW 35 STREET North/South Street: NW 1 AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 J 4 5 6 L T R ( L T R Volume 11 82 7 2 Peak -Hour Factor, PHF 0.60 0.60 0.60 0.73 Hourly Flow Rate, HFR 18 136 11 2 Percent Heavy Vehicles 2 2 Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 Configuration LTR Upstream Signal? No 41/k— or Street: Approach Westbound Movement 7 8 9 L T R 68 9 0.73 0.73 93 12 0 1 0 LTR No Eastbound 10 11 12 L T Volume 5 16 8 16 23 9 Peak Hour Factor, PHF 0.40 0.40 0.40 0.52 0.52 0.52 Hourly Flow Rate, HER 12 39 19 30 44 17 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (1) 0 0 Flared Approach: Exists?/Storage No / No Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB 5B Westbound Eastbound Movement 1 4 ' 7 8 9 10 11 12 Lane Config LTR LTR I LTR LTR v {vph) 18 2 C(m) (vph) 1486 1435 v/c 0.01 0.00 95% queue length 0.04 0.00 Control Delay 7.5 7.5 LOS A A .oach Delay oath LOS 70 91 668 650 0.10 0.14 0.35 0.49 11.0 11.4 B B 11.0 11.4 5 B HCS2000: Unsignalized Intersections Release 4.1 TWO-WAY STOP CONTROL SUMMARY Analyst: 0nenvy/Co.: to Performed: 2006 alysis Time Period: FUTURE W/ PROJ PM PK Intersection: NW 34 TERRACE/N MIAMI AVENUE Jurisdiction: MIAMI Units: U . S _ Customary Analysis Year: 2008 Project ID: MID TOWN PARK - #05182 East/West Street: NW 34 TERRACE North/South Street: N MIAMI AVENUE Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 7 1156 500 39 Peak -Hour Factor, PHF 0.91 0.91 0.90 0.90 Hourly Flow Rate, HFR 7 1270 555 43 Percent Heavy Vehicles 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 0 2 2 0 Configuration LT T T TR Upstream Signal? No No Ilkr Street: Approach Westbound Movement 7 8 L T 9 Eastbound 10 11 12 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 10 5 0.48 0.48 20 10 2 2 0 No 0 0 LR Delay, Queue Length, and Level of Service Approach NB SE Westbound Eastbound Movement 1 4 € 7 8 9 I 10 11 12 Lane Config LT 1 I LR v (vph) 7 30 C(m) (vph) 975 227 v/c 0.01 0.13 95% queue length 0.02 0.45 Control Delay 8.7 23.3 LOS A C .oach Delay 23.3 oach LOS C • Project Driveway • • HCS2000: Unsignalized Intersections Release 4.1f TWO-WAY STOP CONTROL SUMMARY Analyst: enc'y/Co . to Performed: 2006 nalysis Time Period: FUTURE W/ PRO3 PM PK Intersection: NW 35 STREET/DRIVEWAY Jurisdiction: MIAMI Units: U. S. Customary Analysis Year: 2008 Project ID: MID TOWN PARK - #05182 East/West Street: NW 35 STREET North/South Street: DRIVEWAY Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Movement 1 2 3 4 L T R L Westbound 5 T R 6 Volume 32 Peak -Hour Factor, PHF 0.52 Hourly Flow Rate, HFR 61 Percent Heavy Vehicles -- Median Type/Storage Undivided RT Channelized? Lanes Configuration Upstream Signal? 14 0.40 34 1 1 T T No No Sor Street: Approach Northbound Movement 7 8 9 L T R Southbound 10 11 12 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 3 22 0.60 0.60 4 36 2 0 0 0 No 0 0 LR Delay, Queue Length, and Level Approach EB WT3 Northbound Movement 1 4 7 8 Lane Config 1 LR of Service Southbound 9 [ 10 11 12 v (vph) 40 C(m) (vph) 998 v/c 0.04 95% queue length 0.13 Control Delay 8.8 LOS A lipoath Delay 8.8 roach LOS A HCS2000: Unsignalized Intersections Release 4.1f TWO-WAY STOP CONTROL SUMMARY Analyst �envy/Co.: to Performed: 2006 alysis Time Period: FUTURE W/ PROJ PM PK Intersection: NW 34 TERRACE/DRIVEWAY Jurisdiction: MIAMI Units: U. S. Customary Analysis Year: 2008 Project ID: MID TOWN PARK - #05182 East/West Street: NW 34 TERRACE North/South Street: DRIVEWAY Intersection Orientation: EW Vehicle Volumes and Major Street: Approach Eastbound Movement 1 2 3 L T R Study period (hrs): 0.25 Adjustments Westbound 4 5 6 L T R Volume 4 15 6 40 Peak -Hour Factor, PHF 0.52 0.52 0.40 0.40 Hourly Flow Rate, HFR 7 28 14 99 Percent Heavy Vehicles 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No •or Street: Approach Northbound Movement 7 8 9 L T R Southbound 10 11 12 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / Lanes Configuration Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 17 8 9 ! 10 11 12 Lane Config LT 1 ! v (vph) 7 C(m) (vph) 1476 v/c 0.00 95% queue length 0.01 Control Delay 7.5 LOS A illtoath Delay oach LOS • Appendix E Committed Development Information • • o • MID TOWN PARK Committed Develoment Person -Trip Assignment CORRIDOR Project FROM TO Direction TAZ 500 TAZ 503 TAZ 505 TAZ 506 TAZ 512 TOTAL NORTH MIAMI AVENUE NE 36 STREET NE 34 TERRACE NE 34 TERRACE NE 20 STREET NW 20 STREET NE 2 AVENUE N. MIAMI AVENUE N. MIAMI AVENUEI-95 NB 1 1 1 1 1 5 SB 2 1 1 1 1 6 NB 2 1 1 1 1 6 SB 1 1 1 1 1 5 EB 4 4 3 6 3 20 WB 3 3 3 6 3 17 EB 4 4 3 6 3 20 WB 3 3 3 6 3 17 • • • Soleil TAz 500 PM Peak Hour Trip Generation Analysis • USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Residential Condominium Specialty Retail 288 DU 12,095 SF 232 814 62% 44% ... 69 14 38% 56% 40 18 109 32 GROSS VEHICLE TRIPS 1 59% 83 141 % 58 141 Vehicle Occupancy Adjustment @ Transit Trip Reduction @ Pedestrian / Bicycle Trip Reduction @ 16.00% of Gross External Trips 14.90% of Gross External Trips 10.00% of Gross External Trips (2) (3) (4) R 59% 59% 59% 13 12 8 41 % 41% 41% 9 9 6 23 21 14 NET EXTERNAL. VEHICLE TRIPS (1) 59% 49 41% 34 _ 83 Net External Person Trips in Vehicles @ Net External Person Trips using Transit @ 1,40 Persons/ Vehicle 1.40 Persons/ Vehicle 59% 59% 69 17 41 % 41 % 48 12 117 29 Net External Person Trips (vehicles and transit modes) 59% 86 41 % 60 146 I I ) Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I 59% 12 I 41% 8 I 20 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16°%0 reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1,4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II # 05182 - Soleil T-gen_ PM,xls • • • TAZ 500 2005 Cardinal Distribution Direction TAZ 500 NNE 14.12% ENE 3.38% ESE 5.46% SSE 15.25% SSW 15.66% WSW 19.79% WNW 12.18% NNW 14.16% TOTAL 100.00% #05182 - TAZ 500 TAZ.xIs • • • District Lofts TAZ 503 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL Trips % Trips Trips High -Rise Residential Condominium Office Specialty Retail 253 DU 17,745 SF 2,939 SF 232 710 814 62% 17% 44% 61 4 3 38% 83°/0 56% 35 22 4 96 26 7 GROSS VEHICLE TRIPS T 53% 68 I 47% 61 I 129 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips Transit Trip Reduction @ 14,90% of Gross External Trips Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (2) (3) (4) 53% 53% 53% 11 10 7 47% 47% 47% 10 9 6 21 19 13 NET EXTERNAL VEHICLE TRIPS (1) 53% 40 47% 36 76 I T Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 53% 53% 56 14 47% 47% 50 13 107 27 Net External Person Trips (vehicles and transit modes) 53% 70 47% 63 134 I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I 53% 10 1 47% 9 18 Notes (1) Based on Traffic impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment €I # 05182- District Lofts T-gen_P€M.xls • • • TAZ 503 2005 Cardinal Distribution Direction TAZ 503 NNE 13.58% ENE 4.53% ESE 5.30% SSE 9.67% SSW 12.94% WSW 21.33% WNW 15.29% NNW 17.36% TOTAL. 100.00% #05182 - TAZ 503 TAZ.xis • • • Biscayne Park TAZ 505 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Residential Condominium Office Specialty Retail 214 DU 12,502 SF 6,843 SF 232 710 814 62% 17% 44% 51 3 8 38% 83% 56% 30 16 10 81 19 18 GROSS VEHICLE TRIPS 1 53% 62 47% 56 1 118 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips (2) Transit Trip Reduction @ 14.90% of Gross External Trips (3) Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (4) 53% 53% 53% 10 t 9 6 47% 47% 47% 9 8 6 19 18 12 NET EXTERNAL VEHICLE TRIPS (1) 53% 37 47% 33 , 70 1 J Net External Person Trips in Vehicles @ 1.40 Persons/ Vehicle Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 53% 53% 51 13 47% 47% 46 12 98 25 Net External Person Trips (vehicles and transit modes) 53% 64 47% 58 122 L Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle [ 53% 9 1 47% 8 1 17 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II # 05182 - Biscayne Park T-gon__PM.xls • • • TAZ 505 2005 Cardinal Distribution Direction TAZ 505 NNE 10.06% ENE 3.67% ESE 4.79% SSE 3.75% SSW 20.88% WSW 22.71% WNW 17.12% NNW 17.02% TOTAL 100.00% 34.14% 13.73c/0 43.59% 8.54% #05182 - TAZ 505 TAZ.xis • • TAZ 506 PM Peak Hour Trip Generation Analysis • USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips High -Rise Residential Condominium Shopping Center 291 DU 653,659 SF 232 820 62% 48% 70 1037 38% 52% 41 1124 111 2161 GROSS VEHICLE TRIPS f 49% j 1107 f 51% 1 1165 f 2272 Vehicle Occupancy Adjustment @ Transit Trip Reduction @ Pedestrian / Bicycle Trip Reduction @ 16.00% of Gross External Trips 14,90% of Gross External Trips 10.00% of Gross External Trips (2) (3) (4) 49% 49% 49% 177 165 111 51% 51 % 51% 186 174 117 364 339 227 NET EXTERNAL VEHICLE TRIPS (1) 49% 654 51% 689 1343 1 1 Net External Person Trips in Vehicles @ Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 1.40 Persons/ Vehicle 49% 49% 916 231 51% 51 % 964 243 1880 474 Net External Person Trips (vehicles and transit modes) 49% 1147 51% 1207 2354 1 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 1 49% 155 1 51% 1 163 L 318 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1.4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II (5) TAZ 506 included Bayview Market and Ellipse #05182 TAZ 506 T-gen_PM.xls o • • TAZ 506 2005 Cardinal Distribution Direction TAZ 506 NNE 12.89% ENE 4.94% ESE 4.43% SSE 5.84% SSW 12.34% WSW 22.999i0 WNW 17.31% NNW 18.26% TOTAL 100.00% 1405182 - TAZ 506 TAZ.xIs • • PAC - PERFORMING ARTS CENTER TAZ 512 PM Peak Hour Trip Generation Analysis • USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips Live Theatre 4900 seats 441 50% 49 50% 49 98 GROSS VEHICLE TRIPS (1) 1 50% 49 1 50% 49 1 98 Vehicle Occupancy Adjustment @ Transit Trip Reduction @ Pedestrian / Bicycle Trip Reduction @ 16.00% of Gross External Trips 14.90% of Gross External Trips 10.00% of Gross External Trips (2) (3) (4) 50% 50% 50% 8 7 5 50% 50% 50% 8 7 5 16 15 10 NET EXTERNAL VEHICLE TRIPS 50% 29 50% 29 58 1 Net External Person Trips in Vehicles @ Net External Person Trips using Transit @ 1.40 Persons/ Vehicle 1.40 Persons/ Vehicle 50% 50% 41 10 50% 50% 41 10 81 20 Net External Person Trips (vehicles and transit modes) 50% 51 50% 51 138 1 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle I 50% 7 50% 7 14 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) A 16% reduction to adjust for the difference between ITE auto occupancy and local data (Miami's 1,4 vs. ITE's 1.2 pers/veh) (3) Transit trip reduction based on projected modal splits used in the Downtown Miami DRI Increment II (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II #05182 -PAC T-gen_PM.xls • TAZ 512 2005 Cardinal Distribution Direction TAZ 512 NNE 11.01% ENE 4.7©% ESE 4.8D% SSE 9.31 % SSW 15.24% WSW 2OE32% WNW 19.19% NNW 15.43% TOTAL • • 100.QO%ra 34.62% 15.71% 35.56% 14.11% #05182 TAZ 512 TAZ.xls • • • Appendix F Transportation Control Measures • • • MidTown Park TRAFFIC CONTROL MEASURES PLAN The project's design and location will reduce the project vehicular traffic volumes as follows: • The project is a proposed residential development, which includes a retail component. This type of development will result in a portion of the trips being captured within the development, or internal to the site. • The project will also provide residential units with accessibility to mass transit. This feature will allow residents to use mass transit for their trip to work, The development will also do the following to further reduce peak hour vehicle trips: • Will encourage employers/landlords to participate in ridesharing programs through South Florida Commuter Services. Available information will be obtained and distributed to all employers/landlords in the development. • Miami -Dade County Transportation Agency current local and regional mass transit route and schedule information will be provided to potential transit users in a prominent public area of the development. The information provided and maintained on the premises will be updated, when necessary, at no less than six month intervals_ • Promote mass transit use by encouraging employers/.landlords to purchase transit passes and make them available to employees and residents at discounted prices or no charge, or in lieu of subsidized parking. • Encourage employers to implement staggered work hours. Implementation of these items will result in a minimum of ten percent (10%) reduction of peak hour vehicle trips. The performance of the plan will be monitored by measuring actual afternoon peak hour volumes at the project driveways and comparing the counts against total project trips based on the Institute of Transportation .Engineers (ITE) trip generation rates. TRAFFIC CONTROL.DOC