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Home My WebLink AboutTAB N - URS Letter and Traffic Impact AnalysisMs. Lilts 1,Medina, A1CP • Assistant Tran partat on Coordinutor City of Miami, Office of. the City ManagerfCrar�sp'etiOn 444 SW tit Avenue .(i O° Floor) Miami,`Florida 33130' Dar Ms. Medina: Subsequent to our November 22, 2005 review cern eats for. the. .received a formal rise from David Plummer and Associates Inc. (Q We have also : rid a satisfactory latter (via eM'nall) f rfl the January 16, 2000, Photocopies of both the r $pOrisea letter from DPA attached herewith_ At this time, we conclude that the revised traffic report along with meets all the traffic requirements and the report Is to be sufficls Should you have any questions, please call Kherrt Myat or me at 954. Sincerely, URS Cam, ration Southern Raj a Sha •:' P.E_ • r Traffic Engineer .Attachm*nt Ca: Mr. Amin Espinosa, PECPA, (Fax: 305. Keyla watibrit Plar I, City of Miami {Faocg) �.441�i443) t1R Corporation i axttbart ComOl * Baba raver 5 d Menu.. $ i% 16C Fart tauftratlr, FL 3,309 76 Tut.964.739.73$ Fax: 994.789.i789 ©SS QNd i3V fl1d aIAVQ subject project, vie have PA) on January 6, 2005. FOOT Planning office on and e-mail from FOOT are the subsequent submittal nt. 739.1881. 9860b0b506 tE:tt 500t/L0/£0 i0 39Vd SEVEN 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 #05195 Seven MUSP Traffic Impact Study List of Exhibits TABLE OF CONTENTS Page ii EXECUTIVE SUMMARY 1 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 5.0 Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: 13 13 13 13 13 16 20 20 CONCLUSIONS 24 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 Page i Seven Mi1SP Traffic Impact Study LIST 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 22 14 Future with project PM Peak Hour Vehicular Volumes 23 15 Future Intersection Capacity Analysis 20 Page ii Seven MUSP Traffic Impact Study EXECUTIVE SUMMARY The Seven project is a residential project located on the west side of NE 2 Avenue between NE 27 and NE 28 Street in Miami, Fl. The project consists of 88 residential dwelling units and 6,800 SF of retail space. Access to the site is proposed on NE 28 Street and NE 27 Street via two-way driveways. Build out of the project is anticipated by the year 2007. The subject site is located just outside the boundaries of the Downtown Miami Area -wide DRI. Existing and future traffic conditions for the project area corridors were established using the person -trip based corridor capacity method. This method, consistent with the City's Comprehensive Plan, promotes improved transportation efficiency through increased private vehicle occupancies and makes mass transit a full partner in the urban transportation system. Analysis results show that the project area corridors are projected to operate within the established corridor threshold. The intersection capacity analysis was performed at the intersections under study using vehicular volumes and the Highway Capacity Software (HCS), based on the procedures of the 2000 Highway Capacity Manual. Results of the future intersection analysis show that all intersections operate within the standard adopted by the city. Page 1 Seven MUSP Traffic Impact Study 1.0 INTRODUCTION The Seven project is a residential project located on the west side of NE 2 Avenue between NE 27 and NE 28 Street in Miami, FL The project consists of 88 residential dwelling units and 6,800 SF of retail space. Access to the site is proposed on NE 28 Street and NE 27 Street via two-way driveways. Build out of the project is anticipated by the year 2007. 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 for this project (See Appendix A), the traffic study was performed for PM peak hour conditions. For traffic analysis purposes, the study area has been defined as 1-195 to the north, 1-395 to the south, Biscayne Boulevard to the east and 1-95 to the west. Corridor capacity analysis was performed along NE 2 Avenue from 1-395 to I-195 and along NE 20 Street from NE 2 Avenue to 1-95. Intersection capacity analysis was performed for the following intersections: • NE 26 Street / Biscayne Boulevard (signalized) • NE 29 Street / Biscayne Boulevard (signalized) • NE 27 Street / NE 2 Avenue • NE 28 Street / NE 2 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 meet 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 improved transportation efficiency through increased private vehicle occupancies, thus making mass transit a full partner in the urban transportation system. Page 2 I-195 NW35ST N us z NE30ST NE29ST NE27 ST NE 26 ST NE20ST co w z ›- NE 13 ST 1-395 PROJECT SITE i dPa PROJECT: SEVEN MUSP TRAFFIC IMPACT STUDY TITLE: LOCATION MAP EXHIBIT N0. 1 Page 3 Seven MUSP Traffic Impact Study 2.0 EXISTING TRAFFIC CONDITIONS 2.1 Data Collection Data collection for this study included roadway characteristics, intersection data, intersection volumes, and signal timing. The data collection effort is described in detail in the following sections. 2.1.1 Roadway Characteristics Biscayne Boulevard Biscayne Boulevard (US-1) is a major arterial that provides north/south access throughout the City of Miami from downtown (the CBD) north to the Broward County line. Between NE 20 Street and NE 36 Street, Biscayne Boulevard is a two-way, four -lane divided roadway. Exclusive left turn lanes are provided at major intersections. On -street parking is prohibited. The posted speed limit is 30 mph. NE 2 Avenue NE 2 Avenue is a minor arterial that provides north/south access within the study area. NE 2 Avenue is a two-way, four -lane undivided roadway within the project limits. On -street parking is prohibited. There are no posted speed limit signs within the study area. NE 28 Street NE 28 Street is a local roadway that provides east/west access within the study area. It is a two- way, one -lane in each direction roadway. On -street parking is not permitted and there are no posted speed limit signs within the study area. NE 27 Street NE 27 Street is a local roadway that provides east/west access within the study area. It is a two- way, one -lane in each direction roadway. On -street parking is permitted on both sides of the road and there are no posted speed limit signs within the study area. Page 4 Seven MUSP Traffic Impact Study 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 Miami -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 NE 31 ST 0re N.T.S. A N MIAMI AVE alw a N W Z LU 0 m Z a GO NE 30 ST CII NE2 CT O7 v °"' NE29 ST 1 M L 18 --37 ____BB m re) mi.-rt-- .4. 31 1 63 t MFN r- 32 ---y 31— NE28 ST r-15 .. T.- F- NE 27 ST 3 ��r J ir i. L 13 B f— 7 CD w tT Csi m N 0 eVC NE 26 ST �! 1 L 1 T— 20 14- 56 -..--11 1-24 13--! 1 '4-§m '"� tr 9 --P.— 22- PROJECT: SEVEN MUSP MUSP TRAFFIC IMPACT STUDY TITLE. EXISTING PM PEAK TRAFFIC VOLUMES EXHIBIT No. 2 Page 6 r NE 31 ST o 1 N. r. S. N MIAMI AVE tLJ Q CN w Z ul J D 0 CO i } U e1 NE 30 ST EQ NE 2 CT NE29ST —iir L _...ci ,,_._3._ 7 i 1.4._ , •IC NE28 ST li. __.,./ 1.4_ —E--i, ,--',--- -'0C NE 27 ST , ,. _..4 t*._ NE26 ST —*ifl' L 4 T- t PJE SEVEN MUSP MUSP TRAFFIC IMPACT STUDY TILE: EXISTING LANE CONFIGURATION EXHIBIT No. Page 7 Seven MUSPTraftc Impact Study 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 Miami 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 FDOT. Peak hour maximum service volumes were obtained from FDOT's 2002 Quality/Level of Service Handbook. Transit (bus and fixed rail) ridership and capacity were obtained from Increment II of the Downtown Miami Area -wide DRI. 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 Miami. 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 the Miami -Dade Transit Authority. Page 8 Exhibit 4 Existing Corridor and Transit Conditions Roadway Conditions (vehicles) Transit Conditions (persona) Total Total Total Total CORRIDOR Court Raw PM Peak PM Dir Max Bus Bus Metrarait Metrorall Metromover Metromover Transit Transit Existing Source/ Peak Hour Season Peak Hour Service Ridership Capacity Ridership Capacity Ridership Capacity Ridership Capacity l21 FROM TO IN Lanes Period Volume Factor Volume Volume[1] (2] (2] 121 [2] l21 121 (21 NE 2 AVENUE 2030 1-395 NE 13 Street SB 31 DPA - PM 1045 1.03 1076 2988 308 1070 0 0 53 960 361 NE 13 Street NE 14 Street NB SB 2LU 2111 DPA • PM DPA-PM 346 546 1.03 1.03 356 562 1328 1328 0 308 0 1070 0 0 0 0 22 26 480 480 22 334 480 1550 480 NE 14 Street NE 19 Street NB SB 2LU 2LU DPA - PM DPA - PM 346 546 1.03 1.03 356 562 1328 1328 0 84 0 518 0 0 0 0 22 28 480 480 22 110 998 713 NE 19 Street NE 20 Street NB SB 2LU 2LU DPA - PM DPA- PM 346 548 1.03 1.03 356 562 1328 1328 198 119 713 713 0 0 0 0 0 0 0 0 198 119 713 936 NE 20 Street 1-195 NB SB 2LU 2LU DPA - PM DPA - PM 723 423 1.03 1.03 745 436 1328 1328 60 18 936 936 0 0 0 0 0 0 0 0 60 18 936 NE 20 STREET 27 195 NE 2 Avenue N. Miamt Avenue EB WB 1LU 1LU DPA - PM DPA - PM 284 270 1.03 1.03 293 278 780 780 27 18 195 195 0 0 0 0 0 0 0 0 18 195 195 N. Miami Avenue NW 3 Avenue EB WB 2LU 2LU DPA - PM DPA- PM 483 544 1.03 1.03 497 560 1328 1328 27 18 195 195 0 0 0 0 0 0 0 0 27 18 195 195 NW 3 Avenue 1-95 EB WB 2LU 2LU DPA • PM DPA- PM 483 544 1.03 1.03 497 560 1328 1328 27 18 195 195 0 0 0 0 0 0 0 0 27 18 195 Notes: [1) Peak Hour Directional Maximum Service Volumes are obtained from FDOT's Ouality/Level of Service Handbook [21 Transit and roadway information obtained from the Downtown Miami DRI Increment II & Miami Dade Transit Authority Seven MUSP 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 (HCS), 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 NE 26 Street / Biscayne Boulevard S A NE 29 Street / Biscayne Boulevard S A NE 28 Street / NE 2 Avenue U A NE 27 Street / NE 2 Avenue U A Source: DPA U= unsignalized S= signalized Page 10 Exhibit 5 Person -Trip Volume and Capacity Existing Conditions Matrix Roadway Mode Transit Mode Segment Total (a) (b) (c) (d) (e) (f)- (g) (h) (i) (1) (k) (I) CORRIDOR Dir Roadway Vehicular Pers-Trip Capacity Roadway Vehicular Pers-Trip Volume Excess Pers-Trip Total Pers-Trip Total Pers-Trip PersTrip Excess Segment Pers Trip Segment Pers-Trip Pers-Trip Excess Segment Person Trip v!c LOS Capacity @PPV=1.6 Volume @PPV=1.4 Capacity Capacity Volume Capacity Capacity Volume Capacity FROM TO (a) ' 1.6 (c) ` 1.4 (b) - (d) )-(4) (b)+(t) (d)+(A) (I)-(1) (}1(i) t71 ill 123 (3] {41 I51 161 NE 2 AVENUE 1-395 NE 13 Street SB 2988 4781 1076 1507 3274 2030 361 1669 6811 1868 4943 0.27 C NE 13 Street NE 14 Street NB 1328 2125 356 499 1626 480 22 458 2605 521 2084 0.20 C SB 1328 2125 562 787 1337 1550 334 1216 3675 1121 2553 0.31 C NE 14 Street NE 19 Street NB 1328 2125 356 499 1626 480 22 458 2605 521 2084 0.20 C SB 1328 2125 562 787 1337 998 110 888 3123 897 2225 0.29 C NE 19 Street NE 20 Street NB 1328 2125 356 499 1626 713 198 515 2838 697 2141 0.25 C SB 1328 2125 562 787 1337 713 119 594 2838 906 1931 0.32 C NE 20 Street 1-195 NB 1328 2125 745 1043 1082 936 60 876 3061 1103 1958 0.36 C 58 1328 2125 436 610 1515 936 18 918 3061 828 2433 0.21 C NE 20 STREET C NE 2 Avenue N. Miami Avenue EB 780 1248 293 410 838 195 27 168 1443 437 1006 0.30 C WB 780 1248 278 389 859 195 18 177 1443 407 1036 0.28 N. Miami Avenue NW 3 Avenue EB 1328 2125 497 696 1428 195 27 168 2320 723 1596 0,31 C WB 1328 2125 560 784 1340 195 18 177 2320 802 1517 0.35 C NW 3 Avenue 1-95 EB 1328 2125 497 696 1428 195 27 168 2320 723 1596 0.31 C C WB 1328 2125 560 784 1340 195 18 177 2320 802 1517 0.35 Notes: i1) The Roadway Vehicular Capacity is obtained from Exhibit.4. (2) Person -Trip capacity is derived by applying a 1.6 vehicle occupancy to the vehicular 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. [51 The Total Transit Person -Trip Capacity is obtained by adding bus, metrorait 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). Seven Mtn? Traffic 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 Ranee 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. Page 12 Seven MUSP Traffic Impact Study 4.0 FUTURE TRAFFIC CONDITIONS 4.1 Background Traffic Consistent with other traffic studies performed in the area, a conservative one (1) percent growth factor was applied to existing traffic volumes. This growth rate is intended to account for future growth clue 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 July 2005). These projects are approved and are either under construction or about to break ground. Other projects are approved by City Comrnission but with no building permits, or in the application stage. The projects in the vicinity of Seven 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 2007. 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 Page 13 I-195 NW 36 ST NE 30 ST NE29 ST NE27ST m N NE26ST NE20ST PROJEtt: SEVEN MUSP TRAFFIC IMPACT STUDY I A N.T.S- PROJECT SITE e m z z m LEGEND 1 - PAC 2 - BAYVIEW MARKET 3 BISCAYNE PARK 4 - DISTRICT LOFTS 5 - ELLIPSE 6 - SOLEIL NE 13 ST TITLE: I-395 COMMITTED DEVELOPMENT EXHIBIT ND. 7 Page 14 J gi 14 NE 34 ST ❑ N.T.S. w Q Q z j ¢ N W z NE 30 ST ut J D 0 CO Z < U CO C° NE2 CT NE 29 ST as Cr) p co it N CO L._ L-18 61 --38 MmN en 1 ,i. "` �48 1e NE 28 ST 8s� t D o in to r- 01 N r 33 32 — T -a-1 -41tT mr,.- nr a L-13 NE 27 ST o1—j —} 3 c as m � T 9 ��17 14 1tT 0 O N 0 G CO NE 26 ST O r 1 i L T-11 f-24 -11 CA in T ca N r s-� 36 PROJECT: SEVEN MUSP MUSP TRAFFIC IMPACT STUDY TITLE: FUTURE WITHOUT PROJECT PM PEAK HOUR TRAFFIC VOLUMES EXHIBIT No. 8 Page 15 Seven MUSP Traffic Impact Study following procedures consistent with Increment II 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 (11'h) Trip Generation 7th Edition rates or formulas. • Gross vehicular trips were reduced by 16% based upon the use of the ITE trip rates (City of Miami's 1.4 vs. ITE's 1.2 pers/veh). • Gross vehicular trips were reduced by 14.9% to reflect transit usage based on projected modal splits from Increment II of the Downtown DRI. • Gross vehicular trips were also reduced by 10% for pedestrian/bicycle based on estimates from Increment II of the Downtown DRI. • 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 Protect Trip Assignment Project traffic was distributed and assigned to the study area using the Cardinal Distribution for TAZ 495, 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 Seven MUSP PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTA % Trips % Trips Trips High -Rise Condominulm Specialty Retail 88 DU 6,800 SF 232 814 62% 44% 21 8 38% 56% 12 10 33 18 GROSS VEHICLE TRIPS 57% I 29 43% [ 22 1 51 Vehicle Occupancy Adjustment @ 16.00% of Gross External Trips (1) Transit Trip Reduction 0 14.90% of Gross External Trips (2) Pedestrian / Bicycle Trip Reduction @ 10.00% of Gross External Trips (3) 57% 57% 57% 5 4 3 43% 43% 43% 4 3 2 8 7 8 NET EXTERNAL VEHICLE TRIPS [ 57% 17 43% 13 28 Net External Person Trips in Vehicles 0 1.40 Persons/ Vehicle Net External Person Trips using Transit 0 1.40 Persons/ Vehicle 57% 57% 22 6 43% 43% 17 4 39 10 Net External Person Trips (vehicles and transit modes) 57% 28 43% 21 49 Net External Person trips wanting / using bicycle 1.40 Persons/ Vehicle j 57% I 6 43% I 5 1 11 Notes (1) A 18% reduction to adjust for the difference between ITE 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 DRI Increment II (3) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment II Seven MUSP Traffic Impact Study Exhibit 10 Cardinal Distribution of Trips TAZ 495 Cardinal Direction Distribution TAZ 495 NNE ENE ESE SSE SSW WSW WNW NNW Total 14.58% 4.32% 5.74% 11.94% 12.74% 21.61% 14.08% 14.99% 100% Page 18 I g 0 e I ° e e,- ir NE 31 ST o CC 1 N.T.S. N MIAMI AVE N uJ z w m 0 m uJ CO NE30 ST m A o I1 A. in NE2 CT e in NE29 ST 1 -1 o t 10% a g N ao% —t tO 1 1, oo e Ij' —15% NE 28 ST 1 15% �' % T r- (20%) _ ---0 7 in ` (15%) r (10%) 0 ITtiN..v 15°% NE 27 ST I' W o �(20%) (5%) 1 o Li- (25%) (10%)-t a 45% O10 r y � if tO ir 15%-4 (5%) (15%) FT CV 1 0 N I (5%)--'Z I 1 I .+ 10 NE26 ST 1 LO LEGEND t r IN -XX% OUT - (XX%) dPa PROJECT: SEVEN MUSP MUSP TRAFFIC IMPACT STUDY TITLE! PROJECT VEHICULAR TRIP ASSIGNMENT EXHIBIT No. 11 Page 19 Seven MUSP 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 2007 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 2007 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 S/U LOS Future Without Project LOS Future with Project NE 26 Street / Biscayne Boulevard S A A NE 29 Street / Biscayne Boulevard S A A NE 28 Street / NE 2 Avenue U B B NE 27 Street / NE 2 Avenue U B B Source: DPA U= unsignalized S= signalized Page 20 Exhibit 12 Person -Trip Volume and Capacity Future Conditions Matrix Corridor From To Without Project With Project Div (a) Existing Pers-Trip Volumes (b) Future Bkg. Pers-Trip 1.0% 2 (c) Committed Development Pers-Trip (d) Future Pers-Trip Volumes (b)+ic) (e) Projected Transit Capacity (t) Future Pers-Trip Capacity (g) Future wlout Proj Pers-Trip (h) Project Pers-Trip Volume (1) Total Pers-Trip Volumes (d)+(h) (j) Future Pers-Trip Capacity (k) Future with Proj Pers-Trip We (dZlD LOS v/c VP LOS tsl (2) [3) HI [51 MI (4) (51 NE 2 AVENUE 1-395 NE 13 Street SS 1868 1905 460 2365 -233 6578 0.36 C 5 2370 6570 0.36 C NE 13 Street NE 14 Street NB 521 531 0 531 0 2605 0.20 C 0 531 2605 0.20 C SB 1121 1144 460 1604 -233 3442 0.47 D 5 1608 3442 0.47 D NE 14 Street NE 19 Street NB 521 531 564.45 1096 0 2605 0.42 D 6 1102 2805 0.42 0 SB 897 915 615.95 1531 -177 2946 0.52 D 5 1536 2946 0.52 D NE 19 Street NE 20 Street NB 697 711 651.8 1363 -186 2652 0.51 D 6 1369 2652 0.52 D SB 906 925 558.6 1483 -186 2652 0.56 D 5 1488 2652 0.56 D NE 20 Street 1-195 NB 1103 1125 482.1 1607 0 3061 0.52 D 9 1616 3061 0.53 D SB 628 641 420.15 1061 0 3061 0.35 C 12 1072 3061 0.35 C NE 20 STREET NE 2 Avenue N. Miami Avenue E8 437 445 209 655 -9 1434 0.46 D 3 657 1434 0.46 D WB 407 416 213 628 -9 1434 0.44 D 1 629 1434 0.44 D N. Miami Avenue NW 3 Avenue EB 723 738 209.2 947 -9 2311 0.41 D 3 950 2311 0.41 D WB 602 819 212.7 1031 -9 2311 0.45 D 2 1034 2311 0.45 D NW 3 Avenue 1-95 EB 723 738 209 947 -9 2311 0.41 D 3 950 2311 0.41 D WB 802 819 213 1031 45 2365 0.44 D 2 1034 2365 0.44 D Notes: 11j The Existing Person Trip Volume is obtained from Exhibit 5. column (1) 12) Year 2007 Background Person Trip Volume Is derived by applying a 1% growth factor to the existing person -trip volume [3i Projected Transit Capacity was obtained from the Downtown Miami DRI Increment II [41 The Total Future Peak Hour Parson Trip Capacity is obtained by adding all modes of transportation (Exhibit 5, column (1}} and the projected transit capacity (Exhibit 12, column e) [51 The Person Trip LOS is provided consistent with the FDOTs Quality/Level of Service Handbook (see Appendix C) [61 Project Person Trip Volumes are derived from Trip Generation Analysis NE 31 Si o N.T.S. N MIAMI AVE al Q N uJ Z NE 30 ST a p co Z } U CO m IN =18 OUT=14 NE2 CT NE 29 ST N 1 T 3 NE 28 ST I '- 7 c Js co r .....--- 3 NE 27 ST 4 1—ir ...1 3 1—'- - 41 I NE 26 ST N I T 2� i M Fa PROJECT: SEVEN MUSP MUSP TRAFFIC IMPACT STUDY TOLE; PROJECT TRIPS PM PEAK HOUR TRAFFIC VOLUMES EXHIBIT No. 13 j Page 22 NE 34 ST o Ir 1 N.T. S. N MIAMI AVE LIJ Q (V 111 z NE 30 ST 7 w J 0 m w Z Q 0 °° NE 2 CT NE 29 ST co co N Lam- L 38 61 -� � I �J L NE 28 ST ash I } iO N co re E33 0) N --0.- 32 —i �10 f 7 �15 4 r W 29 1 4 ____S ....ma L-13 $� NE 27 ST —` VT N) I 4,_71r 4� c o m i0 i ti t'- --.--12 ��-17 _-- 11-i 7 or In O tr C O t7 NE 26 ST Of o- J 0 �N_ / L 20 3_i 5 - . 72 —� 59 - 11 24 F— 13-4 9—+ 1 co t r m N v. - - 35 PROJECT; SEVEN MUSP MUSP TRAFFIC IMPACT STUDY TITLE: FUTURE WITH PROJECT PM PEAK HOUR TRAFFIC VOLUMES EXHIBIT No. Page 23 Seven MUSP Traffic Impact Study 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of Seven was performed. Analysis of future (2007) 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 musp report.doc Page 24 Appendix A Approved Methodology & Site Plan DAVID PLUMMER & ASSOCIATES, INC. TRANSPORTATION • CIVIL • STRUCTURAL • ENVIRONMENTAL To: Affiliation: From: RE: cc: Facsimile Transmission Or Mr. Raj Shanmugam, PE URS Corporation Juan Espinosa Fax #: (954) 739-1789 Phone #: (954) 739-1881 Date: August 18, 2005 Seven - #05195 Pages: 3 page(s), including cover Miranda Blogg, Lilia Medina, Ricardo Lara, Dean Lewis, Ben Fernandez, file REVISED August 23, 2005 Seven Lands Development is pursuing City of Miami approvals for a residential project located on the west side of NE 2nd Avenue between NE 27th and NE 28th Streets in Miami, Florida. The project consists of approximately 90 residential dwelling units and supporting retail space. The subject site is located outside the limits of the Downtown Miami Area -wide DRI. The study area has been defined as I-195 to the north, I-395 to the south, Biscayne Boulevard the east and I-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. NE 26th Street / Biscayne Boulevard (signalized) 2. NE 29th Street / Biscayne Boulevard (signalized) 3. NE 27th Street / NE 2nd Avenue 4. NE 28th Street / NE 2nd 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. NE 2"d Avenue between 1-395 to NE 13th Street 2. NE 2nd Avenue between NE 13th Street and NE 20th Street 3. NE 2"d Avenue between NE 20th Street and NE 1-195 4. NE 20th Street between NE 2nd Avenue and Miami Avenue 5. NE 20th Street between Miami Avenue and 1-95 • Available Florida Department of Transportation (FDOT) counts will be consulted where appropriate. 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 E-MAIL: dpaadplummer.Com 4a) • 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. • Corridor capacity will be estimated using generalized vehicular capacities (converted to person -trips) from 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 1'lb trip rates (City of Miami's 1.4 vs. ITE'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. 6. 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 be 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 Plan 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.doc 1750 PONCE DE LEON BOULEVARD CORAL GABLES. FLORIDA 33134 TELEPHONE: 305 447-0900. FAX: 305 444-4986 E-MAIL: dpa@dplummer.com dP� IIEJ 1111 'e Z [ I -It i . II( 11111J111 9 hh 11 I1. NE 21 STREET "cam --------.---__.__. 1 NE .6-1 µ.-4. SW-D. • 271h STT REE 1 Appendix B Traffic Counts & Signal Timings Raw Traffic Counts NE 29TH STREET & BISCAYNE BLVDJUS 1 MIAMI, FLORIDA COUNTED BY: I. GONZALEZ & O. GONZALEZ -1LIZBD TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050237 Start Date: 09/06/05 File I.D. : 29S RISC Page : 1 BISCAYNE BLVD/US 1 From North Peds Right Thru Left Date 09/06/05 16:00 3 12 215 16:15 3 9 219 16:30 0 15 202 16;05 3 14 185 Er Total 9 50 821 17:00 1 16 251 17:15 4 5 266 17:30 0 12 232 37:45 2 4 213 Er Total 7 37 992 NE 29 STREET from East Peds Right Thru Left BISCAYNE BLVD/US 1 From South Peds Right Thu Left NE 29 STREET Prom West Peds Right Thru Left Vehicle Total 4 9 6 6 25 6 9 11 6 32 8 2 7 5 1 4 8_ 2 24 13 10 4 9 5 13 8 7 3 39 20 16 5 11 3 35 11 9 14 17 51 4 9 12 18 6 18 1l 16 34 61 2 8 2 6 1 4 5 15 10 33 4 7 9 5 2 4 2 2 17 18 283 254 49 /59 845 303 283 244 261 1091 13 11 4 5 33 2 10 11 31 4 8 9 17 598 4 4 9 10 550 0 4 2 7 322 0 2 7 12 527 8 18 27 46 1997 1 14 6 22 644 4 6 6 19 644 3 11 13 14 584 5 8 8 15 586 13 39 33 70 2458 *TOTAL* 16 87 1813 57 1 63 33 69 112 1 27 51 1936 64 21 57 60 116 1 4455 NE 29TH STREET & BISCAYNE BLVD/US I NIAKI, PLORIDA MINTED BY: I. GONZALEZ & 0. GONZALEZ 1LIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES & PEDS Site Code : 00050237 Start Date: 09/06/05 File I.D.: 29S RISC Page : 2 BISCAYNE BLVD/US 1 From North Peds Right Thru Left NE 29 STREET From East Peds Right Thru Left BISCAYNE BLVD/DS 1 From South Peds Right Thru Date 09(06/05 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 09/06/05 17:00 17:00 37 992 32 - 20 34 61 18 1091 3% 93% 3% - 17t 30% 53% 2t 96t 115 1140 17:15 17:00 5 266 9 - 5 12 18 - 7 303 35 312 .82 .91 Peak start 17:00 Volume Percent Pk total 1061 Highest 17:15 Volume - Hi total 280 PBF .95 Left NB 29 STQEET From Nest Peds Right Thru Left Vehicle Total NE 29 STQEET 31 34 102 37 70 70 • 33 37 BISCAYNE BLVD/US 1 992 32 37 992 32 1,061 2,242 33 142 • 39 39 1 r 44 70 1,091 20 • ALL VEHICLES & PEDS Intersection Total 2,458 61 992 39 1,092 2,232 19 31 3% 2 17:00 - 39 33 70 - 27% 23% 49% 142 17:00 14 6 22 42 .85 39 39 115 1,140 • 31 • 1,091 31 BISCAYNE BLVD/US 1 1,091 • 18 20 20 34 34 61 61 83 NE 29 STREET 18 17 17 32 33 18 i i t i 1 M JAM I , FL I ID A 5gFri-EMIScik r7 ,zoos 5. L 1 z.ED Norrh ny NE 26TH STREET & BISCAYNE BOULEVARD/USI MIAMII, FLORIDA GRUNTED BY: CHRIS PBRALTA ALIEBD TRAFFIC SURVEY 624 GARDE DELRAY BEACH, (561) 272-3255 SPECIALISTS, INC. NIA TERRACE FLORIDA 33444 FAX (561) 272-4381 ALL VEHICLES Site Code : 00050237 Start Date: 11/30/05 File I.D. : US1 26ST Page : 1 BISCAYNE BOULEVARD/US 1 From Borth Night Thra UTurn Left Date 11/30/05 IS 26TH STREET From Bast Right Thru UTurn Left BISCAYNE BOULEVARD/US 1 From South Right Thru UTurn Left NE 26TH STREET From Nest Right Thru UTurn left Total 16:00 4 220 0 3 16:15 2 238 0 3 16:30 2 210 0 3 16;45 4 234 0 7 Hr Total 12 902 0 16 17:00 4 251 0 4 17:15 5 272 0 3 17:30 2 247 0 1 17:45 1 252 1 3 Hr Total 12 1022 1 11 8 8 5 a 29 1 1 4 3 9 7 1 2 3 13 0 0 0 0 0 2 0 3 0 4 0 0 0 9 0 7 13 6 5 31 8 2 3 2 15 4 5 7 4 20 2 3 4 1 310 313 349 305 1277 337 303 291 304 11 1235 0 3 0 6 0 7 0 3 0 19 0 3 0 3 0 4 1 4 1 14 5 5 6 1 5 1 5 3 0 0 0 3 4 0 0 4 21 10 0 11 5 6 5 5 1 1 4 1 21 7 0 5 0 2 0 3 0_ 4 14 579 600 597 10 2361 623 604 572 583 2382 tTOTALt 24 1924 1 27 1 38 22 0 46 I 31 2512 1 33 I 42 17 0 25 I 4743 NI 26TH STREET A BISCAYNE BOULEVARD/US1 MIAMI, FLORIDA COUNTED BY: CHRIS PERALTA YALISED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00050237 Start Date: 11/30/05 File I.D. : US1 26ST Page : 2 BISCAYNE BOULEVARD/US 1 From North Right Thru UTurn Left Date 11/30/05 NE 26TE STREET From Bast Right Thru UTuru Left BISCAYNE BOULEVARD/US 1 Froa South Right Thru UTurn Left NE 26TH STREET From west Right Thru UTurn Left Total Peak Hour Analysis By Entire Intersection for Peak start 16:30 16:30 Volume 15 967 0 17 15 Percent 21 971 01 21 331 Pk total 999 46 Highest 17:15 16:45 Volume 5 272 0 3 8 Hi total 280 16 PHF .89 .72 NE 26TH STREET 16 10 4]. 15 the Period: 16:00 to 18:00 on 11/30/05 16:30 10 0 21 16 1294 0 221 01 461 11 981 01 1326 16:30 3 0 5 7 349 0 363 .91 BISCAYNE BOULEVARD/US 1 967 967 999 17 17 9 6 38 21 21 0 2,319 11 1,294 15 1,320 • ALL VEHICLES Intersection Total 2,409 21 967 21 1,009 2,335 16 16 8 16 11 7 16:30 21 6 0 11 55% 161 01 291 38 16:45 5 3 0 4 12 .79 46 1,326 • 1,294 1,294 BISCAYNE BOULEVARD/US 1 0 0 15 15 10 10 21 21 39 NE 26TH STREET 16 16 • 0 0 17 6 16 NC. Zhi $T PITA FROM 1 1 N Tth H� 21. ST. Mt AM t 3 F1_.01Z...1 DA DE:CEMBER ! , Z.cc S "DRAWN , Mi CitACL 14M-014E St GN ALl 'Z.+Et NE 28 STREET & NE 211D AVENUE MIAMI, FLORIDA Co1NTED BY: MIKE BALONE SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 RAI (561) 272-4381 ALL VESICLES Site Code : 00050237 Start Date: 09/06/05 File I.D. : 28ST2AVE Page :1 NE 2ED AVENUE From North Right Thru UTurn Left Date 09/06/05 NE 28TR STREET From East Right Thru UTurn Left NE 2ND AVENUE Prom South Right Thru UTurn Left HE 28TH STREET From West Right Thru UTurn Left Total 16:00 0 110 0 4 16:15 1 106 0 3 16:30 0 95 0 6 16:45 2 115 1 4 Er Total 3 426 1 17 17:00 0 117 0 6 17:15 1 112 0 0 17:30 1 105 0 1 17:45 0 92, 0 2 Br Total 2 426 0 9 5 0 0 1 5 186 0 1 4 0 1 2 5 165 0 5 16 1 0 3 2 190 0 0 6 J 0 8 4 206 0 0 31 1 1 14 16 747 0 6 7 1 0 7 4 214 0 1 8 0 0 2 2 177 0 4 6 0 0 3 0 213 0 1 6 0 0 1 1 174 1, 0 27 1 0 13 7 778 1 6 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 0 0 1 0 0 2 2 0 0 0 0 0 0 0 5 0 0 2 312 293 313 346 1264 359 309 332 277 1277 *TOTAL* 5 852 1 26 I 58 2 1 27 1 23 1525 1 12 1 6 0 0 2 1 2541 NE 28 STREET & NB 2ND AVENUE KIAXI, FLORIDA romNTED BY: NIKE MALONE UIGNALIZE0 TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACB, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 PEDESTRIANS Site Code : 00050237 Start Date: 09/06/05 File I.D. : 2BST2AVE Page : 1 NE 2ND AVENUE From North Peds Right Thru Left Date 09/06105 NE 2BTB STREET From East Peds Right Thru Left NE 2ND AVENUE From South Peds light Thru Left NE 28TB STREET From Wiest Peds Right Thru Left Total 16:00 1 0 0 0 16:15 3 0 0 0 16:30 0 0 0 0 1G;45 1 0 0 0 Br Total 5 0 0 0 17:00 1 0 0 0 17:15 0 0 0 0 17:30 0 0 0 0 ;7:45 0 0 0 0 Br Total 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 1 0 0 0 3 0 0 0 1 0 0 0 0 0 0 0 4 0 0 0 0 0 0 Q.. 5 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 2 0 0 0 2 0 0 0 1 0 0 0 2 0 0 0 7 0 0 0 12 0 0 0 3 0 0 0 4 0 0 0 1 0 0 0 2 0 0 0 10 0 0 0 4 6 2 11 23 5 4 6 3 18 *TOTAL* 6 0 0 0 8 0 0 01 5 0 0 01 22 0 0 0( 41 HE 28 STREET E NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: MIKE MALONE SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00050237 Start Date: 09/06/05 File I.D. : 28ST2AVE Page :2 NE 2ND AVENUE From North Right Thru UTura Date 09/06/05 Left NE 28TE STREET Prom East Right Thru UTurn Left NE 2ED AVENUE From South Right Thru UTurn Left NE 28TE STREET From Neat Right Thru UTurn Left Total Peak Hour Analysis By Entire Intersection for the Period: Peak start 16:45 16:45 Volume 4 449 1 11 27 Percent 1% 97% 0t 2% 56t Pk total 465 48 Highest 17:00 17:00 Volume 0 117 0 6 7 Hi total 123 15 PHI? .95 .80 0 0 I NE 28TH STREET 6 1 11 4 2 2 0 7 5 5 4 4 16:00 to 18:00 on 09/06105 16:45 1 0 20 10 810 24 0% 42% 1% 98% 826 17:00 1 0 7 4 214 219 .94 NE 2ND AVENUE 449 0 0 0 8 12 449 12 465 1,304 16:45 0 6 5 0 0 2 01 1% 71% 0% 0% 29% 7 17:15 0 1 1 0 0 2 3 .58 2 810 27 839 ALL VEHICLES Intersection Total 1,346 20 449 5 474 1,300 6 6 NE 2ND AVENUE 7 48 826 810 810 0 0 27 27 1 1 20 20 22 NE 28TH STREET 10 10 • 0 0 12 0 10 2 tit& z%ST. 4. a 0 ii4d< h Nort1, EAsT Auto Semi cE NA1 1\ FLoizADA 3EcTEMSsR rI ,z005 MAwiI1 3N , NE L MIL. N t�oT 5 Gist Kt... ! L..CD NE 27TH STREET 6 NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: SUSAN MALONE TRAFFIC SURVEY 624 GARDE DELRAY BEACH, (561) 272-3255 SPECIALISTS, INC. NIA TERRACE FLORIDA 33444 FAX (561) 272-4381 ALL VEHICLES Site Code : 00050237 Start Date: 09/06105 File I.D. : 27ST2AVE Page :1 NB 2ND AVENUE FIom North Right Thru UTurn Left Date 09/06/05 NE 27TB STREET From East Right Thru UTurn Left NE 2ND AVENUE from South Right Thru UTurn Left NE 27TE STREET From Heat Right Thru UTurn Left Total 16:00 5 107 16:15 8 100 16:30 5 85 16:45 6 115 Br Total 24 407 17:00 3 116 17:15 1 110 17:30 4 100 ;7:45 3 94 Er Total 11 420 0 4 a 2 0 5 0 4 0 15 0 0 1 0 1 4 4 4 0 12 2 3 0 6 3 0 2 4 0 4 2 0 14 12 0 1 2 0 5 2 0 2 0 0 2 1 0 10 5 0 1 3 1 1 6 5 0 2 2 9 8 5 9 4 26 3 6 2 4 15 188 172 188 /03 751 210 172 210 169 761 0 1 0 0 1 1 0 0 0 1 21 17 30 14 82 34 20 29 17 100 12 1 0 2 354 17 3 0 1 338 13 1 0 2 345 15 0 0 5 373 57 5 0 10 1410 9 0 0 4 392 10 0 0 3 333 11 2 0 0 367 16 1 0 4 313 46 3 0 11 1405 *TOTAL* 35 827 1 271 24 17 0 151 41 1512 2 1821 103 8 0 211 2815 NE 27TH STREET & NE 2ND AVENGE KIAMI, FLORIDA COUNTED BY: SUSAN MALONE TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DBLRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 PEDESTRIANS Site Code : 00050237 Start Date: 09/06/05 File I.D. : 27ST2AVE Page : 1 NE 2ND AVENUE From North Peds Right Thru Left Date 09/06/05 NE 27TH STREET From East Peds Right Thru Left NE 2ND AVENUE From South Peds Right Thru Left NB 27TH STREET From West Peds Right Thru Left Total 16:00 0 16:15 1 16:30 0 16:45 0_ Er Total 1 17:00 4 17:15 3 17:30 2 ;7:45 0 Br Total 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 1 0 0 0 0 4 0 0 0 3 Q 0 0 1 10 0 0 0 7 2 0 0 0 2 2 0 0 0 0 7 0 0 0 3 1 0 0 0 1 12 0 0 0 6 0 0 0 0 0 0 0 6 0 0 0 4 0 0 0 6 0 0 0 2 0 0 0 9 0 0 0 6 0 0 0 9 0 0 0 12 0 0 0 30 0 0 0 2 0 0 0 10 0 0 0 2 0 0 0 7 0 0 0 1 0 0 0 13 0 0 0 0 0 0 0 2 0 0 0 5 0 0 0 32 *TOTAL* 10 0 0 0 1 22 0 0 0 1 13 0 0 0I 17 0 0 0 62 NE 27TH STREET & NE 2ND AVENUE MIAMI, FLORIDA COUNTED BY: SUSAN MALONE TRAFFIC StiRVEY SPECIALISTS, IBC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX 1561) 272-4381 ALL VEHICLES Site Code : 00050237 Start Date: 09/06/05 File I.D. : 27ST2AVB Page : 2 BE 2ND AVENUE From North Right Thru UTurn Left NB 27TR STREET From East Right Thru UTurn Left NE 2ND AVENUE From South Right Thru UTurn Left Date 09/06105 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 09/06/05 Peak start 16:45 16:45 16:45 Volute 14 441 1 16 12 6 0 8 15 795 1 97 Percent 31 931 01 3# 461 23% 01 311 2# 881 01 111 Pk total 472 26 908 Highest 16:45 17:00 17:00 Volute 6 115 0 4 1 2 0 5 3 210 1 34 Hi total 125 8 248 PHF .94 .81 .92 NE 27TH STREET 98 6 118 14 12 12 2 14 14 NE 2ND AVENUE 441 17 441 17 472----------J 1,291 2 59 45 45 0 177 12 795 12 819 • ALL VEHICLES Intersection Total 1,465 r 8 441 45 494 1,402 • 98 98 NE 2ND AVENUE 6 NB 27TH STREET From Nest Right Thru UTurn Left Total 16:45 45 2 0 12 761 31 01 201 59 16:45 15 0 0 5 20 .74 0 0 12 12 26 6 • 6 8 8 34 NE 27TH STREET 908 ---� • 795 • 15 0 795 15 0 17 2 15 N .e- Z % E Z1 5T. 4,\ Nam' W otZKICOMAIstetir1 w z i • Ah. dwo . NE tit T. t) MtPt' , LoR‘b tat 5EJYTelsAtSeP. t7, zooS Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Page 1 Volume Report with 24 Hour Totals g *.****************************************************************************** Data File D0907006.PRN Station : 000000090605 Identification : 249600650022 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 2 Avenue South of NE 13 Street ******************************************************************************* Sep 7 Southbound Volume End Time 00 01 02 03 04 05 06 07 08 --09 --10 - 11 --_- 15 20 14 10 9 6 13 65 137 275 318 166 180 30 20 7 6 5 10 9 75 208 307 249 192 152 45 22 12 12 1 8 15 134 246 366 253 182 140 00 10 9 15 4 11 35 150 290 412 -- 224 147 -184 -- Hr Total 72 42 43 19 35 rt--- 72 424 881 1360 1044 687 656 End Time 12 13 14 15 16 17 18 19 20 --- 21 22 --23 ---- 15 189 210 213 222 230 319 244 127 94 -103 57 44 30 171 180 174 286 253 272 178 135 115 88 43 31 45 176 229 209 264 305 258 146 104 91 71 47 37 00 215 216 194 200 275 178 147 _114 --82 --50 --42 --17 Hz Total 751 835 790 972 1063 1027 715 480 382 312 189 129 - Hour Total : 12980 AM peak hour begins : 08:15 AM peak volume : 1403 Peak hour factor : 0.85 PM peak hour begins : 16:30 PM peak volume : 1171 Peak hour factor : 0.92 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 s.,***ir*******iric*****skit*** k*9rdtieir*itie*******ytit9t#4r**************ie*irir9r***irieiriricitit***** Data File : D0907004.PRN Station : 000000090604 Identification : 249603860051 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 2 Avenue South of NE 17 Street ******************************************************************************* Sep 7 Northbound Volume for Lane 1 Enid Time 00 01 02 03 04 05 06 07 08 09 10 11 15 11 9 4 1 4 11 13 20 36 44 39 60 30 12 11 2 5 7 9 21 31 43 50 54 58 45 8 8 2 3 2 15 29 30 43 34 41 70 00 9 11 5 3 5 15 39 38 39 44 42 54 Hr Total 40 39 13 12 18 50 102 119 161 172 176 242 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 100 58 48 66 94 77 65 39 32 38 23 11 30 64 61 49 93 68 97 64 32 25 23 19 18 45 74 63 48 75 114 84 40 36 14 22 12 10 00 66 59 42 75 82 75 44 27 35 25 6 2 _- Hr Total 304 241 187 309 358 333 213 134 106 108 60 41 Hour Total : 3538 AM peak hour begins : 11:30 AM peak volume : 288 Peak hour factor : 0.72 PM peak hour begins : 16:30 PM peak volume : 370 Peak hour factor : 0.81 Sep 7 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 15 8 3 10 3 12 38 156 246 230 123 138 30 12 5 16 8 6 11 62 188 226 188 124 114 45 10 8 8 7 8 23 132 230 272 169 112 112 00 6 9 8 4 4 32 88 258 250 145 132 117 Hr Total 43 30 35 29 21 78 320 832 994 732 491 481 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ^_ 15 127 157 142 110 119 174 159 86 57 54 28 25 30 129 128 123 121 126 164 114 66 57 47 36 24 45 158 142 134 135 105 137 85 60 44 29 28 16 00 149 138 126 122 139 127 88 71 52 27 26 11 Hr Total 563 565 525 488 489 602 446 283 210 157 118 76 24 Hour Total : 8608 AM peak hour begins : 07:45 AM peak volume : 1002 Peak hour factor : 0.92 PM peak hour begins : 16:45 PM peak volume : 614 Peak hour factor : 0.88 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Page 2 Volume Report with 24 Hour Totals 9 x0****************************************************************************** Data File : D0907004.PRN Station : 000000090604 Interval 15 minutes Identification : 249603860051 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 2 Avenue South of NE 17 Street ******************************************************************************* Sep 7 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 --09 10 11 -_- 15 26 17 7 11 7 23 51 176 282 274 162 198. 30 24 16 18 13 13 20 83 219 269 238 178 172 45 18 16 10 10 10 38 161 260 315 203 153 182 00 15 20 13 7 9 47 127 296 289 189 174 171 _ Hr Total 83 69 48 41 39 128 422 951 1155 904 667 723 End Time 12 13 14 15 23 --16 _-17 --18 --19 _-20 --21 --22 -- 15 227 215 190 176 213 251 224 125 89 92 51 36 30 193 189 172 214 194 261 178 98 82 70 55 42 45 232 205 182 210 219 221 125 96 58 51 40 26 00 215 197 168 197 221 202 132 98 87 52 32 13 uY Total 867 806 �712 797 -847 935 659 417 316 265 178 117 _s Hour Total : 12146 AM peak hour begins : 07:45 AM peak volume : 1162 Peak hour factor : 0.92 PM peak hour begins : 16:45 PM peak volume : 954 Peak hour factor : 0.91 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Page 1 Volume Report with 24 Hour Totals 9 ******************************************************************************** Data File D0907005.PRN Station : 000000090602 Identification : 249841110115 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 2 Avenue North of NE 27 Street ************************************************,****************************** Sep 7 Northbound Volume for Lane 1 End Time 00 01 02 03 15 17 12 3 8 30 11 9 6 4 45 11 7 7 5 00 20 12 7 9 Hr Total 59 40 23 26 04 05 06 07 08 09 10 11 ---8 - 18 --23 --36 79 91 101 111 8 9 27 66 80 78 110 103 9 17 50 71 83 82 94 138 4 15 59 81 72 98 103 116 -- 29 59 159 254 314 349 408 468 End Time 12 13 14 15 15 185 130 123 144 30 142 142 129 172 45 133 134 128 164 00 130 120 122 156 16 17 184 156 205 180 v--Total 590 526 502 -636 725 196 160 186 179 721 18 190 162 134 128 614 19 115 79 88 79 361 20 21 80 72 82 52 60 62 60 44 22 23 40 22 36 32 32 19 34 20 282 230 142 93 �= Hour Total : 7610 AM peak hour begins : 11:30 AM peak volume : 581 Peak hour factor : 0.79 PM peak hour begins : 16:30 PM peak volume : 741 Peak hour factor : 0.90 ******************************************************************************* Sep 7 Southbound Volume for Lane 2 End Time 00 01 02 15 15 5 2 30 9 6 6 45 9 5 3 00 10 6 3 Hr Total 43 22 14 03 04 05 06 07 4 3 12 45 131 1 3 10 70 163 4 7 16 119 220 1 7 21 96 273 --10 --20 --59 -330 787 913 640 08 09 221 208 193 159 241 138 258 135 10 11 121 112 106 113 452 108 77 94 98 377 End Time 12 13 14 15 15 97 133 116 105 30 112 113 112 88 45 130 105 103 100 00 115 131 97 98 Hr Total 454 482 428 391 16 102 100 86 105 393 17 18 19 105 136 110 102 453 122 70 100 76 77 60 87 49 20 51 38 30 42 21 41 30 32 39 22 23 32 20 26 21 31 20 31 15 386 255 161 142 120 76 24 Hour Total : 7408 AM peak hour begins : 07:45 AM peak volume : 928 Peak hour factor : 0.85 PM peak hour begins : 12:30 PM peak volume : 491 Peak hour factor : 0.92 *****************************,************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D0907005.PRN Station : 000000090602 Identification : 249841110115 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 2.Avenue North of NE 27 Street ******************************************************************************* Sep 7 Total Volume for All Lanes End Time 00 01 02. 03 04 05 11 _-_-06 --07 ^_08 --09 --10 _r 15 32 17 --~5 12 11 - 30 68 167 300 299 222 219 30 20 15 12 5 11 19 97 229 273 237 222 180 45 20 12 10 9 16 33 169 291 324 220 200 232 00 30 18 10 10 11 36 155 354 330 _233 -216 -214 Hr Total 102 ^62 37 -~36 49 -118 489 1041 1227 989 860 845 End Time 12 13 14 15 16 17 18 19 23 --20 ^'21 -_22 '_ 15 282 263 239 249 286 301 312 185 131 113 72 42 30 254 255 241 260 256 296 262 155 120 82 62 53 45 263 239 231 264 291 296 211 148 90 94 63 39 00 245 251 219 254 285 281 215 128 102 --- 83 65 Y 35 FL-- Total 1044 1008 930 1027 1118 1174 1000 616 443 Y372 262 169 Hour Total : 15018 AM peak hour begins : 07:45 AM peak volume : 1251 Peak hour factor : 0.88 PM peak hour begins : 17:15 PM peak volume : 1185 Peak hour factor : 0.95 ******************************************************************************* ******** Lnca File Station identificat Start date Stop date City/Town Location *********** Sep 7 End Time Page 1 ********************************************************************* : D0907002.PRN : 000000090601 ion : 000110252043 Interval : 15 minutes : Sep 7, 05 Start time : 00:00 : Sep 7, 05 Stop time 24:00 : Miami, Florida County : Dade : NE 20 Street East of N. Miami Court ******************************************************************** Westbound Volume for Lane 1 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals 00 01 02 03 15 7 2 0 2 30 5 7 3 4 45 7 3 1 4 00 4 4 1 0 Hr Total 23 16 5 . 10 04 05 06 07 08 09 - --2 ---3 --13 43 82 59 4 4 21 41 56 49 0 11 29 53 60 43 3 12 26 68 62 49 - - 9 - -- 30 89 205 260 200 10 11 67 54 59 50 52 61 56 73 234 238 End Time 12 13 15 30 45 00 64 45 52 68 Hr Total 229 14 15 16 17 18 19 61 52 71 59 69 47 37 57 48 68 76 61 51 30 55 48 88 85 66 30 36 61 59 64 64 60 27 29 234 207 291 284 -256 155 132 20 21 22 23 24 16 18 5 23 20 24 14 20 16 16 14 19 14 16 11 86 66 74 44 Hour Total peak hour begins : PM peak hour begins : 3377 07:45 AM peak volume : 266 16:15 PM peak volume : 294 ***************************************************** Eastbound Volume for Lane 2 Sep 7 Peak hour factor : 0.81 Peak hour factor : 0.86 ************************** End Time 00 01 15 5 5 30 6 8 45 7 3 00 6 5 Hr Total 24 21 02 03 04 05 6 1 1 5 4 3 2 3 3 4 3 8 7 2 5 17 20 10 06 22 27 51 43 07 08 .09 10 11 55 61 54 60 70 71 72 64 11 33 143 251 256 67 83 65 52 58 67 66 66 69 59 63 56 244 270 257 End Time 12 13 15 30 45 00 69 72 56 66 52 65 75 64 14 15 16 17 66 62 51 71 Hr Total 263 256 250 18 19 72 66 88 59 41 73 72 61 50 40 58 74 74 56 41 80 74 59 48 37 283 -286 282 213 159 20 21 33 25 31 27 34 20 27 20 22 17 13 17 15 23 10 10 7 7 125 92 62 34 24 Hour Total : 3845 AM peak hour begins : 10:00 AM peak volume : 270 Peak hour factor : 0.81 PM peak hour begins : 16:15 PM peak volume : 308 Peak hour factor : 0.88 Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 *_.4***************************************************************************** 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 W 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 _^^ Hr Tota1 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 Page e 1 Volume Report with 24 Hour Totals ,**************************************************************************** Data File : D0913001.PRN Station : 000000091218 5 minutes Identification : 000110252041 Start time : Interval 100:00 Start date : Sep 13, 05 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 15 15 9 30 12 13 45 9 7 00 10 11 Hr Total 46 40 02 4 6 5 4 19 03 9 3 8 6 9 6 38 79 7 10 40 100 1 12 71 113 9 21 90 133 26 26 r 49 239 425 04 05 06 07 08 09 10 11 131 95 86 87 121 104 76 93 117 92 93 92 102 97 89 95 471 388 344 367 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 96 108 84 117 30 103 96 80 102 45 88 104 98 134 00 116 96 103 104 Hr Total 403 404 365 457 102 116 148 118 484 128 94 69 71 32 44 23 106 90 64 54 36 36 28 131 83 60 44 34 21 16 116 72 60 46 29 31 25 481 339 -253 -215 131 132 92 Hour Total : 6196 r,.. peak hour begins : 07:45 AM peak volume : 502 Peak hour factor : 0.94 PM*p*********b*g***************pM*p******ol**************0 p********************** Sep 13 Westbound Volume for Lane 2 End Time 00 01 02 03 04 15 11 11 6 5 7 30 18 12 5 1 11 45 18 14 8 6 10 00 12 6 9 11 7 05 6 7 27 22 06 07 08 09 10 11 --44 _-92 -120 114 92 98 64 88 112 88 91 138 89 110 124 93 100 101 82 131 123 98 97 116 Hr Total 59 43 28 23 35 62 279 421 479 393 380 453 End Time 12 13 14 15 16 15 111 114 126 98 30 115 97 107 132 45 102 94 118 156 00 107 83 113 161 Hr Total 435 388 464 547 111 139 143 150 543 17 18 19 148 109 80 134 87 71 144 74 72 118 78 62 544 348 285 20 21 22 23 68 49 36 32 52 42 29 25 48 35 36 31 44 44 17 18 ^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 Delray Beach, VolumeFlorida Report with 24Phone 272-3255 Hour TotalsPage 2 ******************************************************************************** Data File : D0913001.PRN Station : 000000091218 Identification Interval : 15 minutes 000110252041 Start time : 00:00 Start date : Sep 13, 05 Stoptime : Stop date : Sep 13, 05 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 --22 -'23 --- 15 207 222 210 215 213 276 203 149 139 81 80 55 30 218 193 187 234 255 240 177 135 106 78 65 53 45 190 198 216 290 291 275 157 132 92 69 57 47 00 223 179 216 265 268 234 150 122 90 73 --48 --43 F--Tota1 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 : 0.94 PM peak hour begins : 16:15 PM peak volume : 1090 Peak hour factor : 0.94 ******************************************************************************* Adjusted Traffic Counts °AVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS SEVEN NE 29 Street and Biscayne Boulevard Traffic Survey Specialists, Inc. Protect Number: Count Date: Day of Week: 05195 9/6/2005 Tuesday TIME INTERVAL Biscayne Boulevard/US N GRAN TOTAL 8 L t ` 11 TOTAL C T R T07 AL 34 23 29 19 11 9 16 5 2 5 a 04:00 PM 04:15 PM 04:30 PM 13 11 _ 283 254 8 6 304 271 _ 4 9 215 219 12 9 231 237 17 10 9 9 8 4 550 04:15 PM 04:30 PM 04:45 PM 4 49 4 57 6 202 15 223 7 2 4 13 14 11 4 29 322 04:45 PM 05:00 PM 5 259 15 279 6 185 14 205 273 12 22 7 6 2 2 14 21 42 , 17 3 2 22 _ 527 - f 9 4 4 17 644 05:00 PM 05:15 PM r 2 303 7 312 6 251 16 05:15 PM 05:30 PM 10 283 5 298 9 266 5 280 19 6 6 31 18 12 5 , 35 644 05:30 PM 05:45 PM 11 244 4 259 11 232 12 255 14 13 11 38 18 6 8 32 584 - 05:45 PM 06:00 PM 8 261 2 I 271 . 6 243 4 1 253 15 8 8 31 16 . 12 3 r 31 . . 586 _ AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS TIME INTERVAL 04:00 PM 06:00 PM PEAK HOUR FACTOR Biscayne Boulevard/US 1 NORTHBOUND L T R TOTAL 35 1045 [ 28 1,108 0.82 SOUTHBOUND L T R TOTAL 31 979 47 1,057 0.87 L 63 NE 29 Street EASTBOUND T I R I TOTAL 32 31 126 0.69 WESTBOUND L .. T R 60 37 18 TOTAL 116 0.76 GRAND TOTAL 2,406 0.95 Note: 2004 FDOT Seasonal Weekly Volume Factor = 1.08 NE 29 St_Biscayne Blvd.xls DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: TURNING MOVEMENT COUNTS SEVEN NE 26 Street and Biscayne Boulevard Traffic Survey Specialists, Inc. Biscayne BI TIME NORTHBOUND ' L ' '' R TOTAL INTERVAL PM 3 310 4 317 04:00 PM 04:15 5 324 04:15 PM 04:30 PM-? 6 313 7 349 7 363 ' 04:30 PM 04:45 PM PM 3 305 4 312 04:45 PM 05:00 PM 05:00 05:15 PM 3 337 2 342 309 05:15 PM 05:30 PM 3 303 3 05:30 PM 05:45 PM 4 291 4 299 05:45 PM 06:00 PM 4 304 2 310 I TIME INTERVAL 04:00 PM 06:00 PM PEAK HOUR FACTOR uievard 3 3 3 7 4 3 1 3 220 238 210 234 251 272 247 252 4 2 2 4 4 5 2 259 280 250 1 256 3 4 0 4 5 2 3 4 5 1 1 3 1 1 4 1 5 6 5 5 6 5 5 Project Number: 05195 Count Date: 11/30/2005 Day of Week: Wednesday NE 26 Street 13 11 6 i2 11 9 12 10 7 13 6 5 8 2 3 2 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS Biscayne Boulevard NORTHBOUND T R TOTAL 17 1306 16 1,340 j 0.89 .14 SOUTHBOUND i EASTBOUND T 000 Note: 2004 FDOT Seasonal Weekly Volume Factor = 1.04 R 12 1,027 0.88 L 13 R 9 22 NE 26 Street TOTAL 44 0.81 1 24 7 1 2 3 2 3 4 0 STBOUND 8 8 5 8 1 1 4 3 WESTBOUND T R 11 20 TOTAL 22 22 13 16 11 6 11 5 TOTAL 55 GRAND TOTAL 579 600 597 585 623 604 572 581 GRAND TOTAL 2,465 0.60 0.97 NE 26 St_ Biscayne Blvd, Nov 30.xis DAVID PLUMMER & ASSOCIATES, INC. Project Name: Location: Observer: TIME INTERVAL 04:00 PM 04:15 PM 04:15 PM 04:30 PM L 1 5 TURNING MOVEMENT COUNTS SEVEN NE 28 Street and NE 2 Avenue Traffic Survey Specialists, Inc. NORTHBOUND T 186 165 R 5 5 NE 2 Avenue 192 175 04:30 PM 04:45 PM 05:00 PM 05:15 PM 05:30 PM 05:45 PM 04:45 PM 05:00 PM 05:15 PM 05:30 PM 05:45 PM 06:00 PM TIME INTERVAL 04:00PMI06:00PM PEAK HOUR FACTOR 0 0 1 4 1 0 190 206 214 177 213 174 2 4 4 2 0 1 192 210 219 183 214 175 4 3 6 4 6 0 1 2 SOUTHBOUND 110 106 95 115 117 112 105 92 0 1 0 2 0 1 1 0 • 114 110 101 121 123 113 107 94 0 0 0 0 0 2 0 0 EASTBOUND 0 0 0 0 0 0. 0 0 1 0 0 2 1 2 0 Project Number: Count Date: Day of Week: NE 28 Street TT 1 0 0 2 3 2 0 1 2 3 8 7 2 3 1 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NORTHBOUND 6 T 824 n 12 NE 2 Avenue TOTAL 842 14 0.89 SOUTHBOUND T 460 R 3 Note: 2004 FDOT Seasonal Weekly Volume Factor = 1.08 TOTAL 477 0.90 1 EASTBOUND T 0 NE 28 Street R TOTAL 3 4 0 0 1 0 1 0 0 0 05195 9/6/2005 Tuesday 5 4 16 6 7 8 6 6 WESTBOUND TOTAL 6 20 14 15 10 9 L 15 T 1 R 31 0.33 TOTAL 47 0.54 TOTAL 312 292 313 345 359 309 332 276 GRAND TOTAL 1,371 0.94 NE 28 St_NE 2 Ave.xls DAVID PLUMMER & ASSOCIATES. INC, TURNING MOVEMENT COUNTS Project Name: SEVEN NE 27 Street and NE 2 Avenue Location: Observer: 1 TIME INTERVAL 04:00 PM 04:15 PM 04:30 PM 04:45 PM 05:00 PM 04:15 PM 04:30 PM 04:45 PM 05:00 PM 05:15 PM Traffic Survey Specialists, Inc. 21 17 30 14 NORTHBOUND 188 8 172 5 188 9 203 4 34 210 3 NE 2 Avenue sTai THBd17ND 217 194 227 _ •,-, 247 05:15 PM 05:30 PM 05:45 PM 05:30 PM 05:45 PM 06:00 PM TIME INTERVAL 20 29 17 172 6 210 2 169 4 198 241 190 4 2 5 4 107 100 85 115 5 8 5 6 116 110 95 i25 4 4 4 0 116 110 100 94 3 1 123 115 108 Project Number: Count Date: Day of Week: 05195 9/8/2005 Tuesday ---- • --EASTBOUND L 2 1 2 5 4 3 4 ` 3 ! 97 I 4 0 1 3 0 0 0 2 1 R 12 17 13 15 9 10 11 16 NE 28 Street 15 21 16 20 13 13 13 21 --"� " `-TOTAL TOTAL 6 354 12 337 7 345 7 373 8 391 3 1 1 5 0 2 2 3 3 4 2 2 2 6 2 4 1 AVERAGE PM PEAK PERIOD HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NORTHBOUND T R 04:00 PM 106:00 PM PEAK HOUR FACTOR 98 816 22 NE 2 Avenue TOTAL 937 SOUTHBOUND 15 T 447 R 19 EASTBOUND TOTAL 480 11 T 4 R 56 NE 28 Street TOTAL 71 2 0 1 5 2 2 WESTBOUND L 8 T R 9 13 7 333 4 366 5 TOTAL 30 0.88 0.89 Note: 2004 FOOT Seasonal Weekly Volume Factor = 1.08 0.79 0.58 313 GRAND TOTAL 1,518 0.94 NE 27 St_NE 2 Ave.xls DAviOPLUmmER &AssocwYE4, WC. 24-HOUR COUNTS Project Name: Seven Location: NE 2 Avenue South of NE 13 Street Observer: Traffic Survey Specialists, Inc. BEGIN (� TIME lisst""1/4 _ NORTHBOUND 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 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 94:00 AM 1 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 1 0 0 0 0 0 11:00 AM 0 0 0 0 0 12:00 PM 0 0 0 0 0 01:O0PM 0 0 0 0 0 j 02:00 PM 0 0 0 0 0 03:00 PM 0 0 0 0 0 04:00 PM 0 0 0 0 0 05:00 PM 0 0 0 0 0 06:00 PM 0 0 0 . 0 0 07:00 PM 0 0 0 0 0 08:00 PM 0 0 0 0 0 09:00 PM 0 0 0 0 0 10:00 PM 0 0 0 0 0 11:00PM ; 0 0 0 0 0 124-HOUR TOTAL 0 AM Peak Hour: PM Peak Hour: NORTHBOUND Project No.: 05195 Count Date: 09/07/0S BEGIN - SOUTHBOUND 4th 1/41TOTAL TIME 1st 1I412nd 1/4f3rd 1/4 12.00 AM 20 20 22 10 72 01:00 AM 14 7 12 9 42 02:00 AM 10 6 12 15 43 03:00 AM 9 5 1 4 19 y 04:00 AM 6 10 8 11 35 05:00 AM 13 9 15 35 72 06:00 AM 65 75 134 150 424 07:00 AM 137 208 246 290 881 08:00AM 275 307 366 412 1,360 09:00A11 318 249 253 224 1,044 10:00 AM 166 192 182 147 687 -moo AM 180 152 140 184 656 1 12:00 PM 189 171 176 215 751 01:00 PM 210 180 229 216 835 02:00 PM 213 174 209 194 790 03:00 PM 222 286 264 200 972 04:00 PM '. 230 253 305 275 1,063 05:00 PM ' 319 272 258 178 1,027 06;00 PM 244 178 146 147 715 07:00 PM 127 135 104 114 480 08:00 PM 94 115 91 82 382 09:00 PM 103 88 71 50 312 10:00 PM 57 43 47 42 189 11:00 PM 44 31 37 17 129 124-HOUR TOTAL 12,980 DAILY TRAFFIC COUNT SUMMARY Time: 12:00 AM Volume: 0 Time: 12:00 PM Volume: 0 AM Peak Hour. PM Peak Hour. AM Peak Hour. PM Peak Hour: NORTHBOUND AND SOUTHBOUND Time: K-factor. 0-factor. Time: Kdactor. D-factor. 08:15 AM 10.8% 100.0% S9 04:30 PM 9.0% 100.0% SB TWO -WA TOTAL 72 42 43 19 35 72 424 881 1,360 1,044 687 656 751 835 790 972 1,063 1,027 715 480 382 312 189 129 12,980 Time: 08:15 AM Volume: 1.403 Time: 04:30 PM Volume: 1,171 Volume: 1,403 PHF: 0.85 Volume: 1,171 PHF: 0.92 NE 2 Ave S of NE 13 St.xls MVO PLUMMER & ASSOCIATES, NO. 24-HOUR COUNTS Project Name: Seven Location: NE 2 Avenue South of NE 17 Street Observer: Traffic Survey SSpecialists, inc. BEGIN TIME NORTHBOUND 1' 1st 1/4 2nd 114 3rd 114 4th 1/4 TOTAL 12:00 AM 11 12 8 9 40 01:00 AM 9 11 8 11 39 02:00AM 4 2 2 5 13 03:00 AM 1 5 3 3 12 04:00 AM 4 7 2 5 18 05:00 AM 11 9 15 15 50 06:00 AM 13 21 29 39 102 07:00 AM 20 31 30 38 119 08:00 AM 36 43 43 39 161 09:00 AM 44 50 34 44 172 10:00 AM 39 54 41 42 176 11:00 AM 60 58 70 54 242 12:00 PM 100 64 74 66 304 01:00 PM 58 61 63 59 241 02:OO PM 48 49 48 42 187 03:00 PM 66 93 75 75 309 04:00 PM 94 68 114 82 358 05:00 PM 77 97 84 75 333 06:00 PM 65 64 40 44 213 07:00 PM 39 32 36 27 134 08:00 PM 32 25 14 35 106 PM 38 23 22 25 108 `09:00 10:00 PM 23 19 12 6 60 11:00PM 11 18 10 2 41 24-HOUR TOTAL 3,538 AM Peak Hour: PM Peak Hour. NORTHBOUND Project No.: 05195 Count Date: 09/07/05 BEGIN ' SOUTHBOUND TIME 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 15 12 10 6 43 01:00 AM 8 5 8 9 30 02:00 AM 3 16 8 8 35 03:00 AM 10 8 7 4 29 04:00 AM 3 6 8 4 21 05:00 AM 12 11 23 32 78 06100 AM 38 62 132 88 320 07:00 AM 156 188 230 258 832 08:00 AM 246 226 272 250 994 09:00 AM 230 188 169 145 732 10:00 AM 123 124 112 132 491 11:00 AM 138 114 112 117 481 12:00 PM 127 129 158 149 563 01:00 PM 157 128 142 138 565 02:00 PM 142 123 134 126 525 03:00 PM 110 121 135 122 488 04:00 PM 119 126 105 139 489 05:00 PM 174 164 137 127 602 06:00 PM 159 114 85 88 ! 446 07:00 PM 86 66 60 71 283 Q$:OO PM 57 57 44 52 210 09:00 PM 54 47 29 27 157 10:00 PM 28 36 28 26 118 11:00 PM 25 24 16 11 76 24-HOUR TOTAL 8,608 DAILY TRAFFIC COUNT SUMMARY Time: 11:45 AM Volume: 292 Time: 04:30 PM Volume: 370 AM Peak Hour. PM Peak Hour WO -WAY TOTAL 83 69 48 41 39 128 422 951 1,155 904 667 723 867 806 712 797 847 935 659 417 316 265 178 117 12,146 AM Peak Hour: Time: 07:45 AM Volume: 1.002 PM Peak Hour. Time: 04:45 PM Volume: 614 NORTHBOUND AND SOUTHBOUND Time: K-factor D-factor. Time: K-factor. D-lactor: 07:45 AM 9.6% 862% SB 04:45 PM 7.9% 64.4% SB Volume: 1,162 PHF: 0.92 Volume: 954 PHF: 0.91 NE 2 Ave S of NE 17 St.xls DAVID PLUMMER & AS50C ATES, WC. 24-HOUR COUNTS Project Name: Seven Location: NE 2 Avenue North of NE 27 Street Observer: Traffic Survey Specialists, inc. BEGIN NORTHBOUND TIME lst 1/4 2nd 1/4 3rd 1/4 4th 1/44 TOTAL 12:00 AM 17 11 11 20 59 ot:00 AM 12 9 7 12 40 02:00 AM 3 6 7 7 23 03:00 AM 8 4 5 9 26 04:00 AM 8 8 9 4 29 05:00 AM 18 9 17 15 59 06:00 AM 23 27 50 59 159 07:00 AM 36 66 71 81 254 08:00 AM 79 80 83 72 314 09:00 AM 91 78 82 98 349 10:0o AM 101 110 94 103 408 "moo AM 111 103 138 116 468 12:00PM 185 142 133 130 590 01:00PM 130 142 134 120 526 02:00 PM 123 129 128 122 502 03:00 PM 144 172 164 156 636 04:00 PM 184 156 205 180 725 05:00 PM 196 160 186 179 721 06:00 PM 190 162 134 128 614 07:00 PM 115 79 88 79 361 08:00 PM 80 82 60 60 282 09:30 PM 72 52 62 44 230 10:00 PM 40 36 32 34 142 11:00 PM 22 32 19 20 93 I 24-HOUR TOTAL 7,610 AM Peak Hour. PM Peak Hour. NORTHBOUND Project No.: 05195 Count Date: 09/07/05 BEGIN _SOUTHBOUND SOUTHBOUND TIME L 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4r TOTAL 12:00AM 15 9 9 10 43 01:00 AM 5 6 5 6 22 02:00 AM 2 6 3 3 14 03:00 AM 4 1 4 1 10 04:00 AM 3 3 7 7 20 05:00 AM 12 10 16 21 59 06:00 AM 45 70 119 96 . 330 07:00 AM 131 163 220 273 787 08:00 AM 221 193 241 258 913 09:00 AM 208 159 136 135 640 10:00 AM 121 112 106 113 452 11:0o AM 108 77 94 98 377 12:00 PM 97 112 130 115 454 01:00 PM 133 113 105 131 482 02:00 PM 116 112 103 97 428 9 0340 PM 105 88 100 98 391 04:00 PM 102 100 86 105 393 05:00 PM 105 136 110 102 453 06:00 PM 122 100 77 87 386 07:00 PM 70 76 60 49 255 08:00 PM 51 38 30 42 161 09:00 PM 41 30 32 39 142 10:00 PM 32 26 31 31 120 11:00 PM 20 21 20 15 76 F24-HOUR TOTAL 7,408 DAILY TRAFFIC COUNT SUMMARY Time: 11:30 AM Volume: 581 Time: 04:30 PM Volume: 741 AM Peak Hour: PM Peak Hour: WO -WA TOTAL 102 62 37 36 49 118 489 1,041 1,227 989 860 845 1,044 1,008 930 1,027 1,118 1,174 1,000 616 443 372 262 169 15,018 AM Peak Hour. Time: 07:45 AM Volume: 928 PM Peak Hour. Time: 12:30 PM Volume: 491 NORTHBOUND AND SOUTHBOUND Time: 07:45 AM Volume: 1,251 K-factor. 8.3% PHF: 0.88 D-factor, 742% SB Time: 05:15 PM Volume: 1,185 K-factor: 7.9% PHF: 0.95 D-factor. 60.3% NB NE2Ave NofNE27St.x1s DAVIO PLUMMER &ASSOCIATES, NC. 24-HOUR COUNTS Project Name: Seven Location: NE 20 Street East of North Miami Court Observer: Traffic Survey Specialists, Inc. BEGIN EASTBOUND TIME lst 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 5 6 7 6 24 01:00 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 08:00 AM 61 60 71 64 256 09:DO AM 67 52 66 59 244 10:00 AM 83 58 66 63 270 11:00 AM 65 67 69 56 257 12:00PM 69 72 56 66 263 01:03 PM ', 52 65 75 64 256 02:00 PM 66 62 51 71 250 03:00 PM 72 73 58 80 283 04:DD PM . 66 72 74 74 286 05:00 PM ; 88 61 74 59 282 06:00 PM 59 50 56 48 213 07:00 PM 41 40 41 37 159 08:00 PM 33 31 34 27 125 09:00 PM 25 27 20 20 92 to:00 PM 17 13 17 15 62 11:00 PM 10 10 7 7 i 34 1124-HOUR TOTALV 3,845 AM Peak Hour: PM Peak Hour: EASTBOUND Project No.: 05195 Count Date: 09107/05 BEGIN WESTBOUND 1 TIME 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 7 5 7 4 23 01:00AM 2 7 3 4 16 02:00 AM 0 3 1 1 5 03:00 AM 2 4 4 0 10 04:00 AM 2 4 0 3 9 05:DO AM 3 4 11 12 30 05:0D AM 13 21 29 26 89 07:00 AM 43 41 53 68 205 08:00 AM 82 56 60 62 260 09:00 AM 59 49 43 49 200 10:00 AM 67 59 52 56 234 11:00 AM 54 50 61 73 238 12:00 PM 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 05:00 PM 69 61 66 60 256 06:00 PM 47 51 30 27 155 07:00 PM 37 30 36 29 132 08:00 PM 24 23 20 19 86 09:00 PM 16 20 16 14 1 66 10:00 PM 18 24 16 16 74 11:00 PM 5 14 14 11 44 24-HOUR TOTAL 3,377 DAILY TRAFFIC COUNT SUMMARY Time: 10:00 AM Volume: 270 Time: 04:15 PM Volume: 308 AM Peak Hour: PM Peak Hour. fOTAL O-WA 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 Hour: Time: 07:45 AM Volume: 286 PM Peak How: Time: 04:15 PM Volume: 294 EASTBOUND AND WESTBOUND Time: K-factor. D-factor: Time: K-factor. D-factor: 07:45 AM 7.3% 50.2% WB 04:15 PM 8.3% 51.2% E8 Volume: 530 PHF: 0.93 Volume: 602 PHF: 0.95 NE 20 St E of N Miami Ct.xls DAM PLUMMER & ASSOCIATES. INC. 24-HOUR COUNTS Project Name: Seven Location: NW 20 Street East of NW 3 Avenue Observer: Traffic Survey Specialists, Inc. BEGIN EASTBOUND TIME 1st 1/4 2nd 1/4 3rd 1/4 4th 1/ TOTA! 12:00 AM 15 12 9 10 t 46 01:00 AM 9 13 7 11 a 40 02:00 AM 4 6 5 4 19 03:00 AM 9 3 8 6 26 04:CO AM 9 7 1 9 26 05:00 AM 6 10 12 21 49 06:00 AM . 38 40 71 90 239 07:00 AM 79 100 113 133 425 08:00 AM 131 121 117 102 471 09:00 AM 95 104 92 97 388 1 o:oe AM 86 76 93 89 344 11:00 AM 87 93 92 95 367 12:00 PM 1 96 103 88 116 403 01:00 PM 108 96 104 96 404 02:00 PM 84 80 98 103 365 03:00 PM 117 102 134 104 A 457 04:00 PM _ 102 116 148 118 484 05:00 PM 128 106 131 116 481 06:00 PM j 94 90 83 72 339 07:00 PM 69 64 60 60 i 253 08:00 PM 71 54 44 46 215 09:00 PM 32 36 34 29 131 10:00 PM 44 36 21 31 132 11:00 PM 23 28 16 25 92 1124-HOUR TOTAL 6,196 AM Peak Hour: PM Peak Hour. EASTBOUND Project No.: 05195 Count Date: 09/13/05 BEGIN TIME WESTBOUND 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 • 12:00 AM 11 18 18 12 59 01:00 AM 11 12 14 6 43 02:00 AM 6 5 8 9 28 03:00 AM 5 1 6 11 23 04:00 AM 7 11 10 7 35 05:00 AM 6 7 27 22 62 06:00 AM 44 64 89 82 279 07:00 AM 92 88 110 131 421 08:00 AM 120 112 124 123 479 09:00 AM 114 88 93 98 393 10:00 AM 92 91 100 97 380 11:00 AM 98 138 101 116 453 12:00 PM 111 115 102 107 435 01:oo PM 114 97 94 83 388 02:00 PM 126 107 118 113 464 03:00 PM 98 132 156 161 547 04:09PM 111 139 143 150 543 05:00 PM 148 134 144 118 544 06:00 PM i 109 87 74 78 348 07:00 PM 80 71 72 62 285 08:00 PM l 68 52 48 44 212 09:00 PM 49 42 35 44 170 10:00 PM 36 29 36 17 118 11:00 PM 32 25 31 18 106 24-HOUR TOTAL 6,815 DAILY TRAFFIC COUNT SUMMARY `TWO-WAY TOTAL 105 83 47 49 61 111 518 846 950 781 724 820 838 792 829 1,004 1,027 1,025 687 538 427 301 250 198 13,011 r Time: 07:45 AM Volume: 502 AM Peak Hour. Time: 07:45 AM Volume: 487 Time: 04:15 PM Volume: 510 PM Peak Hour. Time: 04:15 PM Volume: 580 AM Peak Hour. PM Peak Hour: EASTBOUND AND WESTBOUND Time: 07:45 AM Volume: 989 K-factor. 7.6% PHF: 0.94 D-factor. 50.8% EB Time: 04:15PM Volume: 1,090 K factor. 8.44Y,, PHF: 0.94 D-factor. 532% WB NW 20 ST E of NW 3 Ave.xls Signal Timings PATTERN SCHEDULE FOR 3597 US 1 & NE 26 ST FOR DAY # 4 (SECTION 3) TIME PT OFF NSG G Y EWP Y S Y M CYC MIN: 20 12 0 11 70 66 1 4 15 4 90EARLY NI 15 21 0 30 1 4 12 4 6 51NITE M2 115 23 0 30 1 4 12 4 6 51LATE NIG 500 19 0 30 1 4 12 4 6 51DAWN M2 545 1 58 66 1 4 15 4 90AVG M2 0 615 2 16 55 1 4 26 4 90PRE AM M 745 12 23 61 1 4 20 4 90AM PEAK 845 16 103 88 1 4 13 4 110MID MORN 1200 17 102 88 1 4 13 4 110NOON M2 1345 10 102 88 1 4 13 4 110AFT M1 0 1545 9 102 93 1 4 13 4 115PRE PM P 1630 18 102 93 1 4 13 4 115PM PEAK 1800 3 77 63 1 4 18 4 90POST PM 1900 1 58 66 1 4 15 4 90AVG M2 0 2130 11 70 66 1 4 15 4 90EARLY NI PATTERN SCHEDULE FOR 2417 US 1 & NE 29 ST FOR DAY # 4 (SECTION 3) TIME PT OFF NSG G Y R EWP Y R S Y M CYC MIN: 20 14 0 11 75 61 1 4 1 18 4 1 90EARLY NI 15 21 0 30 1 4 1 14 4 1 6 55NITE M2 115 23 0 30 1 4 1 14 4 1 6 55LATE NIG 500 19 0 30 1 4 1 14 4 1 6 55DAWN M2 545 1 75 61 1 4 1 18 4 1 90AVG M2 0 615 2 70 63 1 4 1 16 4 1 90PRE AM M 745 12 86 59 1 4 1 20 4 1 90AM PEAK 845 16 98 84 1 4 1 15 4 1 110MID MORN 1200 17 103 82 1 4 1 17 4 1 110NOON M2 1345 10 103 82 1 4 1 17 4 1 110AFT M1 0 1545 9 101 90 1 4 1 14 4 1 115PRE PM P 1630 18 101 90 1 4 1 14 4 1 115PM PEAK 1800 3 76 61 1 4 1 18 4 1 90POST PM 1900 1 75 61 1 4 1 18 4 1 90AVG M2 0 2130 11 75 61 1 4 1 18 4 1 90EARLY NI Appendix C FDOT's Quality/LDS Handbook Generalized Tables Downtown Miami DRI Increment II Transit Ridership TABLE 4 - 7 GENERALIZED PEAK HOUR DIRECTIONAL. VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Level of Service Lanes Divided A B C D 1 Undivided 100 340 670 950 2 Divided 1,060 1,720 2,500 3,230 3 Divided 1,600 2,590 3,740 4,840 E 1,300 3,670 5,500 STATE TWO - WAY ARTERIALS Class I (>0.00 to 1.99 signalized intersections per mile) Level of Service Lanes Divided A B C D 1 Undivided ** 220 720 860 2 Divided 250 1,530 1,810 1,860 3 Divided 380 2,330 2,720 2,790 4 Divided 490 3,030 3,460 3,540 Class II (2.00 to 4.50 signalized intersections per mile) Level of Service Lanes Divided A B C 1 Undivided 2 Divided 3 Divided 4 Divided ** ** ** ** 100 220 340 440 590 1,360 2,110 2,790 E 890 *** *** *** D E 810 1,710 2,570 3,330 850 1,800 2,710 3,500 Class III (more than 4.5 signalized intersections per mile and not within primary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A ** ** ** ** Level of Service B C D ** ** ** ** 280 650 1,020 1,350 660 1,510 2,330 3,070 E 810 1,720 2,580 3,330 Class IV (more than 4.5 signalized intersections per mile and within primary city central business district of an urbanized area over 750,000) Lanes Divided 1 Undivided 2 Divided 3 Divided 4 Divided A ** ** ** ** Level of Service B C D E ** 270 720 780 650 1,580 1,660 1,000 2,390 2,490 1,350 3,130 3,250 ** ** ** Interchange spacing > 2 mi. apart Lanes 2 3 4 5 6 A 1,270 1,970 2,660 3,360 4,050 FREEWAYS Level of Service B 2,110 3,260 4,410 5,560 6,710 C D 2,940 3,580 4,550 5,530 6,150 7,760 9,360 Interchange spacing < 2 mi. apart Level of Service Lanes A B C 2 1,130 1,840 2,660 3 1,780 2,890 4,180 4 2,340 3,940 5,700 5 3,080 4,990 7,220 6 3,730 6,040 8,740 7,480 9,440 11,390 D 3,440 5,410 7,380 9,340 11,310 E 3,980 6,150 8,320 10,480 12,650 E 3,910 6,150 8,380 10,620 12,850 Lanes Divided 1 Undivided 2 Divided 3 Divided Lanes Divided 1 Undivided 2 Divided NON -STATE ROADWAYS Major City/County Roadways Level of Service A ** ** ** B 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 Coverage 0-49% 50-84% 85-100% A «* ** 160 Level of Service B C D ** 170 720 130 210 >210 380 >380 *** 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.) Sidewalk Coverage 0-49% 50-84% 85-100% Sidewalk Coverage 0-84% 85-100% A ** ** *« B ** ** 120 Level of Service C ** ** 590 D 330 520 >590 BUS MODE (Scheduled Fixed Route) (Buses per hour) Level of Service A B C *0 >5 >4 >6 >4 >3 D >3 >2 E 810 990 *** E >2 >1 Source: Florida Department of Transportation Systems Planning Office 605 Suwannee Street, MS 19 Tallahassee, FL 32399-0450 http://www 11 .myflorida.com/planning/systems/sm/los/default.htm 02/22/02 Lanes 1 1 Multi Multi ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Median Divided Undivided Undivided Undivided LeftTurns Lanes Yes No Yes No Adjustment Factors +5% -20% -5% -25% ONE WAY FACILITIES Increase corresponding volume 20% 'This table does not constitute a standard and should be used only for general planning applications. The computer models from which this table is derived should be used for more specific planning applications. The table and deriving computer models should not be used for corridor or intersection design, where more refined techniques exist. Values shown arc hourly directional volumes for levels of service and are for the automobile'tmek modes unless specifically stated. Level of service letter grade thresholds are probably not comparable across modes and, therefore, cross modal comparisons should be made with caution. Furthermore, combining levels of service of different modes into one overall roadway level of service is not recommended To convert to annual average daily traffic volumes, these. volumes must be divided by appropriate D and K factors. The table's input value defaults and level of service criteria appear on the fonowing page. Calculations are based on planning applications of the Highway Capacity Manual, Bicycle LOS Model, Pedesrrian LOS Model and Transit Capacity and Quality of Service Manual, respectively for the automobile/truck, bicycle, pedestrian and bus modes. ...Cannot be achieved using table input value defaults. ***Not applicable for that level of service tenet. grade. For automobile/truck modes, volumes greater than level of service D become F because intersection capacities have been reached. For bicycle and pedestrian modes, the level of service letter grade (including F) is not achievable, because there is no maximum vehicle volume threshold using table input value defaults 97 LEVEL OF SERVICE TABLE CLASSIFICATION TYPE FDOT'S 2002 QUALITY I LEVEL OF SERVICE ] PERSON TRIP LE[1] OF SERVICE A I B I C ] D E A I B C I D I E _ CLASS 4 ARTERIAL 1LU 0 0 270 720 780 0 0 0.35 0.92 1.00 2LD 0 0 650 1580 1660 0 0 0.39 0.95 1.00 3LD 0 0 1000 2390 2490 0 0 0.40 0.96 1.00 4LD 0 0 1350 3130 3250 0 0 0.42 0.96 1.00 CLASS 4 ARTERIAL [2] 1 LU 0 0 270 720 780 0 0 0.35 0.92 1.00 2LU 0 0 520 1264 1328 0 0 0.39 0.95 1.00 3LU 0 0 800 1912 1992 0 0 0.40 0.96 1.00 4LU 0 0 1080 2504 2600 0 0 0.42 0.96 1.00 CLASS 4 ARTERIAL [3] 1L 0 0 324 864 936 0 0 0.35 0.92 1.00 2L 0 0 780 1896 1992 0 0 0.39 0.95 1.00 3L 0 0 1200 2868 2988 0 0 0.40 0.96 1.00 4L 0 0 1620 3756 3900 0 0 0.42 0.96 1.00 Source: FDOT's 2002 Quality/Level of Service Handbook NOTES: (1] 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. (2] FOR UNDIVIDED ROADWAYS, THE CORRESPONDING VOLUME HAS BEEN DECREASED BY 20%. (3] FOR ONE-WAY FACILITIES, THE CORRESPONDING VOLUME HAS BEEN INCREASED BY 20%. Page 1 of 9 TABLE 21,A2 DOWNTOWN MIAMI DRI UPDATE EXISTING VEHICLE ROADWAY CONDITIONS - .�.-. ROADWAY FROM TO DER [1] FUNCTIONAL CLASSIFICATION ROADWAY CONDRONS FACILITY TYPE EXISTING LANES COUNT STATION II COUNT SOURCE AND PERIOD RAW PEAK HOUR PERIOD VOLUME PEAK SEASON FACTOR AXLE FACTOR COUNT DATE PEAK HOUR PERIOD VOLUME . 131 PEAK HOUR DiR MAX SERVICE VOL MIAMI ADOP- TED LOS PEAK HOUR DIR LOS BISCAYNE BLVD S0000000$$ca0000000oo0O00000000 00000a$ $ $ NE 54 STREET NE 45 STRET NB PRINCIPAL ARTERIAL 4L0 5060 FOOT -AM 963 1,00 07/18/00 1,021 1,810 E C SB 1,745 1.00 1,850 1,810 E F NE 46 STREET 1-195 NB PRINCIPAL ARTERIAL 4LD 5059 FDOT-AM 1,377 0.99 09112100 1,431 1,810 E D SB 1,988 0.99 2,046 1,810 E F 1-195 NE 36 STREET NB PRINCIPAL ARTERIAL 4LD 143 FDOT-PM 1,271 0.99 08/29/00 1,334 1,810 E D SB 1,514 0.99 1,589 1,810 E D NE 36 STREET NE 29 STREET NB PRINCIPAL ARTERIAL 4LD 143 FOOT -PM 1,271 0.99 08/29/00 1,334 1,810 E D SB 1,514 0.99 1,589 1,810 E D - ' NE 29 STREET NE 20 STREET NB PRINCIPAL ARTERIAL 4L0 N/A DTMP-PM 1,934 0.99 05/01/01 1,915 1,750 E F SB 899 0.99 890 1,750 E D NE 20 STREET NE 19 STREET NB PRINCIPAL ARTERIAL 4LD 5056 FOOT -PM 1,558 1.00 08/03/99 1,605 1,750 E E SB 942 1.00 970 1,750 E 0 NE 19 STREET NE 15 STREET NB PRINCIPAL ARTERIAL 4L0 N/A MUSP-PM 1,692 0.99 09/07100 1,759 1,750 E F SB 1,204 0.99 1,252 1,750 E D NE 15 STREET NE 14 STREET NB PRINCIPAL ARTERIAL 4L0 5053 FDOT-PM 1.674 1.00 04/13/99 1,674 1,750 E E SB 919 1.00 919 1,750 E D NE 14 STREET NE 13 STREET NB PRINCIPAL ARTERIAL 6LD 5053 FOOT -PM 1.674 •1.00 04/13/99 1,674 2,560 E D SB 919 1.00 919 2,560 E D NE 13 STREET 1-395 NB PRINCIPAL ARTERIAL OLD 5052 FOOT -PM 1,681 1.00 08/17/99 1,731 2,560 E D SB 1,648 1.00 1,697 2,560 E D I-395 NE 6 STREET NB PRINCIPAL ARTERIAL 4L 5049 FOOT -AM 1,447 0.98 05/11/99 1,432 3,140 E D SB 3L 1,522 0.98 1,506 2,560 E D NE 6 STREET NE 3 STREET NB PRINCIPAL ARTERIAL 8LD N/A K&S-PM 1,731 0.98 04/25101 1,696 3,140 E D SB 761 0.98 746 3,140 E C NE 3 STREET NE 1 STREET NB PRINCIPAL ARTERIAL 8LD N/A K&S-PM 1,731 0.98 04/25/01 1,696 3,140 E D SB 761 0.98 746 3,140 E C NE 1 STREET SE 1 STREET NB PRINCIPAL ARTERIAL 8LD 5047 FDOT-PM 1,866 0.98 05/18/99 1,847 3,140 E D SB 870 0.98 861 3,140 E C SE 1 STREET SE 2 STREET NB PRINCIPAL ARTERIAL 8LD 5047 FOOT -PM 1,866 0.98 05/18/99 1,847 3,140 E D SB 870 0.98 861 3,140 E C SE 2 STREET SE 4 STREET NB PRINCIPAL ARTERIAL 2LOW 5045 FOOT -AM 1,808 0.98 08/29/99 1,807 2,040 E-1W E NE 2 AVENUEJBRICKELL AVENUE NE 20 STREET NE 19 STREET NB MINOR ARTERIAL 4LU 276 MD -PM 717 1.00 07/06 00 731 1,615 E D SB 502 1.00 512 1.615 E D NE 19 STREET NE 14 STREET NB MINOR ARTERIAL 4LU 276 MD -PM 717 1.00 07/06100 731 1,615 E D SB 502 1.00 512 1.815 E D NE 14 STREET NE 13 STREET NB MINOR ARTERIAL 4LU 276 MD -PM 717 1.00 07/06//00 731 1,615 E D SB 502 1,00 512 1,1 15 E D NE 13 STREET 1-395 SB MINOR ARTERIAL 3L N/A K&S-AM 1,127 1.00 04/25/01 1,127 3,0 E-1 W E 1-395 NE 3 STREET SB MINOR ARTERIAL 3L N/A K&S-AM 671 1.00 04/25/01 671 3,070 / E-1W E NE 3 STREET NE 1 STREET SB MINOR ARTERIAL 31 WA K&S-AM 671 1.00 04/25/01 671 3,070 E-1 W E NE 1 STREET FLAGLER STREET SB MINOR ARTERIAL 3L NIA K&S-AM 671 1.00 04/25/01 671 3,070 E-1W E iOURCE: KEITH AND SCHNARS, P.A. NATRANPLANIPROJECTS12001N67161TABLES111MATRIX.WK4 Page 5 of 9 TABLE 21.A2 DOWNTOWN MIAMI DRI UPDATE EXISTING VEHICLE ROADWAY CONDITIONS 20-Nov-2001 ROADWAY FROM TO DIR (11 FUNCTIONAL CLASSIFICATION ROADWAY CONDITIONS FACILITY TYPE EXISTING LANES COUNT STATION 1�21 COUNT SOURCE AND PERIOD RAW PEAK HOUR PERIOD VOLUME PEAK SEASON FACTOR AXLE FACTOR COUNT DATE PEAK HOUR PERIOD VOLUME {3] PEAK HOUR DIR MAX SERVICE VOL MIAMI ADOP- TEO LOS PEAK HOUR DIR LOS NE 20 STREET m m i S mmmmmmmIna mmmrn mmmmrnm mmmmmm NE 2 AVENUE N. MIAMI AVENUE EB MINOR ARTERIAL 2LU N/A DTMP-AM 600 1.00 1.00 04/24/00 600 800 D W8 491 1.00 1.00 491 800 D N. MIAMI AVENUE NW 3 AVENUE EB MINOR ARTERIAL 4LU N/A DTMP-AM 800 1.00 1.00 04/24/00 600 1,815 D WB - 491 1.00 1.00 491 1,615 D NW 3 AVENUE 1-95 EB MINOR ARTERIAL 4LD N/A DTMP-AM 600 1.00 1.00 I.04/24/00 600 1,700 D WB 491 1.00 1.00 491 1,700 D NE 15 STREETNENETIAN CSWY BISCAYNE ISLAND BAYSHORE DRIVE ES MINOR ARTERIAL 2LD N/A MUSP-PM 287 1.06 1.00 09/12100 304 840 O • WB 304 1.06 1.00 322 840 D BAYSHORE DRIVE BISCAYNE BLVD EB MINOR ARTERIAL 2LD NIA MUSP-PM 321 1.06 1.00 09/12I00 340 840 D WB 325 1.06 1.00 345 840 D BISCAYNE BLVD N. MIAMI AVENUE EB COLLECTOR 2LU NIA MUSP-PM 172 1.06 1.00 09/12/00 182 800 C WB 241 1.06 1.00 255 800 D NE 14 STREET BAYSHORE DRIVE BISCAYNE BLVD EB LOCAL ROAD 4LU N/A MUSP-PM 200 1.06 1.00 09/07/00 212 1,615 C WB 99 1.06 .1.00 105 1,615 C BISCAYNE BLVD NE 1 AVENUE EB COLLECTOR 2L N/A MUSP-PM 151 1.06 1.00 09/07/00 160 1,615 C WB 1L 164 1.06 1.00 174 800 C NE 1 AVENUE N MIAMI AVENUE EB COLLECTOR 2L N/A MUSP-PM 151 1.06 1.00 09107/00 160 1,615 C WB 1L 164 1.06 1.00 174 800 C N MIAMI AVENUE NW 2 AVENUE EB COLLECTOR 2LU N/A MUSP-PM 151 1.06 1.00 09/07/00 160 800 C WB 164 1.06 1.00 174 800 C NW 2 AVENUE NW 3 AVENUE EB COLLECTOR 2LU N/A DTMP-PM 151 1.08 1.00 09/07/00 160 800 C WB 184 1.08 1.00 174 800 C NW3AVENUE 1-95 EB COLLECTOR 2LU N/A DTMP-PM 172 1.00 1.00 04/24/00 172 800 C WB 196 1.00 1.00 196 800 D NE 11 STREET NW 3 AVENUE 1-95 WB COLLECTOR 3L 9352 DTMP-PM 180 1.00 1.00 04/24/00 180 2,040 E NE 10 STREET • . NW 3 AVENUE 1.95 EB COLLECTOR 21. N/A DTMP-PM 133 , 1.00 1.00 04/24199 133 2,040 E N t. SOURCE: KEITH AND SCHNARS, P.A. N:ITRANPLANIPROJECTSV2001116716\TABLESN1MAT IX.WK4 TAMS 21A5 DOWNTOWN !lime ORI UPDATE 6XI8TIN0 PW 151161ICEIW11P A74O PIRSON•TRIP CAPACITY ASSIOIe1LNT6 ROADWAY FROM TO DM FACILITY TTPE OWING LANES SUS ROUT[6 SIMMS ROADWAY 6EEEIENTS mm SUS ROUTEIAN0 RAlE1Ltl6PPIR 6E0OlSNT TOTALE WS RID1*S11r O'EJg0N5) 6116 CAPACITY ri*5O1M} WC BRICAYNE SLYO NE 54 STREET NE 46 STRET NE 46 STREET 1495 1.195 NE 39 STREET NE 36 STREET NE 29 STREET NE29 STREET NE 20 STREET NE 20 STREET NE 19 STREET NE 19 STREET NE 15 STREET NE15STREET NEI4STREET NE 14 STREET NE l3 STREET NE133TREET 1495 1.395 NE 8 STREET NE6 STREET NE 3STREET NE 3 STREET NE 1 STREET NE 1 STREET 9E 1 STREET SE 1 STREET SE2STREET SE 2STREET SE4STREET NE 2 AVENUP/SRICIIELL AVENUE NE 20 STREET NE 18 STREET NE 19 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1495 I.395 NE3STREET NE 3 STREET NE 1 STREET NE I STREET FLAOLER STREET FIAGLER STREET 5E 1 STREET SE 1STREET SE 2 STREET SE 2 STREET 99a 4 STREET SE4STREET SE6STREET SEaSTREET SW 13 STREET 5W 13 STREET SW 15 ROM) SW 15 ROAD Rlc9ENBACKER CSWY NE 1 AVENUE NE 17 STREET NE 14 STREET NE 14 STREET 1495 1.395 NE 6 STREET NE6 STREET FLAOLER STREET FLAMER STREET SE 1 STREET SE 1 STREET 6E 2 STREET NB SB NB SB NB SB NB 98 NB SB NB 08 NB SB NB 96 NO SB NB SB NO 513 NB 96 NB 50 NB 36 NB 98 NB N6 SB NB SB NB SB SB 913 S8 S6 9B SS 943 Na 98 NB 59 NB SS N6 59 NO SS 5IB Na NO MI NB 4L0 4L0 ILO 4LD 410 4L0 4LD 4LD 8L0 81.0 IL 3L 5L0 6LD 61.0 MD 2L0T9 4LU 4LU 4LU 3L 31. 3L 3L St 3L 4L 2L 3L 4L0 4L0 41.0 AU 3L 3L 3L 3L 3L 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 9 3 3 3 3 3 3 48 95 05 9 0 9 9 9 9 9 K 24 24 24 24 24 21 40 48 48 49 6 6 a 26 2 6 16 16 16 18 16 16 10 16 10 16 16 16 32 32 42 46 16 16 16 16 16 16 16 16 16 16 11 93 95 95 t0 10 10 10 10 10 10 T 0 46 48 48 48 40 6 B 6 B 9 9 9 6 0 62 62 62 02 62 52 36 36 36 36 36 36 36 36 62 62 40 46 46 48 46 46 41 46 40 46 16 95 0S 32 32 K K 94 51 B 9a 9 B B 10 10 10 7 7 03 93 93 03 03 93 62 82 62 62 62 62 62 62 93 93 51 61 51 51 51 51 51 51 51 93 46 T T T K 95 K K 6 6 93 93 93 93 93 93 93 93 T 95 93 93 93 93 93 93 03 93 93 96 77 7 95 T T 9 9 T 95 T 85 T 90 T 96 95 C 65 0 95 C 95 C 95 93 96 el B 90 10 95 95 95 96 96 5 95 S 95 B 95 8 66 95 96 93 K K 95 95 95 95 T 95 95 05 06 96 C 95 T T T T 7 T C C C C C S 95 S 9 S 9 e 95 C B �� 3 111 66 111 06 111 66 111 66 119 68 199 66 its 54 ITT 45 119 45 III 45 111 46 84 46 64 30 84 6 132 72 66 66 66 66 40 2 68 40 11 240 10 45 20 SS 15 NI 16 12 4 4 4 4 4 2 2 18 99 69 99 69 99 69 99 69 99 69 09 09 99 42 99 42 99 42 75 42 76 76 26 76 76 92 06 05 02 7 76 33 32 16 16 33 15 27 0 48 66 66 36 32 20 32 20 32 20 32 32 48 0 5 3 6 3 5 2 8 6 9 132 132 136 114 66 48 0 1 0 1 0 1 0 1 0 1 0 1 0 1 51 52 16 46 42 49 45 48 S1 52 62 62 52 62 62 52 52 46 62 46 95 187 K 156 112 71) 78 62 21 13 21 13 21 13 21 13 21 19 21 13 21 13 21 13 5 12 12 00 24 144 24 148 24 132 16 T 12S 132 124 76 77 42 K 96 96 96 114 64 85 106 100 106 100 100 100 101 100 105 100 100 100 106 100 104 Al 104 78 100 66 100 66 00 118 60 60 60 60 T 925 126 128 10S 100 115 0 0 0 10 15 15 16 16 18 18 187 167 117 C 96 72 96 72 96 72 96 63 70 63 75 6 290 200 290 200 290 200 290 200 260 200 245 170 276 T 152 146 152 146 162 149 152 146 152 132 " 382 248 330 24e 339 2411 523 416 523 416 623 411 442 903 676 446 762 506 744 496 748 426 a77 409 057 394 1,106 61 107 167 196 119 64 305 306 306 304 102 86 94 365 196 240 119 156 26 135 22 164 466 434 576 405 86 920 920 920 920 920 920 1,472 2,252 1,472 2,252 1,472 2252 1,469 2,246 1,026 1,006 1906 2,416 1,706 2,456 1,706 2,485 1,706 2,486 2,490 2220 3,434 306 760 760 713 713 ate 1,070 1,070 1,070 1,330 552 536 656 1,344 566 606 506 305 300 306 305 674 1,226 1,226 2,1t4 2,114 634 0.360 0.270 0.306 0270 0.366 0.270 0.3155 0.166 0955 0.905 036E 0.165 0301 0.170 0.680 0206 0.441 0.204 0.436 0200 0.430 0200 0.347 0.127 0264 0177 0.22 0.199 0.240 0240 0.276 0.167 0.162 0.265 0228 0.298 0.220 0.340 0.164 0.106 0271 0.203 0.421 0210 0.510 0.065 0.451 0.072 0.273 0.302 0.354 0.273 0.192 0.127 AURCE KEITN AND SCNNARS. P.A NATRAFIPSANIPROJE CTSI2000167161TABLE6111 MATRIXW 14 PA043475 TABLE21AS DOWNTOWN AWN DRF UPDATE OUTING PM SUS RIDERSHIP ARO PERSOWTRP CAPACITY AS$IONMENTS ROADWAY FROM TO DIR rACNJTY TYPE 131197I10 UINES BUS ROUTES 11113M110 ROADWATSEO9II9MTS BUS Rdi9Ef AND PER SEG TOTAL SUS ROSRSIIP SUS CAPACITY VA2 NW 20 STREET NW 17 STREET NW 17 STREET MY 14 STREET WN 14 STREET N+v 9 STREET NW 9 STREET NW S STREET NW 5 STREET SW 1 STREET NE 20 STREET NE 2 AVENUE N. MIAMI AVENUE N. MIAMI AVENUE NW 3AVENUE MV3AVENUE 1.95 NE 15 SMEETNONST4AN CSWY BISCAYNE 19MANI) 8AY81IORE DRIVE BAYSHORE DRIVE BISCAVNE BLVD BISCAYNE DLV0 N. MIAMI AVENUE NE 1447REET BAYSHORE DRIVE BISCAYNE BLVD BISCAYNE Bum NE 1 AVEMIE NE 1 AVENUE 11MIAMI AVENUE NMIAMI AVENUE Nor 2AVENUE NW 2 AVENUE NW 3AVENUE NH3AVE NUE 1.95 NE11 STREET NW 3 AVENUE IA5 NE10STREET NN3AVENUE 185 NE 6STREETASORT BOULEVARD E. OF PORT BRIDGE BISCAYNE BLVD OISCAVNE BLVD NE 1 AVENUE NE 1 AVENUE N MIAMI AVENUE N MIAA9 AVENUE NW I AVENUE NW 1 AVENUE NW 1 CT NW 1CT NW2AVENUE NW2AVENUE NMI3AVENUE NW3AVENUE 146 NS 50 NB 38 NB SB N8 NB ES WS EB WB Ell WS E8 WB E6 W8 E8 WB E8 468 ES WB ES WB MI WS E9 WS ES WB WB EB ES WB WB WB W9 WS WB 16r8 VAS 2LU 2LU 2LU 9L 2L 2LU 4LU 4L0 au 2L0 2LU 4LU 2L 1L 2L 1L 2LU 2LU 21.0 3L 2L 6L0 3L 2L 2L 2L 2L 2L 31. 2 2 21 21 32 32 32 32 32 32 A A 32 32 3 44 K M M M M 2 2 21 21 2 2 2 7 1 21 21 36 16 16 M M M M 7 7 21 21 M M 48 46 61 51 T T 0 A A 02 62 0 C XMS K M '3 7 7 32 93 126 72 32 27 16 27 18 27 18 31 18 16 2 60 124 21 16 21 64 2 75 76 76 56 22 60 18 34 32 1 46 7 66 68 76 16 14 46 40 0 1 16 99 46 6 46 A 24 18 24 is 12 16 21 54 64 51 52 52 _242 . 82 13 21 03 76 C 75 72 K 112 96 112 96 M 50 14 46 14 44 14 46 14 40 14 S 275 200 T 152 132 126 126 196 140 66 16 27 16 27 16 27 I6 24 10 74 97 646 774 288 238 46 14 46 14 114 142 10 54 189 141 75 132 132 550 559 144 114 195 190 196 195 195 195 45 45 648 270 2,000 2,730 682 662 130 130 130 130 445 445 114 414 686 510 315 309 309 0.354 0,250 0.600 0.166 0.130 0.092 0.138 0.002 0.135 0.092 0.533 0.400 0.136 0.137 0.421 0.263 0.419 0.349 0.354 0.108 0.354 0.100 0256 0.319 0.140 0.474 0.213 0.274 0238 0.427 0.61 MI J W 0 3URGE. KEITH AND SCHNAPS, P A. N:ITRANPLAMPRQRECTS1200111671617A5LE5111 AIATRIMWK4 1 Pape 1 o T TABLE 21.A6 DOWNTOWN MUMM DRI UPDATE EXISTING AM AND PM METRORAIL AND METROMOVER RIDERSHIP AND PERSON -TRIP CAPACITY ASSIGNMENT 20-Nov-2001 rABf3ST11AR5fT• ROADWAY FROM TO OIR FACILITY TYPE COSTING LANES - - METRO- RAIL 111 % 121 PEAK CAPACITY (PERSONS) PM PEAK AM PEAK METRO- MOVER - l31 % 121 PEAK CAPACITY (PERSONS1 _ PM PEAK Alit PEAK TOTAL RIDERSHIP (PERSONS( PM WC TOTAL RIDERSHIP (PERSONS" AM YIC TOTAL RIDERSHIP (PERSON56 PM V1C , TOTAL RIDERSHIP IPERSONS) AM SIC BISCAYNE BLVD NE 54 STREET NE 48 STRET NB 4LD SB NE 46 STREET 1-195 Ne 41.0 SB 1-195 NE 38 STREET NB 4LD SB NE 36 STREET NE 29 STREET NB 4LD SS NE 29 STREET NE 20 STREET NB 4LD Se NE 20 STREET NE 19 STREET Na 4LD SD NE 19 STREET NE 15 STREET Ne 4LD MM2 50% 900 44 0.046 67 0.0599 Se 50% 960 53 0.056 50 0.052 NE 15 STREET NE 14 STREET NB 4LD MM2 50% 960 44 0.046 57 0.059 SB 5011 9e0 53 0.055 50 0.052 NE 14 STREET NE 13 STREET NB OLD MM2 50% 960 44 0.046 57 0.059 SS 50% 960 53 0.055 50 0.052 NE 13 STREET I.395 NB fi(.D 10M2 SO% 960 44 0.046 57 0.059 SB 50% 960 53 0.055 60 0.052 1.395 N6 6 STREET NB 4L MM2 50% 960 47 0.049 61 0.064 S8 3L 50% 960 69 0.093 53 0.055 NE 6 STREET NE 3 STREET NO OLD MM2 50% 900 91 0.096 86 0.092 66 50% 960 70 0.073 68 0.071 NE 3 STREET NE t STREET NB SLD MM1 .50% 1,440 83 0.058 81 0.05E se 50% 1.440 56 0.039 56 0.039 NE 1 STREET SE 1 STREET NB 6LD 1NM1 5014 7.440 74 0.051 80 0,058 SB 50% 1,440 BO 0.056 57 0.040 SE 1 STREET SE 2 STREET N8 8LD 19111 50% 1.440 106 0.074 102 0.071 se 50% 1,440 73 0.051 76 0.053 SE 2 STREET SE 4 STREET NS 2LOW MM1 100% 2.880 211 0.073 203 0.070 NE 2AVENUEIBRICKELL AVENUE NE 20 STREET NE 19 STREET NB se 4LU NE 19 STREET NE 74 STREET NB 4LU 9.1M2 25% 400 22 0.046 113 0.235 Se 25% 480 26 0.054 100 0208 NE 14 STREET NE 13 STREET NB se ALU 114.12 25% 25%. 4E0 480 22 20 0.046 0.054 173 100 0.235 0.208 NE 13 STREET 1-395 58 3L MM2 50% 960 53 0.055 100 0.104 1-396 , NE 3 STREET SB 34. M1,42 501E 960 70 0.07,3 136 0.142 NE 3 STREET NE 1 STREET SB 31. MMt 50% 1.440 58 0.039 111 0.077 NE 1 STREET FLAOLER STREET SB 3L MMt 5016 1.440 80 0.056 114 0.079 FU1DLERSTREET SE 1 STREET SB 31 11.1101 50% 1.440 B0 0.058 114 0.079 set STREET S£ 2 STREET 5O 3L NMI 50% 1,440 73 0.051 151 0.105 SE 2 STREET SE 4 STREET SB 4L MM1 100% 2.080 146 0.051 151 0.052 SE 4 STREET SE S STREET N8 2L MM2 50% 980 164 0.171 316 0.329 SS 31. 100% 1.920 360 0.188 344 0.170 SE 8 STREET SW 13 STREET NB se 4L0 MR4 25% 25% 1.463 1.463 276 092 0.169 0.473 813 250 0.556 0.175 MM2 55% 100% 960 1,920 164 300 0.171 0.100 318 / 344 0.329 0.179 SW 13 STREET SW 10 ROAD ND 41.D MR4 20% 1,403 270 0.189 813 0.556 MM2 50% 960 85 0.089 183 0.170 SB 25% 1.463 692 0.473 256 0.175 50% 960 67 0.101 185 0.193 SW 15 ROAD RICKENSACKER CSWY NB 41.13 S8 DURCE: KEITH AND SCNNARS. P..k N:ITRANPLANIPROJECTS12001118T161TABLES111MATRtX.WX4 1 Page 3al7 TABLE 21.A6 DOWNTOWN MIAM DRI UPDATE EIOSI N° AM AND PM MEIRORAIL AND METROMOVER RIDERSHIP MD PERSON -TRIP CAPACITY ASSIGNMENT 20-Nov-2001 ROADWAY FROM TO TM FACILITY TYPE EXISTING LANES MASS IRMST•NE1RORAIL METRO• RA1L (11 % (21 PEAK CAPACITY PERSONS PM PEAK AM PEAK MEMO. MOVER 131 % 121 PEAK CAPACITY PERSONS PM PEAK AM PEAK TOTAL RIDERSHIP PERSONS PM WC TOTAL RIDERSHIP AM VA: TOTAL RIDERSHIP S PM WC TOTAL RIDERSHIP BONS AM V7C NW 2 AVENUE NW 11 STREET NW B STREET NB 2LU MR1 50% 2,925 684 0.234 1,266 0.433 SB 25% 1,463 692 0.473 256 0.175 NW 8 STREET NW 8 STREET NS 2LU MR1 50% 2,825 684 0.234 1,266 0.433 SB 25% 1,483 692 0.473 256 0.175 NW B STREET NW 5 STREET NO 2L0 MR2 50% 2,925 806 0.235 1,250 0.430 50 25% 1,483 692 0.473 256 0.175 NW 5 STREET NW 3 STREET NB 2l0 MR2 60% 2,925 866 0.235 1,258 0.430 89 25% 1,463 592 0.473 256 0.175 NW 3 STREET NW 1 STREET N9 2L SB IL NW 1 STREET SW 1 STREET NB 2L SB IL SW 1 STREET SW 2 STREET NB 4LU SB SW 2 STREET SW 7 STREET NO 2LU MR3 25% 1.483 281 0.192 776 0.530 SB 25% 1,463 692 0.473 256 0.175 SW 7 STREET SW 8 STREET NB 4LU MR3 25% 1,483 281 0.102 776 0.530 SO 25% 1.483 602 0.473 258 0.175 SW 8 STREET SW 11 STREET NO 2LU MR4 25% 1.463 276 0.189 813 0.556 SB 25% 1.463 692 0.473 256 0.175 SW 11 STREET SW 13 STREET NB 2LU MR4 25% 1.463 278 0.189 813 0.558 S8 25% 1.463 692 0.473 256 0.175 SW 13 STREET SW 15 ROAD NB 4LU SS NW 3AVENUE NW 20 STREET NW 17 STREET NB 2LU SB NW 17 STREET NW t4 STREET NB 2LU BB NW14STREET NW9STREET NB 2LU SB NW 9 STREET NW 5 STREET NB 3L NW 5 STREET SW 1 STREET NB 2L NE 20 STREET NE2AVENUE N, MIAMI AVENUE EB 2LU WO N. MIAMI AVENUE NW 3 AVENUE E8 4LU WO NW 3 AVENUE I.95 EB 4LD • W6 NE 15 STREETNENETAN CSWY BISCAYNE ISLAND BAYSHORE DRIVE EB 2L0 WS BAYS14ORE DRIVE BISCAYNE ma EB 2LD WO BISCAYNE BLVO N, MINA AVENUE EB 2LU WO OURCE: KEITH AND SCIMARS. P.A. NITRANPLANIPRO.IECTS120011167161TABLES111 MATRIX.WK4 Pw.144 TAME 21AT DOW1470N411MAMI 0RI UPDATE ►ER60N.TR517 VOLUME AND CAPACITY E70811110 CONOITIONO MATRIX ROADWAY FROM TO pal MANI MOP- TEO LOS III T1185 ROADWAY WOE M7RAN6ITM07E - °WOM64T TDTAL 151 ROADWAY ULAN CAPACITY 131 PERS-TRW CAPACITY OM* 1.6 141 ROADWAY MEHICIAAN VOLUME 161 PERS-TRW VOLUME 0PPV• 1,4 (41 EACEOE PERSON TRIP CAPACITY 171 ROADWAY PERSON TRIP 111 SW PER -TRW CAPACITY LOAN It 1402EI1 PERFTRW CAPACITY WAD. ' 141 RAM, PRR9TRIP CAPACITY LOAD. I1/) TOTAL TRANpT RI TIIANSIT PERI4021.1110 VOLUTE 1f31 TOTAL 1RAIWT PEKE VO4.1101E (141 1RAN11T PER.'TRM Man CAPACITY 1161 11040SNT PERSON TRIP CAPACITY 114E SEGMENT PERSON TRIP WORN 1171 6E092ENT 11R8-11RIP EXCESS CAPACITY 1191 11101126117 PERSON TRIP PERT-TAIP CAPACITY SUB MRYRO- MOVER 1461110- RAS, VA: LOS -450 106 BISCAYNE BLVD ._ NE 54 STREET NE 48 STRET N6 E L9 1,610 qap, 1,02E 1,42E 1,467 0.49 P20 920 169 160 751 '"All) 1,69E 2,216 0.410 C 50 6 1,810 090 1,550 2,600 305 0.59 920 920 243 243 677 3',016 2,833 983 0.742 0 NE48 STREET 1.195 NB E 19 1,510 2,690 1,431 2,003 693 0.69 920 920 169 189 751 3,01E 2172 1,544 0.560 C SO E 1,610 2030 2,04E 2064 32 0.90 920 920 249 243 677 301E 3,107 706 0.614 0 1.195 NE 38 STREET NB E LS 1.510 2,090 1,334 1,56E 1,028 0.65 920 920 330 338 581 3,818 2,207 1.600 0.576 C SB E 1,810 2,096 1,580 222E 675 0.77 920 920 240 ' 245 672 3,01E 2,473 1,343 014E C NE 36 STREET NE 20 STREET NO E LS 1,610 2,995 1,33E 1,568 1.025 0.65 1,472 1,472 523 523 949 4.36E 2,391 1,977 0.547 C SB E 1.810 2,896 1.589 2,225 • 071 0.77 2,252 2,252 416 416 1.630 5,140 2,641 2,507 0.613 C NE 20 STREET NE 20 STREET NB E LS 1,750 2,600 1,915 2051 119 0.96 1,472 1,472 523 523 949 4,272 3,204 1,068 0.760 D 98 E 1,750 2,600 890 1,245 1,654 0.45 2,252 2,252 410 418 1,036 5,052 1,602 3,300 0.329 0 NE 20 STREET NE 19 STREET NB E LS 1.760 2,000 4,605 2247 553 0.80 1,472 1,472 523 523 949 4272 2,770 1,502 0640 D 98 E 1,750 2,600 970 1,350 1,442 0.49 2,252 2,252 416 4t6 1,036 5.552 1,774 3270 0.361 0 NE 19 STREET NE 15 STREET NB E HS 1,750 2000 1,759 2,483 337 0.6E 1,469 960 2,421 442 44 486 1,943 6,229 2,949 2280 0.664 0 SB E 3750 2,600 1,262 1,753 1,047 0.63 2249 960 3201 383 53 436 2,773 0.000 2,189 3020 0.304 D NE1SSTREET NEI4STREET NB E NS 1,750 2,000 1,674 2,344 456 0.64 1,02E 960 5,98E 876 44 722 1,25E 4,788 3,05E 1,722 0.640 D SB E 1,750 2,000 5110 1,287 1,513 0.48 1,60E 960 2,760 4415 63 536 2.230 5,568 1,626 3,743 0.320 0 NE 14 STREET NE 13 STREET 116 E HS 2,660 4,09E 1074 2,344 1,752 0.57 1,708 660 2,56E 762 44 700 1,670 11,762 3,140 7,022 0.404 D SB E 2,560 4,090 919 1,287 2,609 0.31 2,46E 960 3,446 606 63 559 2,087 7,642 1,846 5,698 0246 C NE 13 STREET 1.395 NB E HS 2.560 4,090 1,731 2,423 1,673 0.59 1.70E 080 2,666 745 44 792 1,674 6,742 3,21E 3,647 006 D S8 E 2,680 4.09E 1.697 2.376 1,720 0.51 2,46E 960 3,440 490 63 651 2895 2642 2,9..27 4,615 0.389 D 1.395 NE6STREET NB E HS 3,140 6,024 1,432 2,005 3,019 0A0 2.48E 950 3,446 367 11 426 3,010 5,470 2,433 8,037 0.207 C S8 E 2,560 4,096 1,50E 2,10E 1,968 0.51 1,708 960 2,668 395 53 451 2,21E 6,782 2,559 4209 0.378 0 NE 6 STREET NE 3 STREET NS E HS 3,140 5,024 1,69E 2,374 2,060 0.47 1,706 960 2,86E 077 91 755 1.89E 7A90 3,142 4,649 0.40 D 50 E 3,140 5,024 746 1,044 3,930 0.21 2,48E 900 3,440 489 70 559 2,867 0470 1,603 6667 0.159 C NE 3 STREET NE I STREET NB E HS 3,140 5,024 1,696 2,374 2.650 0.47 2,41E 1.440 3.620 657 03 740 3,156 1950 3,114 6,63E 0.34E D SB E 3,140 5,024 746 1,044 3,900 0.21 2,225 1,440 3,666 394 50 450 3,210 0690 1,494 7,19E 0.172 C NE 1 STREET SE 1 STREET NB E HS 3,140 5,024 1,647 2,586 2,43E 0.6E 3,434 1,440 4,874 1,106 74 T,160 5694 0,695 3,786 0,132 0.360 D SB E 3,140 5,024 061 1,205 3,51E 0.24 305 1,440 1,74E 61 50 141 1,605 6,770 1,346 6,424 0.166 C SE 1 STREET SE 2 STREET NB E HS 3,140 5,024 1,147 2,580 2,43E 0.5E 760 1,440 2,220 187 106 293 1.927 7244 2,679 4,365 0.397 D 513 E 3,140 5,024 161 1205 3,619 0.24 1,440 1.440 73 73 1267 6,484 1,278 5,18E 0.16E C 5E 2 STREET SE 4 STREET Na E-1 W HS 2,040 3284 1,807 2,530 734 0.78 2,660 2,550 203 203 2,677 6,144 2.733 3,411 0.445 0 NE 2 AVERWWIRICHELL AVENUE NE 20 STREET NE 19 STREET NB E LS 1,615 2,384 731 1,023 1,561 0.40 D 713 713 100 196 515 3,297 1221 2,070 0.370 0 SB E 1,015 2,554 512 717 1,007 0.2E C 7t3 713 110 119 604 3,297 538 2.461 0.254 C NE 19 STREET 540 14 STREET NB E 543 1,615 2,564 731 1,023 1,561 0.40 0 430 450 22 22 458 3,064 1,045 2,019 0.341 D S8 E 1,815 2,554 512 717 1,067 0.2E C 618 400 990 54 26 110 IRA 3.582 527 2,755 0.231 C NE 14 STREET NE 13 STREET NS E HS 1,615 2,664 731 1,023 1,56E 0.40 0 400 460 22 22 458 3,064 1.045 2019 0.341 D SO E 1,01E 2,561 512 717 1,007 026 C 1,070 460 1,550 306 26 334 1,21E 4.134 1,051 3,083 0264 C NE 13 STREET 1.395 SB E.66 HS 3,070 4212 1227 1,670 3,334 0.32 O 1,070 920 2,030 254 100 364 1,64E 6.842 1,962 4,960 0263 C I.395 NE3STREET SB E-94V HS 3,070 4.912 571 939 3,073 0.10 C 1,070 960 2,030 254 130 420 1,610 6942 1,359 5,563 0300 C ' NE 3STREET NE 1 STREET SB E-144 HS 3,070 4,012 671 939 3,473 0.19 C 1,330 1,440 2,7713 234 111 345 2,425 7,662 1.284 6,390 0.167 C NE 1 STREET F1AOLER STREET 98 E-1W HS 3,070 4.012 671 9311 3.973 0.49 C 552 1,440 5,992 86 114 202 1.700 6,904 1.141 5,763 0.105 C FLACLER STREET SE 1 STREET SS E-1W HS 3,070 4,012 671 030 3.973 0.10 C 1,440 1,440 114 114 1,32E 6.352 1.053 6200 0.148 C SE 1 STREET SE 2 STREET SB vivo 110 3,070 4,912 071 939 3.973 0.19 C 1,318 1,440 2,756 351 151 502 2254 7,56E 1,441 5,227 0.105 C SE25TIIEET SE, 4STREET SB E-IW 118 3,770 6,032 671 030 6,099 0.1E C 1.34E 2.680 4,22E 370 151 521 3.705 10.256 1.460 0203 0.142 0 SE 4 STREET SE 5 STREET NO E 143 1,700 2,720 1,197 1.67E 1.044 0.62 D 1,36E 960 2,306 305 1144 520 1,777 6,026 ' 2,205 2,021 OA30 D SB E 2,580 4,006 1,340 . 1,876 2,220 0.46 0 666 1.920 2,46E 115 360 476 2,011 6,562 2.351 4,231 0.367 0 SE 6 STREET SW t3 STREET NB E H9 1,700 2,720 765 1,114 1,60E 0.41 0 661 960 1,463 2.560 240 1N 278 6S0 2,300 6,70E 1,794 6.91E 0.314 D 68 E 1200 7,720 1,345 1.063 637 0.60 D 560 1.020 1.463 3,949 119 300 092 1,17E 2,775 606E 3,064 3,016 0.46E D SW 13 STREET SW T5 ROAD N8 E HB 1,700 2,720 603 644 1476 0,31 0 306 960 1.403 2,726 161 50 278 517 2212 6,449 1,311 4,00E 0260 C SB E 1,700 2,720 1.47E 2,599 664 0.76 0 306 960 1,403 2.729 26 97 1102 918 1454 6,440 3.911 240 0.628 0 86655 ROAD 99045E96A5314ER 5369W NB E L9 1,700 2,720 010 3134 1,58E 0.42 0 306 308 136 136 161 3,02E 1.272 1,764 0.420 0 SS E 1,700 2,720 1,364 1,910 910 0,70 D 906 306 22 22 251 3.02E 1,932 1,094 0336 0 10URCE NE1114 AND SCHNARS, PA. NATRANPLN48R0JECTS52001167185TATNE5511 MATRI%.W K4 Pop 3015 TA6LE 21.11,7 OOVMTOWN MIAMI ORS UPDATE ►ER60N•TRIP VOLUME AND CAPACITY EXISTING COMMONS MATRIX ROADWAY FROM TO DIR MIAMI ADOP• TED LOS 111 3ORRIOOIMEHICULAII TYPE ROA011'AYMOOE TSARS 'TOTAL ROADWAY CAPACITY POULTRY. CAPACITY dPVF 1.6 `� ROADWAY MECUM VOLUME-1.4 Ptl46.Tt0P YOWME OM. EX`CEEMS PERSON TRIP CAPACITY 00*094AY PERSON DRIP S! S 1tll4RIP CAPACITY LOA M. NWR pai•TRIP CAPACITY LOAD. `R1AP. PERO-TRIP CAPACITY LOAD. TOTAL TMMNf PER110147111, tTRA M11 VOLUME T`TAL TRANSIT pm V46,,16413 TRA4 1MIT PERRTItlr VICus CAPACITY SEG 51 NT PERSON TRR weeny 'SCENE f PERSON mop VOLUME `165409IT 1(53.7RM EXCESS CAPACITY (EG PERSON TRIP P0IMLT0I4 CAPACITY - KM METRO- 9101IER METRO- RAN. Vie LOS We Los R VYAGENIM PPPPPPPPP 0 0 00000 000000 o000o 0 0000000 0000000 0 000000 000000 000000000000 0 0 000 0 0 0 0 0 0 MN20 STREET NWI7 STREET NO E 600 1290 200 260 1,000 1,200 260 1,000 0219 C 58 E 600 1,210 204 205 994 1,290 266 994 0223 C NW 17 STREET NW 345710EE7 NO E LS 500 1,280 200 260 1000 669 559 198 195 361 1,639 478 1,381 0260 D 98 E 800 1,260 201 206 994 559 659 140 140 419 1,839 426 1,413 0232 C NW14STREET MN9STREET 548 E LS 600 1,260 200 250 1,000 114 114 65 66 56 1,394 338 1,054 0242 -D 59 E 500 1,280 204 206 994 114 114 16 16 96 1,394 304 1,090 0.216 C NW9STREET NW5STREET 149 £•1W 3,070 4,912 1,102 1.343 3,369 4.912 1,613 3,389 0.314 0 NW5STREET SW 1STREET ND E-IW 2,040 3,204 1.102 1,543 1,721 3,264 1,543 1,721 0.473 0 NE 29 STREET NE 2 AVENUE N. MIAMI AVENUE EB £ L9 600 1,280 500 840 440 195 195 36 36 150 1,475 876 601 0.594 0 we E 600 1.290 491 647 503 195 195 25 26 107 1,475 715 780 0465 D N. MIAM1 AVENUE NW 3AVENUE E8 E 1.8 1,645 2,554 6O0 840 1,744 105 195 36 35 150 2,779 676 1.903 0.316 0 WB E 4.815 2,534 491 657 1697 195 195 25 25 107 2,779 715 2,064 0.257 C NW 'AVENUE 145 EB E LS 1,700 2,720 600 640 1,560 195 195 96 34 159 2,916 876 2,039 0.305 0 060 E 1,700 2,720 491 687 2,033 195 195 28 26 167 2,915 715 2.200 0.245 0 NE 15 STREETARNE1I01 CSWY BISCAYNE 131AN0 BAYBHORE DRIVE EB E LB 640 1,344 304 426 916 48 45 24 24 21 1,399 450 099 0.324 0 INS E 540 1,344 322 451 893 45 46 16 16 27 1,389 480 920 0.339 0 RAYSHORE DRIVE BISCAYNE BLVD EB E LS 640 1,344 340 476 068 646 646 74 74 472 1,590 550 1,340 0261 0 WB E Ls 640 1,344 945 483 001 270 270 37 37 233 1,814 520 1,064 0.322 0 BISCAYNE 01.60 N. PIMA AVENUE EB E 400 1,250 152 258 1,025 1,240 255 1.025 0.199 C '., WB E 800 1,260 255 357 923 1,280 357 923 0279 0 NE 54 STREET OAYSHORE DRIVE BISCAYNE BLVD E8 E LS 1515 2,514 212 297 2287 2,000 2,006 846 646 1,102 4,592 1,143 3,441 0249 C WB E 1,615 2,564 105 147 2,437 2,739 2,739 774 774 1,985 6,323 921 4,402 0.173 C SISCAYNE SLVO NE I AVENUE E8 E L8 1,615 2.684 160 224 2.360 852 692 268 266 396 3.286 610 2,756 0.166 C WO E 800 1,280 174 244 1,036 662 882 238 230 444 1,962 462 1,480 0246 D NEIAVENUE NMIME AVENUE ES E L6 1,815 2,564 160 224 2,360 130 130 46 46 64 2,714 270 2,444 0.099 C 308 E 800 1.260 174 244 1,036 130 130 14 14 116 1.410 258 1,152 0.163 C N NAM AVENUE NW 2 AVENUE EB E LS 900 1,280 150 224 1,056 130 130 46 46 64 1,410 270 1,140 0.191 C W8 E 800 1,280 '174 244 4,036 130 130 14 14 118 1,410 269 1,162 0.163 C IW2AVENUE INV3AVENUE E0 E LS 803 1,250 160 224 1,056 445 445 114 114 331 1,726 395 1,367 0.196 C 009 E 800 1,200 174 244 1,030 445 445 142 142 303 1,725 380 1,339 0.224 C NW 3 AVENUE 145 E9 E 000 1,260 172 244 1,032 1,250 241 1,039 0,156 C W8 E 805 1250 153 274 1,006 1,200 274 1,006 0214 C NE 11 STREET NW3ATE54UE 145 WO E•169 LS 2,040 3264 150 252 3,012 114 114 16 16 96 3,378 288 3,110 0.079 C NE 10 STREET NW3AVENUE 145 ES E•105 LS 2,040 3,254 133 108 3,078 114 114 64 64 60 3,376 240 3,166 0.071 C NE 5 STREET/POET BOULEVARD E. OF PORT BRIDGE BISCAYNE 6LVO EB E 2,660 4,096 1,278 1,789 2,307 4.090 1,759 2,307 0.437 D WO E 2,580 4,098 504 812 3284 4,066 832 3,264 0203 C BISCAYNE BLVD NE 1 AVENUE W8 E-1W HS 3070 4,912 814 860 4,052 2,550 2,850 274 214 2,060 7,792 1,074 8,718 0.139 C NE I AVENUE NAIAMI AVENUE WB E-11N HS 2,040 3,204 614 060 2,404 555 2,580 3.766 169 244 403 3,355 7.032 1,283 6769 0.100 C N MIAMI AVENUE NW I AVENUE WB E•1W HS 2040 3244 814 660 2.404 510 2,850 3,390 141 214 335 3,035 6854 7215 6.439 0.153 C NW I AVENUE NW 1 07 WO E--9W 115 2,040 3,204 614 860 2,404 2,510 2,500 214 214 2.656 43,144 1,074 5,970 0.178 C NW 1 CT we 2 AVENUE WS E-1 W LS 2,010 9264 814 860 2,404 315 315 76 75 240 3.570 435 2844 0261 C NW2AVENUE NW3AVENUE WB 6,1W LS 2,040 3,264 014 B60 2.404 309 300 132 132 177 3,673 902 2.651 0278 C 1Nl3AV853!E 145 008 E•130 L5 3,070 4,912 414 060 4,062 309 309 132 132 177 5221 909 4210 0190 C ]1SRCE• KEITHAND SCHNAPS. PA N:ITRANPLAN4PROJ ECTS42001418716'OTA8LES1,11 MATRI X.WN4 Pip.1017 20•Nov2001 ROADWAY FROM TO BISCAYNE BLVD NE54 STREET NE46STRET NE 46 STREET 1-195 .195 NE 36 STREET NE 38 STREET NE 29 STREET NE 29 STREET NE 20 STREET NE 20 STREET NE 19 STREET NE 19 STREET NE 15 STREET NE 15 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1.395 1-395 NE 6 STREET NE6STREET NE 3 STREET NE 3 STREET NE 1 STREET NE 1 STREET SE 1 STREET SE 1 STREET SE 2 STREET 5E 2 STREET SE 4 STREET NE 2 AVENUEIBRICKELL AVENUE NE 20 STREET NE 19 STREET NE 19 STREET NE 14 STREET NE 14 STREET NE 13 STREET NE 13 STREET 1.395 1-395 NE 3 STREET NE 3 STREET NE 1 STREET NE t STREET FLAGLER STREET FLAGLER STREET SE 1 STREET SE I STREET SE 2 STREET SE 2 STREET SE 4 STREET SE 4 STREET 5E 8 STREET SE 6 STREET SW 43 STREET SW 13 STREET SW 15 ROAD SW 15 ROAD RICKENBACKER CSWY GURCE: KEITN AND SCIINARS, P.A. TABLE 21.010 DOWNTOWN MIA* DM UPDATE YEAR 2009 PERSON TRW CONDITIONS DIR_ 1 It • 0 6 W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W R W W W W W W RRR RRRR w W W W W W W W W W W W W W W • FACILITY E%ISTI140 LANE:S_ Ai*COUNT PM DATE. E11 EXIST1N0 PERSON TRIP YOLUME In(41 YR 2000 BK0 PERSON TRIP _Y04.UUE (31 CO. COWS. TTED DE1f. YR 2004 TOTAL 11110 PERSON TRW FUTURE PERSON TRW CAPACITY TOTAL 151 ORO PERSON TRW -WC lIN( (61 INC.4I PROD. PERSON TRIP YR 2600 TOTAL PERSON TRIP .,YDLWIE I41 FUTURE PERSON TRW CAPACITY TOTAL (9I TOTAL PERSON TRW V*T Lam- PROJ. AS A %OF MAX SERVICE VOLUME-1- PROJ. TRIPE GREATER THAN 5% YESINO NB ILO AM 07/18100 1.59E 1.683 119 1,602 3.950 0.458 C 56 1.668 0.470 1.42% NO SS 2.833 2,.984 163 3,147 3,950 0.797 0 93 3,240 _3,9SQ_.1 1950 0.820 2.35% NO NB 411) AM 09112/00 2.172 2,28E 138 2,426 3,950 0.814 C 70 2.496 3,950 0.632 1.77% NO SS 3,107 3,273 195 3,468 3.950 0.878 0 156 3.554 3,950 0.967 2.9414. NO NB 4L0 PM 08729100 2,207 2,32E 325 2.650 3.950 0.671 0 100 2,830 3,950 0.716 4.56% NO 58 2.473 2,605 256 2,661 3,950 0.724 D 156 3,017 3,950 0.764 3.93% NO NB 4L0 PM 0812900 2.391 2,519 519 3.036 4.44E 0.693 0 240 3,278 4.448 0.737 5.4014. YES 59 2.841 2,782 410 3.192 8.878 0.478 C 208 3,400 8,878 0.809 3.11% NO N8 410 PM 05101101 3,204 3,356 662 4,038 4,350 0.928 E 300 4,338 4,350 0.997 8.90% YES 58 1,682 1.741 529 2,270 6.582 0.345 D 260 2.530 6,502 0.384 3.95% 140 NB 410 PM 08103199 2,770 2,935 773 3.708 4,330 0.052 E 202 4.000 4.350 0.020 8.71% YES SS 1.774 1,880 595 2,476 6,5112 0.378 0 254 2,730 6,582 0.415 3.06% NO NB 4L0 PM 09107/00 2,949 3.107 620 3.727 5,310 0.702 0 315 4.042 5,310 0.761 5,93% YES SS 2.189 2,306 464 2.790 7,542 0.370 D 273 3,663 7.542 0.406 3.62% 140 NB 4LD PM 04/13/99 3,066 3,249 845 4,094 4,942 0.628 D 240 4.334 4,942 0.877 4.06% NO S8 1,625 4,934 648 2,582 7,174 0.360 D 208 2,790 7.174 0.389 2.90% NO NB 610 PM 04113/99 3.140 3,327 1,099 4.428 8.804 0.650 0 412 4,83E 6201 0.711 8.06% YES 59 1.516 4.056 634 2.790 9,036 O.X. D 358 3.14E 9,036 0.348 3.9654. NO NO 6L0 PM 08117/99 3.215 3,406 1,313 4,719 6.804 0.694 0 749 5,46E 6.004 0.804 11.01% YES S8 2.927 3.101 990 4.091 9,036 0.453 0 651 4,742 9,036 0.525 7.20% YES NB 41 AM 05/11199 2.433 2 578 642 3.420 0.964 0.343 D 467 3,877 9.984 0.389 4.59% NO SB 31. 2.559 2,711 1,253 3,974 6,804 0.584 0 760 4.734 6.804 0.696 11.17% YES NB EL PM 0412691 3.142 3,291 1.138 4,429 7,732 0.573 0 495 4,924 7,732 0.637 6.40% YES SO 1,603 1.679 661 2,540 9,964 0.255 C 420 2,969 9,964 0.296 4.31% NO NB 61.0 PM 04125/01 3.114 3.261 7,220 4.481 10,924 0.410 0 532 5,013 10.924 0.459 4.87% NO 56 1,494 1,68E 920 2.485 10,676 0.233 C 462 2,947 10,676 0.270 4.33% NO NB OLD PM 05118199 3.766 3.990 966 4.965 11,764 0.421 D 390 5.345 11,764 0.454 3.3214. NO S6 1.346 1,426 734 2,160 7,258 0.296 O 339 2.49E 7.258 0.344 4.66% 140 NB 010 PM 05118090 2,879 3.050 547 3,597 9.176 0.392 D 292 3,809 9,176 0.424 3.16% NO SB 1,278 1,354 429 1,783 8.944 0.257 C 254 2437 6.944 0.293 3.66% NO NB 2LOW AM 0679199 2,733 2,896 179 3,075 7,104 0.433 0 91 3.186 7.104 0.446 1.28% N0 NO 4LU PM 07106100 1,221 1,296 636 1,922 3,111 0.61E D 360 2.262 3,111 0.734 D 11.57% YES 58 036 1361 529 1,410 3,111 0.453 0 312 1,722 3,111 0.554 D 10.03% YES NB 4LU PM 0710E1100 1.045 1,101 647 1.748 3,064 0.570 0 397 2,145 3,064 0.700 D 12.98% YES SS 627 871 537 1.408 3.405 0A14 D 345 1.753 3.405 0.515 D 10.13% YES NB 4LU PM 0710690 1.045 1.101 524 1,625 3,064 0.530 0 345 1,970 3.064 0.643 0 41.26% YES SB 1.051 1,707 447 1.554 3,901 0.39E D 299 1.853 3.901 0.475 0 7.66% YES SS 3L AM 04125101 1,962 2.055 493 2,548 6,709 0.380 D 287 2.515 6.709 0A20 O 3.93% NO SS 3L AM 0412581 1,359 1.423 398 1,921 6,709 0.271 C 197 2.018 8,709 0.301 D 2.94% NO SB 34. AM 04/28101 1,284 1,345 438 1,763 7,917 0225 C 244 2,027 7,917 0.256 .0 3.08% NO SB 3L AM 04125/01 1.141 1.195 461 1,856 7.328 0.226 C 244 1,900 7,326 0.269 C 3.33% NO SB 3L AM 0412501 1,053 1.103 474 1.577 6.832 0.231 C 302 1,879 6.832 0.275 C 4.42% NO SB 34. AM 04,25/01 1,441 1,509 347 1.856 9,560 0.194 C 180 2,036 9,580 0213 C 1.88% NO 58 4L AM 04/25/01 1,450 1.529 713 2,242 12,666 0.177 C 441 2.663 12,666 0.212 C 3.48% NO NB 2L PM 06129199 2.205 2,33E 665 3.201 6.474 0.494 D 618 3,919 8,474 0.590, 0 9.66% YES SB 3L 2,351 2.491 1053 3,644 6.578 0.554 D 712 4,356 8,678 0.662 0 10.82% YES NB 4LD PM 0512399 1,794 1.901 406 2,397 5,705 0.418 D 345 2,732 5,705 0.479 D 6.05% YES SB 3054 3.238 643 3,879 6,68E 0.562 D 397 4.276 8.685 0.642 0 5,96% YES NB 4L0 PM 0629199 1,361 1,442 181 1,823 5,457 0.297 D 96 1,721 5,457 0.315 0, 1.60% NO SB 2,881 3,053 225 3.278 5,457 0.601 0 112 3,390 5,457 0.621 0 'D 2.05% NO NB 0.0 PM 06129/99 1,272 1.348 174 1,522 3,034 0.502 D 98 1,620 3.034 0.634 3.23% NO S8 1.932 2,047 215 2,262 3,034 0.74E 0 112 2.374 3,034 0.762 D 3.69% NO N1TRANPLAMPR0JECTS120011167181TABLES517 MATRIX3A0(4 Pio3017 20-Nov-2001 (ROADWAY FROM CINW2AVENUE NW 11 STREET NW 8 STREET NW 6 STREET NW 5 STREET NW 3 STREET NW 1 STREET SW 1 STREET SW 2 STREET SW 7 STREET SW 8 STREET SW 11 STREET SW 13 STREET NW 3 AVENUE NW 20 STREET NW 17 STREET NW 14 STREET NW 9 STREET NW 5 STREET NE 20 STREET NE 2 AVENUE N. MIAMI AVENUE NW 3 AVENUE NE 15 STREETNENETIAN BISCAYNE ISLAND BAYSHORE DRIVE BISCAYNE BLVO iOURCE: KEITH AND SCHNARS, P.A. NW 8 STREET NW 6 STREET NW 5STREET NW 3 STREET NW 1 STREET SW 1 STREET SW 2 STREET SW 7 STREET SW 8 STREET SW 11 STREET SW 13 STREET SW 15 ROAD NW 17 STREET NW 14 STREET NW 9 STREET NW 5 STREET SW 1 STREET N. MIAMI AVENUE NW 3AVENUE 1.95 CSWY BAYSHORE DRIVE BISCAYNE BLVD N. MIAMI AVENUE E 1n E N E VI TABLE 21.010 DOWNTOWN WAIN DRI UPOATE YEAR 2001 PERSON TRW CONDITIONS • dellaWdm OWdla7d.02 m 0103WO02wm CUM m1113mmm03m121mmmmmmmmmmmmMID x I m m 0 mmmmmm mmmmmm N ,+a,mmmmmm mmmmmmmmmmmmmmmmmmmmmmmm lil lE • 111 41 [11 YR 2000 YR 2009 FUTURE [3) RI YR 2009 FUTURE (5) PROJ. AS PROD. FACILITY EXI8T1N0 SKO (31 TOTAL PERSON 6K6 INCA TOTAL PERSON TOTAL A % OF TRIPS TYPE PERSON PERSON COMAS• 6K9 TRIP PERSON PROD, PERSON TRW PERSON MAX GREATER EXISTING AMI COUNT TRIP TRIP TIED PERSON CAPACITY TRIP PERSON TRW CAPACITY TRW -WE...Mr SERVICE THAN S% LANES PYL pATE.._ VOLUME vOLUME,,_132Y,-_ TRIP-- TOTAL --inemunil TRIP VOLUME TOTAL VQL6IME YESMO 24.1) PM 04/24/01 1,173 1,229 435 1,864 4,515 0.369 202 1,866 4,515 0.413 4.47% NO 1,050 1.100 378 1.478 3.053 0.403 176 1.652 3,053 0.541 5.76% YES 2LU FM 04/25/01 2,528 2.648 374 3,022 8,979 0.337 112 3.134 8.979 0.349 1.25% NO 1,190 1,255 332 1,587 3239 0.490 98 1.685 3239 0.520 3.03% NO Z .0 PM 04/25131 2.448 2.564 364 2.928 11.557 0.331 97 3.025 6,867 0.342 1.10% NO 1.055 1.105 324 1,429 2,907 0.509 85 1,514 2,807 0.839 3.03% NO 21.0 PM 04/25/01 2.448 2,584 374 2.938 8157 0.332 112 3,050 8,867 0.344 1.26% NO 7,150 1.204 332 1,538 3.427 0.448 98 1.634 3.427 0.477 2.86% NO 21_ PM 04/25/01 1,399 1.485 435 1.900 7,172 0.265 487 2.087 7,172 0.291 2.61% NO 1L 466 478 376 854 1,900 0.449 103 1.017 1.900 0.535 8.58% YES 2L PM 04/25/01 1,026 1,075 508 1,581 2,706 0.584 172 1.753 2,708 0.847 6.35% YES 11 456 478 428 906 1.900 0,477 150 1,056 1,900 0,556 7.89% YES 41.1) PM 04/25101 967 1,013 294 1,307 2,584 0.506 150 1,457 2.564 0.564 5.80% YES 913 958 223 1.179 2,584 0.456 130 1,309 2,584 0.507 5.03% YES 2LU PM 04/26/01 1,248 1.307 398 1.703 2,743 0.621 247 1,960 2,743 0.711 9,001E YES 1,605 1,681 297 1.978 2.743 0.721 215 2,193 2,743 0.790 7.84% YES 4LU PM 04/25/01 1,248 1,307 230 1,537 4.047 0.380 150 1.607 4,047 0.417 3.71% NO 1,611 1,687 304 1.991 4,179 0A78 172 2.183 4.179 0.518 4.12% NO 2LU PM 04/25/01 1.243 1,302 183 1,465 2.743 0,534 96 1,563 2.743 0.570 3.57% NO 1,611 1,687 212 1,899 2.875 0.661 112 2,011 2,875 0.699 3.90% NO 2LU PM 04/25/01 1,243 1.302 156 1,458 2,743 0.532 91 1,549 2,743 0.585 3.32% NO 1,805 1,681 202 1,863 2.743 0.886 105 1,968 2,743 0.725 3.83% NO 4LU PM 04/17/01 302 316 74 390 2,564 0.151 26 416 2,584 0.161 1.01M NO 395 414 90 504 2,584 0.195 30 534 2,584 0.207 1,16% NO 2LU PM 07/06/00 280 295 20 315 1.280 0.246 0 . 22 337 1,280 0.263 D 1.72% NO 266 301 15 316 1.280 0.247 0 20 336 1,260 0.263 D 1.564E NO 2LU PM 07106/00 478 504 51 555 1,638 0.302 O 30 565 1,838 0.316 D 1.63% NO 428 449 37 486 1,838 0.264 D 26 512 1,638 0279 0 1,41% NO 2LU PM 07/06100 338 356 82 438 1.404 0.312 0 52 490 1,404 0.349 D 3.70% NO 304 320 60 300 1,404 0.271 D 46 426 1,404 0.303 D 3.28% NO 3L PM 04/25/01 1,543 1.616 122 1,738 4.912 0.354 D 97 1,835 4,912 0.374 D 1.97% NO 24. PM 04/25/01 1.243 1,618 254 1,870 3.284 0.573 0 480 2,350 3,284 0.720 0 14.71% YES 2LU AM 04/24100 876 923 148 1,071 1.466 0.731 D 46 1.117 1.466 0.762 O 3.14% NO 715 753 98 851 1,466 0.580 0 26 879 1.466 0.600 D 1.91% NO 4LU AM 04/24/00 876 715 923 753 219 141 1,142 994 2.770 2.770 0.412 0.323 O . D 99 59 1,241 953 2.770 2,710 0.448 0.344 D 0 3.57% 2.13% NO NO 4LD AM 04/24/00 876 023 175 1,096 2,906 0.378 D 104 1,202 2.908 0.414 D 3.58% NO 715 753 134 887 2.908 0.305 D 63 950 2.908 0.327 D 2.17% NO 2LD PM 09/12/00 450 474 60 534 1,443 0.370 D 52 586 1,443 0.408 O 3.00% NO 469 494 82 578 1.443 0.399 D 80 636 1.443 0.44t D 4.16% NO iLD PM 09/12/00 550 579 185 765 1.943 0.394 D 104 060 1,943 0.447 0 5.35% YES 520 548 255 803 1,896 0.474 0 120 1123 1,696 0.545 0 7.08% YES 214) PM 09/12/00 255 269 112 381 1,280 0.209 0 124 506 1.260 0.306 D 9.60% YES 357 376 153 529 1,280 0.413 0 142 871 1.280 0.524 0 11.09% YES N:LTRAN PLANVPROJECTS20011187161TABLES111 MATRIX.W K4 Seven Bus Ridership Information' Bus Route 9 10 PM Peak Headways 12 min 40 min PM Peak Vehicles 18 6 Bus Capacity 38 42 Average PM Peak Ridership2 PM Peak Capacity3 NB 31 NB 29 SB 11 SB 7 684 252 Notes: 1 - Bus ridership and capacity information was based on information provided by MDTA. 2 - Average PM Peak ridership was calculated from ridership information obtained from drivers log. 3 - Calculated based on number of PM Peak vehicles times bus capacity. BUS OCCUPANCY INFORMATION ROUTE DIRECTION LOCATION 9 10 Source: MDTA NB NB NB SB SB SB NB NB NB SB SB SB NE 2 Avenue / NE 46 Street NE 2 Avenue / NE 46 Street NE 2 Avenue / NE 46 Street NE 2 Avenue / NE 20 Street NE 2 Avenue / NE 20 Street NE 2 Avenue / NE 20 Street NE 2 Avenue / NE 46 Street NE 2 Avenue / NE 46 Street NE 2 Avenue / NE 46 Street NE 2 Avenue / NE 20 Street NE 2 Avenue / NE 20 Street NE 2 Avenue / NE 20 Street BUS # RUN # DATE TIME PASSENGERS 9909 4113 9736 9909 4113 9736 9972 9351 9411 9972 9351 9411 5067 5067 5065/5073 5067 5067 5065/5073 5077 5080 5079 5077 5080 5079 5/25/2005 1/3/2005 6/1/2004 5/25/2005 1/3/2005 6/1/2004 6/21/2005 12/30/2004 4/14/2003 6/21/2005 12/30/2004 4/14/2003 17:57 17:17 15:37 17:19 16:43 18:41 16:29 18:30 16:37 18:42 18:02 18:38 13 43 37 6 24 3 20 26 40 8 8 6 MDTA BUS ROUTE PASSENGER INFORMATION Seven PK Period: PM Project # 05195 ROUTE: 9 BUS: 9909 RUN: 5067 SEATS: 38 DATE: 5/25/2005 DAY: Wednesday TIME: Start: 15:59 End: 19:14 NORTHBOUND LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On NE 2 Avenue / NE 20 Street 17:49 11 0 1 12 0 0 NE2Avenue/NE 29 Street 17:52 12 0 1 13 1 0 NE 2 Avenue / NE 36 Street 17:55 12 0 2 14 0 0 NE 2 Avenue / NE 46 Street 17:57 14 2 1 13 0 0 SOUTHBOUND LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv ' Off On NE2Avenue /NE46 Street 17:13 8 1 0 7 0 0 NE 2 Avenue / NE 36 Street 17:15 7 1 0 6 1 0 NE2Avenue /NE29 Street 17:16 5 0 1 6 0 0 NE 2 Avenue / NE 20 Street 17:19 6 0 0 6 0 0 MDTA BUS ROUTE PASSENGER INFORMATION Seven PK Period: PM Project # 05195 ROUTE: 9 BUS: 4113 RUN: 5067 SEATS: 38 DATE: 1/3/2005 DAY: Monday TIME: Start: 15:54 End: NORTHBOUND 18:47 LOCATION/SEGMENT Time in At Points Between Points Arry Off On Lv Off On NE 2 Avenue / NE 20 Street 17:08 44 2 1 43 1 0 NE 2 Avenue / NE 29 Street 17:10 42 1 0 41 0 1 NE 2 Avenue / NE 36 Street 17:15 42 2 7 47 4 0 NE 2 Avenue / NE 46 Street 17:17 43 0 0 43 4 0 SOUTHBOUND LOCATION/SEGMENT Time In At Points Between Points Arry Off T On Lv Off On NE 2 Avenue / NE 46 Street 16:32 28 0 1 29 4 1 NE 2 Avenue / NE 36 Street 16:37 26 4 2 24 0 2 NE 2 Avenue / NE 29 Street 16:41 26 2 0 24 2 4 NE 2 Avenue / NE 20 Street 16:43 26 2 0 24 1 3 MDTA BUS ROUTE PASSENGER INFORMATION Seven PK Period: PM Project # 05195 ROUTE: 9 BUS: 9736 RUN: 5065/5073 SEATS: 42 DATE: 6/1/2004 DAY: Tuesday TIME: Start: 15:11 End: NORTHBOUND LOCATION/SEGMENT NE 2 Avenue / NE 20 Street NE 2 Avenue / NE 29 Street NE 2 Avenue / NE 36 Street NE 2 Avenue / NE 46 Street SOUTHBOUND Time In 15:24 15:26 15:34 15:37 Arry 30 28 28 38 18:48 At Points Between Points Off On Lv 0 0 3011:111 Off On 0 0 0 28 0 0 0 1111 IIIIIMEMI=1111111111111111 11111111=©11111 0 37 Ell 6 1.1111111111111111111111 1.111111111111111 1111111111111111111111 LOCATION/SEGMENT NE 2 Avenue / NE 46 Street NE 2 Avenue / NE 36 Street NE 2 Avenue / NE 29 Street NE 2 Avenue / NE 20 Street Time In 18:33 18:35 18:39 18:41 Arry 10 8 4 3 At Paints Between Points Off On MM. Off On IIIII 0 9 1 0 -- 0 0 0 0 .111 1 0 0 0 IIMM 0 0 rrIIIIIIIIIIIIIIII MDTA BUS ROUTE PASSENGER INFORMATION Seven PK Period: PM Project # 05195 ROUTE: 10 BUS: 9972 RUN: 5077 SEATS: 38 DATE: 6/21/2005 DAY: Tuesday TIME: Start: 16:11 NORTHBOUND LOCATION/SEGMENT NE 2 Avenue / NE 20 Street NE 2 Avenue / NE 29 Street NE 2 Avenue / NE 36 Street NE 2 Avenue / NE 46 Street SOUTHBOUND LOCATION/SEGMENT NE 2 Avenue / NE 46 Street NE 2 Avenue / NE 36 Street NE 2 Avenue / NE 29 Street NE 2 Avenue / NE 20 Street Time In 16:23 16:25 16:28 16:29 Time In 18:36 18:37 18:40 18:42 End: 18:51 At Points Between Points Arry Off On Lv Off On 13 0 2 15 0 0 15 0 0 15 0 0 15 0 3 18 0 1 19 1 2 20 0 0 At Points Between Points Arry Off On Lv ' Off On 5 1 0 4 0 4 8 0 0 8 0 0 8 0 0 8 1 1 8 0 0 8 0 0 MDTA BUS ROUTE PASSENGER INFORMATION Seven PK Period: PM Project # 05195 ROUTE: 10 BUS: 9351 RUN: 5080 SEATS: 42 DATE: 12/30/2004 DAY: Thursday TIME: Start: 17:08 End: NORTHBOUND LOCATION/SEGMENT NE 2 Avenue / NE 20 Street NE 2 Avenue / NE 29 Street NE 2 Avenue / NE 36 Street NE 2 Avenue / NE 46 Street SOUTHBOUND Time In 18:25 18:26 18:29 18:30 19:15 At Points Between Points Arry Off On Lv Off On 20 0 0 20 1 0 19 1 0 18 1 . 2 19 1 8 26 0 0 26 0 0 26 0 1 LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On NE 2 Avenue / NE 46 Street 17:56 8 0 1 9 1 0 NE 2 Avenue / NE 36 Street 17:58 8 2 0 6 0 0 NE 2 Avenue / NE 29 Street 18:00 6 0 0 6 0 0 NE 2 Avenue / NE 20 Street 18:02 6 0 2 8 1 0 4 MDTA BUS ROUTE PASSENGER INFORMATION Seven PK Period: PM Project # 05195 ROUTE: 10 BUS: 9411 RUN: 5079 SEATS: 43 DATE: 4/14/2003 DAY: Monday TIME: Start: 16:11 End: NORTHBOUND 18:45 LOCATION/SEGMENT Time !n At Points Between Points Arry Off On Lv Off On NE 2 Avenue / NE 20 Street 16:26 39 1 0 38 4 0 NE 2 Avenue / NE 29 Street 16:29 34 0 1 35 1 0 NE 2 Avenue / NE 36 Street 16:34 34 0 7 41 2 1 NE 2 Avenue / NE 46 Street 16:37 40 2 2 40 2 0 SOUTHBOUND LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On NE 2 Avenue / NE 46 Street 18:34 6 1 0 5 0 1 NE 2 Avenue / NE 36 Street 18:35 6 0 0 6 0 0 NE 2 Avenue / NE 29 Street 18:37 6 0 0 6 0 0 NE 2 Avenue / NE 20 Street 18:38 6 0 0 6 2 0 Appendix D Intersection Capacity Analysis Worksheets INTERSECTION NE 29 Street 1 Biscayne Blvd TOTAL NE 26 Street! Biscayne Blvd TOTAL NE 28 Street! NE 2 Avenue TOTAL NE 27 Street 1 NE 2 Avenue TOTAL NE 28 Street! Driveway TOTAL NE 27 Street/ Driveway TOTAL MOVEMENT NBL NBT NBR SBL SBT SBR EEL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBA SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBA SBL SBT SBR EEL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR EBL EBT EBR WSL WBT WBR EXISTING PM PEAK HR saE<�"Si&E<i:i 197 FUTURE W/O PROJECT iE1X75>;:x Project Trips Total 32 0 2 0 0 3 0 0 0 0 0 0 0 5 0 3 0 0 2 0 0 0 0 0 0 0 5 0 0 0 4 3 4 1 0 3 0 16 5 0 0 0 0 2 0 3 0 12 0 0 8 0 0 0 0 0 0 7 0 0 15 0 0 0 3 0 4 3 0 0 0 0 8 17 FUTURE WITH PROJECT <?i P1g31T�:< s::129::.?iii: Intersection analysis rev_Doc2065,bs ORIGIN SUNS Miami -Dade 2010 Interim Plan DIRECTIONAL DISTRIBUTION SOMMARY CARDINAL DIRECTIONS I TOTAL NNE ENE SSS SSE SSW WSW WNW NNW 401 TRIPS 1568 702 1473 650 1535 1965 1539 1530 10962 PERCENT 14.30 6.40 13.44 5.93 14.00 17.93 14.04 13.96 482 TRIPS 357 182 263 330 427 491 381 346 2777 PERCENT 12.86 6.55 9.41 11.88 15.38 17.68 13.72 12.46 483 TRIPS 366 147 164 403 432 504 341 358 2715 PERCENT 13.48 5.41 6.04 14.84 15.91 18.56 12.56 13.19 484 TRIPS 415 131 124 353 456 587 372 408 2846 PERCENT 14.58 4.60 4.36 12.40 16.02 20.63 13.07 14.34 485 TRIPS 474 165 730 356 479 650 485 526 3365 PERCENT 14,09 4.90 6.84 10.58 14.23 19.32 14.41 15.63 486 TRIPS 334 92 118 229 405 476 321 380 2355 PERCENT 14.18 3.91 5.01 9.72 27,20 20.21 13.63 16.14 487 TRIPS 2142 672 847 1554 1677 3290 2117 2223 14522 PERCENT 14.75 4,63 5.83 10.70 11,55 22.66 14.58 15.31 488 TRIPS 433 156 393 204 332 493 427 479 2917 PERCENT 14.64 5.35 13,47 6.99 11.36 16.90 14.64 16.42 489 TRIPS 150 68 212 99 116 222 218 219 1324 PERCENT 11.33 6.65 16.01 7.48 8.76 16.77 16.47 16.54 490 TRIPS PERCENT 65 36 96 82 54 98 119 100 650 10.00 5.54 14.77 12.62 8.31 15.08 18.31 15.38 491 TRIPS 323 103 121 168 214 439 385 350 2131 PERCENT 15.16 4.83 5.68 8.82 10.04 20.60 18.07 16.80 492 TRIPS PERCENT 44 12 24 48 56 82 63 48 377 11.67 3.18 6.37 12.73 14.85 21.75 16.71 12.73 493 TRIPS 288 116 157 273 294 528 403 365 2424 PERCENT 11.88 4.79 6.48 11.26 12.13 21.78 16.63 15.06 494 7RIP8 294 78 143 342 249 489 380 330 2305. PERCENT 12.75 3.38 6.20 14.84 10.80 21.21 16.49 14.32 495 TRIPS 722 214 284 591 631 1070 697 742 4951 PERCENT 14.58 4.32 5.74 12.94 12.74 21.61 14.08 14.99 -171- ORIOIN SONE Miami -Dade 2010 Interim Plan DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS I TOTAL I NNE BNB ESE 888 SSW WSW NNW NNW 496 TRIPS 157 44 61 133 185 209 138 157 1084 PERCENT 14.40 4.06 5.63 12.27 17.07 19.28 12.73 14.48 497 TRIPS 146 73 66 141 211 220 160 170 1187 PERCENT 12.30 6.15 5.56 11.80 17.78 18.53 13.40 14.32 490 TRIPS 738 321 288 735 997 1026 686 766 5557 PERCENT 13.28 5.78 5.18 13.23 17.94 18.46 12,34 13.76 499 TRIPS 230 102 81 179 301 322 239 287 1741 PERCENT 13.21 5.86 4.65 10.28 17.29 18.50 13.73 16.48 500 TRIPS 439 107 169 461 485 611 394 450 3114 PERCENT 14.09 3.43 5.42 14.79 15.56 19.61 12.64 14.44 501 TRIPS 386 144 128 352 353 686 421 433 2905 PERCENT 13.36 4.96 4.41 12.12 12.15 23.61 14.49 14.91 502 TRIPS 303 122 93 235 269 537 331 367 2257 PERCENT 13.42 5.41 4.12 10.41 11.92 23.79 14.67 16.26 503 TRIPS 1200 394 463 059 1153 1887 1348 2578 0882 PERCENT 13.51 4.44 5.21 9.67 12.90 21.25 15.18 17.77 504 TRIPS 620 245 289 258 1235 1361 785 969 5762 PERCENT 10.76 4.25 5.02 4.48 21.43 23.62 13.62 16.82 505 TRIPS 952 344 474 385 2017 2157 1625 1602 9551 PBACBNT 9.96 3.60 4.96 4.03 21.11 22.57 17.01 16.76 506 TRIPS 977 380 339 523 971 1762 1344 142I 7717 PERCENT 12.66 4.92 4.39 6.78 12.58 22.03 27.42 18.41 507 TRIPS 712 331 292 216 1232 1347 1324 1123 6577 PERCENT 10.83 5.03 4.44 3.28 18.73 20.46 20.13 17.07 508 TRIPS PERCENT 509 TRIPS PERCENT 510 TRIPS PERCENT 69 213 143 19 77 346 183 119 1169 5.90 18.22 12.23 1.63 6.59 29.60 15.65 10.18 310 129 90 50 532 756 664 618 3149 9.84 4.10 2.86 1.59 16.89 24.01 21.09 19,63 50 95 38 9 64 295 209 172 940 6.17 10.11 4.04 0.96 6.81 31.38 22.23 16.30 Existing Conditions HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Agency: Date: 9/15/2005 period: EXISTING PM PEAK HOUR oject ID: SEVEN - # 05195 ../W St: NE 29 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R 0 1 0 LTR 63 32 31 12.0 0 Duration 0.25 Inter.: NE 29 STREET / BISCAYNE BLVD Area Type: All other areas Jurisd: MIAMI, FL Year : 2005 N/S St: BISCAYNE BOULEVARD SIGNALIZED INTERSECTION SUMMARY Westbound Northbound Southbound L T R L T R L T R 0 1 0 LTR 60 37 18 12.0 0 1 2 0 L TR 35 1045 28 12.0 12.0 0 1 2 0 L TR 31 979 47 12.0 12.0 0 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds Right Right een Yellow All Red NB 1 A A A A A A 14.0 4.0 1.0 Appr/ Lane Grp Lane Group Flow Rate Capacity Eastbound Area Type: All other areas Signal Operations 2 3 4 NB Left Thru Right Peds SB Left Thru Right Peds EB Right WB Right 5 A A A A A A 91.0 4.0 1.0 6 7 8 Intersection Performance Summaryycle Length: 115.0 secs Adj Sat Ratios Lane GroupApproach pproach (s) v/c g/C Delay LOS Delay LOS LTR 160 Westbound LTR 157 Northbound L 365 TR 2796 Southbound L 324 TR 2788 1318 0.93 0.12 99.6 F 99.6 F 1287 0.89 0.12 91.9 F 91.9 F 461 0.10 0.79 2.9 A 3533 0.42 0.79 3.9 A 3.8 A 410 0.10 0.79 2.9 A 3523 0.39 0.79 3.7 A Intersection Delay = 13.9 (sec/veh) Intersection LOS = B 3.7 A HCS2000: Signalized Intersections Release 4.lf Analyst: DPA Agency: Date: 11/30/2005 Aeriod: EXISTING PM PEAK HOUR oject ID: SEVEN - #05195 i./W St: NE 26 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: NE 26 STREET / BISCAYNE BLVD Area Type: All other areas Jurisd: MIAMI, FL Year : 2005 N/S St: BISCAYNE BOULEVARD SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 1 0 LTR 13 9 22 12.0 0 Duration 0.25 0 1 0 LTR 24 11 20 12.0 0 1 2 0 L TR 17 1306 16 12.0 12.0 0 Southbound L T R 1 2 0 L TR 14 1000 12 12.0 12.0 0 Phase Combination EB Left Thru Right Peds WB Left Thru Right Peds NB Right Right aen Yellow All Red 1 A A A A A A Area Type: All other areas Signal Operations 2 3 4 5 NB Left A Thru A Right A Peds SB Left A Thru A Right A Peds EB Right WB Right 94.0 4.0 0.0 Cycle Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Lane Group Flow Rate Grp Capacity (s) v/c Eastbound 13.0 4.0 0.0 6 7 8 Length: 115.0 secs Approach g/C Delay LOS Delay LOS LTR 181 Westbound LTR 173 Northbound L 350 TR 2894 Southbound L 235 TR 2894 1597 1534 428 3540 0.30 0.11 47.7 D 47.7 D 0.53 0.11 51.1 D 51.1 D 0.05 0.82 2.1 A 0.51 0.82 3.5 A 3.4 A 287 0.07 0.82 2.2 A 3540 0.40 0.82 2.9 A 2.9 A Intersection Delay = 5.6 (sec/veh) Intersection LOS = A HCS2000: Unsigna1ized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: T~�ency/Co. : :e Performed: 9/15/2005 Analysis Time Period: EXISTING PM PEAK HOUR Intersection: NE 28 STREET / NE 2 AVENUE Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2005 Project ID: SEVEN - #05195 East/West Street: NE 28 STREET North/South Street: NE 2 AVENUE Intersection Orientation: NS 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 6 824 12 14 460 3 Peak -Hour Factor, PHF 0.92 0.92 0.92 0.94 0.94 0.94 Hourly Flow Rate, HFR 6 895 13 14 489 3 Percent Heavy Vehicles 2 -- 2 Median Type/Storage Undivided / RT Channelized? Lanes 0 2 0 0 2 0 Configuration LT TR LT TR Upstream Signal? No No for Street: Approach Westbound Eastbound Movement 7 8 9 f 10 11 12 L T R I L T R Volume 15 1 31 1 0 3 Peak Hour Factor, PHF 0.81 0.81 0.81 0.74 0.74 0.74 Hourly Flow Rate, HFR 18 1 38 1 0 4 Percent Heav y 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 SE Westbound Eastbound Movement 1 4 1 7 8 9 10 11 12 Lane Config LT LT LTR LTR v (vph) 6 14 57 5 C(m) (vph) 1068 745 v/c 0.01 0.02 95% queue length 0.02 0.06 Control Delay 8.4 9.9 LOS A A )roach Delay ._droach LOS HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: ency/Co.: :e Performed: 9/15/2005 Analysis Time Period: EXISTING PM PEAK HOUR Intersection: NE 27 STREET / NE 2 AVENUE Jurisdiction: MIAMI FL Units: U. S. Customary Analysis Year: 2005 Project ID: SEVEN - #05195 East/West Street: NE 27 STREET North/South Street: NE 2 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 1 L T R Volume 98 816 22 Peak -Hour Factor, PHF 15 447 19 0.94 0.94 0.94 0.95 0..99 5 0.95 Hourly Flow Rate, HFR 104 868 23 15 470 20 Percent Heav y Vehicles 2 2 Median Type/Storage Undivided / RI' Channelized? Lanes 0 2 0 Configuration 0 2 0 LT TR LT TR Upstream Signal? No No for Street: Approach Westbound Movement 7 Eastbound 8 9 1 10 11 12 L T R 1 L T R Volume C(m) (vph) 1070 757 v/c 0.10 0.02 95% queue length 0.32 0.06 Control Delay 8.7 9.9 LOS A A ''roach Delay .roach LOS 8 9 13 11 4 56 Peak Hour Factor, PHF 0.80 0.80 0.80 Hourly Plow Rate, HFR 0.58 0.58 0.58 9 11 16 18 6 96 Percent Heavy Vehicles 2 2 2 Percent Grade (%) 2 2 2 0 Flars Flared Approach: Exists?/Storage No / 0 No 0 1 0 / 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SE Westbound Movement 1 4 I 7 8 10 Eastbound 11 12 Lane Config LT LT I LTR I LTR v (vph) 104 15 36 120 Future without Project HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Agency: Date: 9/15/2005 Period: FUTURE W/O PROJ PM PEAK HOUR eject ID: SEVEN - # 05195 .,W St: NE 29 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Inter.: NE 29 STREET /.BISCAYNE BLVD Area Type: All other areas Jurisd: MIAMI, FL Year : 2007 N/S St: BISCAYNE BOULEVARD SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T 0 1 0 LTR 86 33 32 12.0 0 0 1 0 LTR 61 38 18 12.0 0 1 2 0 L TR 36 1160 29 12.0 12.0 0 Southbound L T R 1 2 0 L TR 32 1089 63 12.0 12.0 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 Right WB Right !en 14.0 91.0 Yellow 4.0 4.0 All Red 1.0 1.0 Intersection Performance Summary Length: 115.0 secs Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capacity (s) v/c g/C Delay LOS Delay LOS 0 Eastbound LTR 159 1307 1.01 0.12 123.5 F 123.5 F Westbound LTR 163 1337 0.75 0.12 66.9 E 66.9 E Northbound L 312 394 0.12 0.79 2.9 A TR 2796 3533 0.45 0.79 4.0 A 4.0 A Southbound L 298 376 0.11 0.79 2.9 A TR 2784 3518 0.44 0.79 3.9 A 3.9 A Intersection Delay = 13.5 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1f Analyst: DPA Agency: Date: 9/15/2005 Period: FUTURE W/O PROJ PM PEAK HOUR )ject ID: SEVEN - #05195 -, wT St: NE 26 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: NE 26 STREET / BISCAYNE BLVD Area Type: All other areas Jurisd: MIAMI, FL Year : 2007 N/S St: BISCAYNE BOULEVARD SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 1 0 LTR 13 9 35 12.0 0 0 1 0 1 2 0 LTR L TR 24 11 20 29 1425 16 12.0 12.0 12.0 0 0 Southbound L T R 1 2 0 L TR 14 1107 12 12.0 12.0 0 Duration 0.25 Phase Combination 1 EB Left A Thru A Right A Peds WB Left A Thru A Right A Peds NB Right s7R, Right en 13.0 fellow 4.0 All Red 0.0 Appr/ Lane Grp Lane Group Capacity Area Type: All other areas Signal Operations 2 3 4 NB Left Thru Right Peds SB Left Thru Right Peds EB Right WB Right 5 6 A A A A A A 7 8 94.0 4.0 0.0 Cycle Length: 115.0 secs Intersection Performance Summary Adj Sat Ratios Lane Group Flow Rate (s) v/c g/C Delay LOS Approach Delay LOS Eastbound LTR 180 1589 Westbound LTR 0.33 0.11 48.1 D 48.1 175 1547 0.33 0.11 48.1 D 48.1 D Northbound 339 TR 2894 Southbound 226 TR 2894 415 0.09 0.82 2.2 A 3541 0.52 0.82 3.5 A 3.5 A 276 0.07 0.82 2.2 A 3541 0.41 0.82 3.0 A 3.0 A Intersection Delay = 5.1 (sec/veh) Intersection LOS = A Future with Project HCS2000: Signalized Intersections Release 4.1e EB Left Thru Right Peds WB Left Thru Right Peds Right Right een Yellow All Red NB Analyst: Agency: Date: a=riod: oject .;/W St: 9/15/2005 FUTURE WITH PROJ PM PEAK HOUR ID: SEVEN - it 05195 NE 29 STREET No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound L T R Inter.: NE 29 STREET / BISCAYNE BLVD Area Type: All other areas Jurisd: MIAMI, FL Year : 2007 N/S St: BISCAYNE BOULEVARD SIGNALIZED INTERSECTION SUMMARY Westbound Northbound L T R L T R 0 1 0 LTR 86 33 32 12.0 0 0 1 0 1 2. 0 LTR L TR 61 38 18 36 1162 29 12.0 12.0 12.0 0 0 Southbound L T R 1 2 0 L TR 32 1091 63 12.0 12.0 0 Duration 0.25 Phase Combination 1 A A A A A A 14.0 4.0 1.0 Appr/ Lane Grp Lane Group Capacity Area Type: All other areas Signal Operations 2 3 4 NB Left Thru Right Peds SB Left Thru Right Peds EB Right WB Right 5 A A A A A A 6 7 8 91.0 4.0 1.0 Cycle Length: 115.0 secs Intersection Performance Summary Adj Sat Flow Rate Ratios Lane Group Approach (s) v/c g/C Delay LOS Delay LOS Eastbound LTR 159 Westbound LTR 163 Northbound L 311 TR 2796 Southbound L 297 TR 2784 1307 1.01 0.12 123.5 F 123.5 F 1337 0.75 0.12 66.9 E 66.9 E 393 0.12 0.79 2.9 A 3534 0.45 0.79 4.0 375 0.11 0.79 2.9 3518 0.44 0.79 3.9 A 4.0 A A A 3.9 A Intersection Delay = 13.5 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1e Analyst: DPA Inter.: NE 29 STREET / BISCAYNE BLVD Agency: Area Type: All other areas Date: 9/15/2005 Jurisd: MIAMI, FL .r riod: FUT W/ PROJ W/IMP PM PEAK HOUR Year : 2007 Dject ID: SEVEN - # 05195 E/W St: NE 29 STREET N/S St: BISCAYNE BOULEVARD No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 1 0 LTR 86 33 32 12.0 0 0 1 0 1 2 0 LTR L TR 61 38 18 36 1162 29 12.0 12.0 12.0 0 0 Southbound L T R 1 2 0 TR 32 1091 63 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 Right WB Right een 20.0 85.0 Yellow 4.0 4.0 All Red 1.0 1.0 Cycle Length: 115.0 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 LTR 233 1337 0.69 0.17 52.7 D 52.7 D Westbound LTR 236 1359 0.52 0.17 45.2 D 45.2 D Northbound L 276 374 0.14 0.74 4.6 A TR 2612 3534 0.48 0.74 6.2 A 6.2 A Southbound L 262 355 0.13 0.74 4.6 A TR 2600 3518 0.47 0.74 6.1 A 6.1 A Intersection Delay = 10.5 (sec/veh) Intersection LOS = B HCS2000: Signalized Intersections Release 4.1f Analyst: DPA Inter.: NE 26 STREET / BISCAYNE BLVD Agency: Area Type: All other areas Date: 9/15/2005 Jurisd: MIAMI, FL laeriod: FUTURE WITH PROJ PM PEAK HOUR Year : 2007 oject ID: SEVEN - #05195 .,,W St: NE 26 STREET N/S St: BISCAYNE BOULEVARD No. Lanes LGConfig Volume Lane Width RTOR Vol SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound Northbound L T R L T R L T R 0 1 0 LTR 13 9 35 12.0 0 Southbound 0 1 0 1 2 0 1 2 0 LTR L TR L TR 24 11 20 29 1428 16 14 1109 12 12.0 12.0 12.0 12.0 12.0 0 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 Right WB Right een 13.0 94.0 Yellow 4.0 4.0 All Red 0.0 0.0 Cycle Length: 115.0 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 LTR 180 1589 0.33 0.11 48.1 D 48.1 D Westbound LTR 175 1547 0.33 0.11 48.1 D 48.1 D Northbound L 338 414 0.09 0.82 2.2 A TR 2894 3541 0.53 0.82 3.5 A 3.5 A Southbound L 224 274 0.07 0.82 2.2 A TR 2894 3541 0.41 0.82 3.0 A 3.0 A Intersection Delay = 5.1 (sec/veh) Intersection LOS = A HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: „Agency/Co.: to Performed: 9/16/2005 eaalysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: NE 28 STREET / DRIVEWAY Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2007 Project ID: SEVEN - # 05195 East/West Street: NE 28 STREET North/South Street: DRIVEWAY Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 1 4 5 6 L T R L T R Volume 4 7 10 Peak -Hour Factor, PHF 0.95 0.95 0.95 Hourly Flow Rate, HFR 4 7 10 Percent Heavy Vehicles -- 2 Median Type/Storage Undivided / RT Channelized? Lanes 1 0 1 Configuration T LT Upstream Signal? No No ,ior Street: Approach Northbound Southbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 8 Peak Hour Factor, PHF 0.95 Hourly Flow Rate, HFR 8 Percent Heavy Vehicles 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage Lanes 1 Configuration R Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 17 8 9 1 10 11 12 Lane Config LT I R v (vph) 7 8 C(m) (vph) 1618 1080 v/c 0.00 0.01 95% queue length 0.01 0.02 Control Delay 7.2 8.4 LOS A A --)roach Delay 8.4 ,roach LOS A HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: 'ency/Co.: :e Performed: 9/16/2005 Analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: NE 27 STREET / DRIVEWAY Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2007 Project ID: SEVEN - #05195 East/West Street: NE 27 STREET North/South Street: DRIVEWAY Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement 1 2 3 j 4 5 6 L T R 1 L T R Volume 3 72 129 8 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 3 75 135 8 Percent Heavy Vehicles 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No .ior Street: Approach Movement Northbound Southbound 7 8 9 1 10 11 12 L T R 1 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 0 3 4 0.95 0.95 3 4 2 2 0 No 0 0 LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 17 8 9 I 10 11 12 Lane Config LT I I LR v (vph) 3 7 C(m) (vph) 1440 842 v/c 0.00 0.01 95% queue length 0.01 0.03 Control Delay 7.5 9.3 LOS A A --.)roach Delay 9_3 _proach LOS A Project Driveway HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: „Agency/Co.: to Performed: 9/15/2005 analysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: NE 28 STREET / NE 2 AVENUE Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2007 Project ID: SEVEN - #05195 East/West Street: NE 28 STREET North/South Street: NE 2 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 7 1078 14 28 696 7 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 7 1134 14 29 732 7 Percent Heavy Vehicles 2 2 -- Median Type/Storage Undivided / RT Channelized? Lanes 0 2 0 0 2 0 Configuration LT TR LT TR Upstream Signal? No No nor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 15 4 46 4 4 4 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 15 4 48 4 4 4 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 1 7 8 9 1 10 11 12 Lane Config LT LT ! LTR 1 LTR v (vph) 7 29 67 12 C(m) (vph) 863 604 v/c 0.01 0.05 95% queue length 0.02 0.15 Control Delay 9.2 11.3 LOS A B proach Delay _.proach LOS HCS2000: Unsignalized Intersections Release 4.1d TWO-WAY STOP CONTROL SUMMARY Analyst: Acrency/Co . : :e Performed: 9/15/2005 �.ialysis Time Period: FUTURE WITH PROJ PM PEAK HOUR Intersection: NE 27 STREET / NE 2 AVENUE Jurisdiction: MIAMI, FL Units: U. S. Customary Analysis Year: 2007 Project ID: SEVEN - #05195 East/West Street: NE 27 STREET North/South Street: NE 2 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 104 1073 30 17 680 20 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 109 1129 31 17 715 21 Percent Heavy Vehicles 2 -- 2 Median Type/Storage Undivided / RT Channelized? Lanes 0 2 0 0 2 0 Configuration LT TR LT TR Upstream Signal? No No .For Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 17 12 13 11 5 59 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 17 12 13 11 5 62 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 NE SB Westbound Eastbound Movement 1 4 j 7 8 9 I 10 11 12 Lane Config LT LT I LTR 1 LTR v (vph) 109 17 42 78 C(m) (vph) 865 598 v/c 0.13 0.03 95% queue length 0.43 0.09 Control Delay 9.8 11.2 LOS A B ',roach Delay roach LOS Appendix E Committed Development Information Seven MUSP Committed Develoment Person -Trip Assignment CORRIDOR FROM TO Direction Project Soleil District Biscayne Park TAZ 506 PAC TOTAL NE 2 AVENUE 1-395 NE 13 Street SB 9 9 9 422 10 460 NE 13 Street NE 14 Street NB 0 0 0 0 0 0 SB 9 9 9 422 10 460 NE 14 Street NE 19 Street NB 13 11 10 516 15 564 SB 9 9 9 574 15 616 NE 19 Street NE 20 Street NB 13 11 10 604 15 652 SB 9 9 9 516 15 559 NE 20 Street 1-195 NB 26 18 9 422 8 482 SB 18 28 22 344 8 420 NE 20 STREET NE 2 Avenue N. Miami Avenue EB 13 7 10 172 8 209 WB 9 6 9 181 8 213 N. Miami Avenue NW 3 Avenue EB 13 7 10 172 8 209 WB 9 6 9 181 8 213 NW 3 Avenue 1-95 EB 13 7 10 172 8 209 WB 9 6 9 181 8 213 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 A 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 I 59% 83 1 41% 1 58 I 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) 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 1 1 I I 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 1 I 1 I 1 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle -I 59% 12 141 % I 8 I 20 Notes (1) Based on Traffic Impact Study provided by City of Miami (2) 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) (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 # 05195 - 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% #05195 - 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% 56% 35 22 4 96 26 7 GROSS VEHICLE TRIPS 1 53% [ 68 1 47% 61 1 129 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 I i I 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 -I I I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 1 53% 1 10 1 47% I 9 1 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 II # 05195- District Lofts T-gen_PM.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% #05195 - TAZ 503 32.65% 18.11% 34.27% 14.97% 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 153% 1 62 147% I 56 I 118 Vehicle Occupancy Adjustment Q 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% 10 9 6 47% 47% 47% 9 8 6 19 18 12 NET EXTERNAL VEHICLE TRIPS (1) 53% 37 47% 33 70 I ! I- I 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 I T I 1 I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 1 53% 9 1 47% 1 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 # 05195 - Biscayne Park T-gen_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% 13.73% 43.59% 8.54% #05195 - TAZ 505 TAZ.xls 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 l 49% 1107 1 51% 1165 I 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 I I I 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 I I I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 1 49% 155 1 51% 163 I 318 Notes (1) Based an 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 11 (4) Pedestrian and bicycle trip reductions based on Downtown characteristics used in the Downtown Miami DRI Increment 11 (5) TAZ 506 included Bayview Market and Ellipse #05195 - TAZ 506 T-gen_PM.xis TAZ 506 2005 Cardinal Distribution Direction TAZ 506 NNE ENE ESE SSE SSW WSW WNW NNW 12.89% 4.94% 4.43% 6.84% 12.34% 22.99% 17.31% 18.26% TOTAL 100.00% #05195 - 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°/a 49 50% 49 98 GROSS VEHICLE TRIPS (1) [ 50% I 49 1 50% 49 I 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 I 1 I 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 1 1 I Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 150% I 7 1 50% 1 7 I 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 #05195 -PAC T-gen_PM.xls TAZ 512 2005 Cardinal Distribution Direction TAZ 512 NNE 11.01% ENE 4.70% ESE 4.80% SSE 9.31% SSW 15.24% WSW 20.32% WNW 19.19% NNW 15.43% TOTAL #05195 - TAZ 512 100.00% TAZ.XIS Appendix F Transportation Control Measures Seven MUSP 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 retail. 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 (rib) trip generation rates. #05195/TTRAFFICCONTROL.DOC