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HomeMy WebLinkAboutIII. Tab 2. Traffic Impact AnalysisFrom: Medina, Lilia I. [mailto:LiliaMedina@miamigov.com] Sent: Wednesday, March 24, 2010 6:07 PM To: Juan Espinosa Cc: Lavernia, Roberto; Perez, Antonio; Garrido, Sergio Subject: The Village Apartments, formelly known as The Village For the file, I find the proposed residential development, the Village Apartments, in compliance with the traffic review per the Office of Transportation of the City of Miami. The subject property is located on NW 691h Street between NW 7th Avenue and NW 10th Avenue. The original sufficiency letter, dated January 8, 2007, is still applicable since the revised project only contains 14-16 additional residential units than the original project (The Village), and, will only generate three (3) percent more vehicular trips than the original project. Please see the attached comparison. Should you have any questions, please call me at the number listed below. Lilia I. Medina, AICP Assistant Transportation Coordinator City of Miami Office of the City Manager/Transportation 444 SW 2nd Avenue, 10th Floor Miami, FL 33130 tel: 305.416.1080 e-mail: limedina@miamigov.com From: Juan Espinosa [mailto:Juan.Espinosa@dplummer.com] Sent: Monday, December 14, 2009 2:04 PM To: Medina, Lilia I. Cc: otoriapitts Subject: The Village Apartments - 05192 Dear Lilia, Attached is the trip generation comparison we conducted for the Village Apartments. The results of the analysis show that the proposed project will only generate 3% more vehicle trips than the approved project. Therefore, the conclusions of the approved MUSP Traffic Study are still applicable. Please do not hesitate to call me if you have any questions or require additional information. Thanks, Juan Espinosa, PE Vice President - Transportation DAVID PLUMMER & ASSOCIATES 1750 Ponce de Leon Boulevard Coral Gables, Florida 33134 Phone: 305-447-0900 Fax: 305-444-4986 '48'4-1�Oou * PAX :$W44 -4M - 0.066PLUMNUCOM Decerabor-I 20 z W. , nilig- 444 A e, bra' Mian IjYL 33 tallo, lmA4,3- ev.0pmeni Tlrio,r efatloll it 4qi _4 o iho cl of Vy project wee e�aUlishec using AMM (:GP d�' RS , 'E Mbit Ii Fculc Taus 7'r p. en rat on,Antl vsis jai USES t ti s )l ;th Gs Gfi+d1t«;: IN, all ` YOTAi �f305SVEt;IfClt:'tR1PS y � .� <.. � � 8,'Yo 2f� -3596 114.: 324 V } po t?cCtipancy:AdjuSimaat 1f! t70° bt Grass xteh� it fd}Y5 Bs° , ; 3 3596 ";I,B i 52 i'rstt / pectastrtalt i �tcycle Tdp l�duailra�>� , �, ., 10 ',� a{ Grpss �xCerT>al imps:;: ,i� �90_ 5� 3596 .:1�' 48 IE7XfEtitJAIVEHiGIE:liilP$ ts59/` 7d6" 35%, i9 2 etctema(:Rersar►T..AIrrVotifclss,� : 1ya= R�rsons%1leiue 65596,; 205 1�. 7315 t#tstpiat>'arso�rt ui�g Tr;±nit:' ... _ . 7 if = t�orgs! Vafc>a>z 549x5 35°l� 3 :21 tt8: N+�i Erttemlahi'cusan�iY�ps jvoft�atsssat�i ir��lCtnades) s��y 'tag r 35y6 � �� ' Ici t 1� tifit5ltcing€ tsit8�� t£%0 m Ptc1I Vehlcic 659s ` a5 359b i2d G8 jai PriipUOd,, ."AV$0 Atuachri o, t, cc, [kjl e aslst nt Trarsparitlon Gat�nt}r' City" "tvifarnl, Qi s of Clty1rte"n r�Tra oft. 2.rAAenu� ria I'Irry h�uld U i1�Y 8f#Y'qyli0i i�I"ixfnll�il3 of!"49:i�'i..$'( t Artrlp Ff?nn at tt. of ltt7rntt7 (fit r SDSi f�j V�3;Cor�ruatign ��hatt Carsp#Ittt. ioti�udats#ais� FL 88�tfS�F7;t�> 'fal l2E�i 73Y" The Village Major Use Special Permit Traffic Impact Study Prepared by: David Plummer & Associates, Inc. 1750 Ponce de Leon Boulevard Coral Gables, Florida 33134 Revised November 2006 DPA Project #05192 The Village MUSP Traffic Impact Study TABLE OF CONTENTS Page Listof Exhibits................................................................................................................................ ii EXECUTIVESUMMARY.............................................................................................................1 1.0 INTRODUCTION...............................................................................................................2 Appendix B: 1.1 Study Area...............................................................................................................2 FDOT's Quality/LOS Handbook — Generalized Tables 1.2 Study Objective........................................................................................................4 Intersection Capacity Analysis Worksheets 2.0 EXISTING TRAFFIC CONDITIONS...............................................................................5 2.1 Data Collection........................................................................................................5 2.1.1 Roadway Characteristics..............................................................................5 2.1.2 Traffic Counts..............................................................................................5 2.1.3 Intersection Data..........................................................................................6 2.2 Corridor Capacity Analysis.....................................................................................9 2.3 Intersection Capacity Analysis..............................................................................11 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS ...........................13 4.0 FUTURE TRAFFIC CONDITIONS.................................................................................14 4.1 Background Traffic................................................................................................14 4.2 Committed Developments.....................................................................................14 4.3 Project Traffic........................................................................................................16 4.3.1 Project Trip Generation.............................................................................16 4.3.2 Project Trip Assignment............................................................................18 4.4 Future Corridor Capacity Analysis........................................................................20 4.5 Future Intersection Capacity Analysis...................................................................20 4.6 Site Access.............................................................................................................25 5.0 CONCLUSIONS...............................................................................................................26 Appendix A: Approved Transportation Methodology & Site Plan Appendix B: Traffic Counts & Signal Timing Appendix C: FDOT's Quality/LOS Handbook — Generalized Tables Metrobus Transit Ridership Appendix D: Intersection Capacity Analysis Worksheets Appendix E: Traffic Control Measures Plan Page The Village MUSP Trak Impact Study LIST OF EXHIBITS Exhibit 1 Location Map............................................................................................................. 2 2006 PM Peak Hour Traffic Volumes....................................................................... 3 Existing Lane Configurations.................................................................................... 4 Existing Corridor and Transit Conditions........................................................... 5 Person -trip Volume and Capacity — Existing Conditions Matrix ....................... 6 2006 Intersection Capacity Analysis Results ...................................................... 7 Future PM Peak Hour Traffic Volumes without Project .................................... 8 PM Peak Hour Project Trip Generation.............................................................. 9 Cardinal Distribution.......................................................................................... Page 3 7 8 ....10 ....12 10 PM Peak Hour Project Vehicular Trips Assignment.........................................................19 11 Person -trip Volume and Capacity — Future Conditions Matrix.........................................21 12 Project PM Peak Hour Vehicular Volumes.......................................................................22 13 Future with project PM Peak Hour Vehicular Volumes...................................................23 14 Future Intersection Capacity Analysis...............................................................................24 Page ii The Village A4 USP Trafc Impact Study EXECUTIVE SUMMARY The Village project is a proposed residential development located on NW 69 Street between NW 7 Avenue and NW 10 Avenue in Miami, Florida. Peninsula Developers, Inc. is developing 560 multi -family dwelling units. Access to the site is proposed on NW 69 Avenue via a two-way driveway. Project build out is anticipated by the year 2009. The subject site is located 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 I The Village MUSP Traffic Impact Study 1.0 INTRODUCTION The Village project is a proposed residential development located on NW 69 Street between NW 7 Avenue and NW 10 Avenue in Miami, Florida (see Exhibit 1). Peninsula Developers, Inc. is developing 560 multi -family dwelling units. Access to the site is proposed on NW 69 Avenue via a two-way driveway. A copy of the site plan is included in Appendix A. Project build out is anticipated by the year 2009. The subject site is located 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 conditions. For traffic analysis purposes, the study area has been defined as NW 71 Street to the north, NW 62 Street to the south, NW 12 Avenue to the west, and I-95 to the east. Corridor capacity analysis was performed for NW 7 Avenue and NW 67 Street. Intersection capacity analysis was performed for the following intersections: • NW 69 Street / NW 10 Avenue • NW 69 Street / NW 8 Avenue • NW 69 Street / NW 7 Avenue • NW 67 Street / NW 10 Avenue • NW 67 Street / NW 8 Avenue • NW 67 Street / NW 7 Avenue Page 2 � THE VILLAGE EXHIBIT No, 1 MUSP TRAFFIC IMPACT STUDY LOCATION MAP The Village MUSP Traffic Impact Study 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 4 The Village 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 NW 7 Avenue NW 7 Avenue (SR 7/US 441) is a major arterial that provides north/south access throughout the City of Miami. Within the project limits, NW 7 Avenue is a typical five -lane roadway with two - lanes in each direction and a continuous left -turn lane. On -street parking is prohibited. The posted speed limit is 35 mph. NW 7 Avenue is owned and maintained by the Florida Department of Transportation. NW 67 Street NW 67 Street is a local roadway that provides east/west access within the study area. It is a two- way, two-lane undivided roadway. On -street parking is prohibited and there are no posted speed limit signs within the study area. NW 67 Street is owned and maintained by the City of Miami. 2.1.2 Traffic Counts Consistent with the methodology submitted to and approved by the City, 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 B. Exhibit 2 shows the adjusted 2006 PM peak period traffic volumes at the study intersections. Page 5 The Village MUSP Traffic Impact Study 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 intersections. Signal information is included in Appendix B. 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 6 dTHE VILLAGE MUSP TRAFFIC IMPACT STUDY EXHIBIT No. EXISTING PM PEAK PERIOD TRAFFIC VOLUMES 1 2 NW 71 STREET w j N.T.S. W W W Q � Q O a00 ti Z Z Z NW 70 STREET rn � r � 24 'D �10� 48 J L <— 2 5a J L I `� — 47 43 � 82 43 NW 69 STREET 1 6� r r 24 6— ATF 3 12 -- o h q 17 N ro N PROJECT SITE Nrn0 28 mrn 18 JIL 46 _ .-- 45 9 10 J Ls 10 NW 67 STREET � 37 r 8� 36r 28 M M 39 N O) NW 66 STREET dTHE VILLAGE MUSP TRAFFIC IMPACT STUDY EXHIBIT No. EXISTING PM PEAK PERIOD TRAFFIC VOLUMES 1 2 Qp THE VILLAGE MUSP TRAFFIC IMPACT STUDY EXHIBIT No. LANE CONFIGURATIONS 13 NW 71 STREET N. T. S. w w Q o w z > ¢ w Lu ¢ z O z Z NW 70 STREET Y NW 69 STREET PROJECT SITE L NW 67 STREET NW 66 STREET Qp THE VILLAGE MUSP TRAFFIC IMPACT STUDY EXHIBIT No. LANE CONFIGURATIONS 13 The Village MUSP Trak 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. The person -trip capacities and volumes for the study corridors have been developed consistent with the approved methodology for this project as described below: 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 (metrobus) ridership and capacity data was obtained from Miami Dade County. Fixed rail (metrorail) ridership and capacity was 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 C. 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. The bus capacity for each corridor was determined based on the number of transit vehicles per hour and the person -trip capacity of each transit vehicle. Page 9 Exhibit 4 Existing Corridor and Transit Conditions woies: [1] Peak Hour Directional Maximum Service Volumes are obtained from FDOT's Quality/Level of Service Handbook [2] Transit and roadway information obtained from Miami Dade County N Roadway Conditions (vehicles) Transit Conditions (persons) Total Total Total Total CORRIDOR Count Raw PM Peak PM Dir Max Bus Bus Metrorail Metrorail MetromoVer Metromover Transit Transit Existing Source/ Peak Hour Season Peak Hour Service Ridership Capacity Ridership Capacity Ridership Capacity Ridership Capacity FROM TO Dir Lanes Period Volume Factor Volume Volume 1 2 2 2 2 2 2 2 2 NW 7 AVENUE NW 62 STREET NW 71 STREET NB 2L DPA - PM 1385 0.97 1343 1634 308 508 0 0 0 0 308 508 SB 2L 1015 0.97 985 1634 192 508 0 0 0 0 192 508 NW 67 STREET 1-95 NW 12 AVENUE EB 11- DPA - PM 42 0.97 41 660 0 0 0 0 0 0 0 0 WB 1 11- 1 1 83 1 0.97 1 81 660 0 0 0 0 0 0 0 0 woies: [1] Peak Hour Directional Maximum Service Volumes are obtained from FDOT's Quality/Level of Service Handbook [2] Transit and roadway information obtained from Miami Dade County N The Village MUSP Trac 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 C). 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 D. All intersections operate within the standard adopted by the city. Exhibit 6 2006 Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection S/U Existing LOS NW 69 Street / NW 10 Avenue U* B NW 69 Street / NW 8 Avenue U* A NW 69 Street / NW 7 Avenue S A NW 67 Street / NW 10 Avenue U* B NW 67 Street / NW 8 Avenue U* A NW 67 Street / NW 7 Avenue S A iNuies : u= unsignanzeo a= signanzea *LOS for minor approach. Source: DPA Page 11 Exhibit 5 Person -Trip Volume and Capacity Existing Conditions Matrix Notes: [1] The Roadway Vehicular Capacity is obtained from Exhibit 4. [21 Person -Trip capacity is derived by applying a 1.6 vehicle occupancy to the vehicular capacity. [31) The Roadway Vehicular Volume is obtained from Exhibit 4. [4] Person -Trip Volume is derived by applying a 1.4 vehicle occupancy to the vehicular capacity. [5] The Total Transit Person -Trip Capacity is obtained by adding bus, metrorail and metromover capacities (see Exhibit 4). [61 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). Roadway Mode Transit Mode Segment Total (a) (b) (o) (d) (e) (f) (g) (h) (i) 0) (k) (1) CORRIDOR Dir Roadway Vehicular Pers -Trip Capacity Roadway Vehicular Pers -Trip Volume Excess Pers -Trip Total Pers -Trip Total Pers -Trip Pers -Trip Excess Segment Pers -Trip Segment Pers -Trip Pers -Trip Excess Segment Person Tri Capacity @PPV=1.6 Volume CPPV=1.4 Capacity Capacity Volume Capacity Capacity Volume Capacity v/c LOS FROM To a '1.6 c * I IM - d f- b+f d+ i-' NW 7 AVENUE [tl [21 131 [41 151 161 [71 NW 62 STREET NW 71 STREET NB 1634 2614 1343 1881 734 508 308 200 3122 2189 934 0.70 D SB 1634 2614 985 1378 1236 508 192 316 3122 1570 1552 0.50 C NW 67 STREET 1-95 NW 12 AVENUE EB 660 1056 41 57 999 0 0 0 1056 57 999 0.05 C WB 660 1056 81 113 943 0 0 0 1056 113 943 0.11 C Notes: [1] The Roadway Vehicular Capacity is obtained from Exhibit 4. [21 Person -Trip capacity is derived by applying a 1.6 vehicle occupancy to the vehicular capacity. [31) The Roadway Vehicular Volume is obtained from Exhibit 4. [4] Person -Trip Volume is derived by applying a 1.4 vehicle occupancy to the vehicular capacity. [5] The Total Transit Person -Trip Capacity is obtained by adding bus, metrorail and metromover capacities (see Exhibit 4). [61 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). The Village MUSP Traffic Impact Study 3.0 PLANNED AND PROGRAMMED ROADWAY IMPROVEMENTS The 2006 Miami -Dade County Transportation Improvelnent Program (TIP) and the 2030 Metro - Dade Transportation Plan Long Range Element, were reviewed to identify any programmed or planned projects within the limits of the study area established. These documents show no officially programmed or planned capacity improvement projects within the study area prior to completion of the proposed project. Page 13 The Village MUSP Trak Impact Study 4.0 FUTURE TRAFFIC CONDITIONS 4.1 Background Traffic Consistent with other traffic studies performed in the area, a conservative 1.5 percent growth factor was applied to existing traffic volumes. This growth rate is intended to account for future growth due to additional developments that have not been identified at this time but occur within the study period. 4.2 Committed Developments A list of projects was obtained from city staff, City of Miami Planning and Zoning Department Report on Private Development From 1996 to Present (April 2006). These projects are approved and are either under construction or about to break ground. Other projects are approved by City Commission but with no building permits, or in the application stage. There are no projects within the study limits under construction or about to break ground. Exhibit 7 shows the projected turning movement volumes without the project. Page 14 dTHE VILLAGE MUSP TRAFFIC IMPACT STUDY EXHIBIT No. FUTURE WITHOUT PROJECT PM PEAK PERIOD 7 TRAFFIC VOLUMES Page The Village MUSP Traffic Impact Study 4.3 Project Traffic 4.3.1 Project Trip Generation 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 were established using Increment II of the Downtown DRI as a guideline together with the approved methodology: • The gross vehicular trip generation for each land use was determined using the Institute of Transportation Engineers (ITE) Trip Generation 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 also reduced by 10% for transit usage and pedestrian/bicycle trips. • 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 8. Page 16 Exhibit 9 PM Peak Hour Trip Generation Analysis USES UNITS ITE Land Use Code PM PEAK HOUR TRIPS IN OUT TOTAL % Trips % Trips Trips Apartments 560 DU 220 65% 212 35% 114 326 GROSS VEHICLE TRIPS 65% 212 35% 114 326 Vehicle Occupancy Adjustment @ Transit / Pedestrian / Bicycle Trip Reduction @ 16.00% 10.00% of Gross External Trips (1) of Gross External Trips (2) 65% 65% 34 32 35% 35% 18 17 52 49 NET EXTERNAL VEHICLE TRIPS 65% 146 35% 79 225 Net External Person Trips in Vehicles @ Net External Person Trips using Transit @ 1.40 1.40 Persons/ Vehicle Persons/ Vehicle 65% 65% 205 45 35% 35% 110 24 315 68 Net External Person Trips (vehicles and transit modes) 65% 249 35% 134 383 Net External Person trips walking / using bicycle 1.40 Persons/ Vehicle 65% 45 35% 24 68 Notes (1) 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) (2) Transit/Pedestrian / Bicycle Trip Reduction based transit service provided. b a x The Village MUSP Traffic Impact Study 4.3.2 Project Trip Assignment Project traffic was distributed and assigned to the study area using the Cardinal Distribution for TAZ 430, shown in Exhibit 9. 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 10 shows the project vehicular trip assignment to the impacted roadway segments and intersections. Exhibit 9 Cardinal Distribution of Trips TAZ 430 Cardinal Direction Distribution TAZ 430 NNW 14.89% ENW 6.17% ESE 5.52% SSE 16.07% SSW 16.32% WSW 16.71% WNW 10.81% NNW 13.51% Total 100.00% Page 18 Qp THE VILLAGE MUSP TRAFFIC IMPACT STUDY EXHIBIT No. PROJECT TRIP ASSIGNMENT 1 10 The Village 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 2009 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 11. 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 2006 existing traffic to get the total year 2009 vehicular traffic without project on the study intersections. The project trips were then added to obtain the future with traffic volumes. Exhibit 12 shows the project PM peak hour vehicular volumes and Exhibit 13 shows the total (with project) PM peak hour vehicular volumes at the intersections under study. Exhibit 14 shows the resulting LOS at the intersections under study. Intersection capacity analysis worksheets are provided in Appendix D. Page 20 Exhibit 11 Person -Trip Volume and Capacity Future Conditions Matrix Notes: [1] The Existing Person Trip Volume is obtained from Exhibit 5, column Q) [2] Year 2009 Background Person Trip Volume is derived by applying a 1.5% growth factor to the existing person -trip volume [3] The Total Future Peak Hour Person Trip Capacity is obtained by adding all modes of transportation [4] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook (see Appendix C) [5] Project Person Trip Volumes are derived from Trip Generation Analysis (Net External Person Trips(Vehicles + Transit)) Without Project With Project (a) (b) (c) (d) (e) (f) (g) (h) (i) (J) Existing Future Committed Future Future Future w/out Proj Project Total Future Future with Proj CORRIDOR Dir Pers -Trip Bkg. Development Pers -Trip Pers -Trip Pers -Trip Pers -Trip Pers -Trip Pers -Trip Pers -Trip Volumes Pers -Trip Pers -Trip Volumes Capacity v/c LOS Volume Volumes Capacity v/c LOS 1.5% In = 249 FROM TO 1 3(b)+(c) (d)/(e) Out =134 d+ h/i [1] [2] [3] [4] 151 [3] [4] NW 7 AVENUE NW 62 STREET NW 71 STREET NB 2189 2289 0 2289 3122 0.73 D 100 2388 3122 0.76 D SB 1570 1642 0 1642 3122 0.53 C 74 1716 3122 0.55 C NW 67 STREET 1-95 NW 12 AVENUE EB 57 60 0 60 1056 0.06 C 0 60 1056 0.06 C WB 113 118 0 118 1056 0.11 C 0 118 1056 0.11 C Notes: [1] The Existing Person Trip Volume is obtained from Exhibit 5, column Q) [2] Year 2009 Background Person Trip Volume is derived by applying a 1.5% growth factor to the existing person -trip volume [3] The Total Future Peak Hour Person Trip Capacity is obtained by adding all modes of transportation [4] The Person Trip LOS is provided consistent with the FDOT's Quality/Level of Service Handbook (see Appendix C) [5] Project Person Trip Volumes are derived from Trip Generation Analysis (Net External Person Trips(Vehicles + Transit)) EXHIBIT No. a THE VILLAGE MUSP TRAFFIC IMPACT STUDY PROJECT TRIPS 12 22 EXHIBIT No. THE VILLAGE FUTURE WITH PROJECT pa MUSP TRAFFIC IMPACT STUDY PM PEAK PERIOD 13 TRAFFIC VOLUMES Page The Village MUSP Traffic Impact Study Exhibit 14 Future Intersection Capacity Analysis Weekday PM Peak Hour Conditions Intersection SIU Future without Project LOS Future with Project LOS NW 69 Street / NW 10 AvenueU* B C NW 69 Street / NW 8 Avenue U* A B NW 69 Street / NW 7 Avenue S A B NW 67 Street / NW 10 Avenue U* B C NW 67 Street / NW 8 Avenue U* A A NW 67 Street / NW 7 Avenue S A A notes : u= unsignauzea N= signmizea *LOS for minor approach. Source: DPA Page 24 The Village MUSPTraffc Impact Study 4.6 Site Access Access to/from the site is proposed on NW 69 Street via a two-way driveway. This driveway will be aligned with NW 8 Avenue. It should be noted that the project will vacate NW 7 Court and NW 68 Street east of NW 8 Avenue. Build out of the project is anticipated by the year 2009. No conflicts will occur with proposed driveways. The project trips were assigned to the driveway analyzed. HCS analyses for the project driveway shows adequate operations. The analysis worksheet is included in Appendix D. Page 25 The Village MUSP Traffic Impact Study 5.0 CONCLUSIONS An assessment of the PM peak hour traffic associated with the development of the Village project was performed in accordance with the approved methodology submitted to the city. Analysis of future (2009) 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 corridor segments analyzed. A traffic control measures plan has been developed for this project. The plan is included in Appendix E. musp repoit.doc Page 26 Appendix A Approved Transportation Methodology Site Plan DAVID PLUMMER & ASSOCIATES, INC. TRANSPORTATION • CIVIL+ STRUCTURAL • ENVIRONMENTAL 11 Facsimile Transmission ]i To: Mr. Raj Shanmugam, PE Fax #: Affiliation: URS Corporation Phone #: From: Sonia Shreffler-Bogart Date: RE: The Village MUSP #05192 Pages: cc: Miranda Blogg, Lilia Medina, file (954)739-1789 (954) 739-1881 March 21, 2006 3 page(s), including cover The Village Miami, Ltd. is pursuing City of Miami approvals for a residential project located on NW 69 Street between NW 7 Avenue and NW 10 Avenue in Miami, Florida. The plan includes 622 residential dwelling units and 5,160 SF of retail space (see Attachment A). Vehicular access to the project will be provided on NW 69 Street. The subject site is located outside the limits of the Downtown Miami Area -wide DRI. The study area has been defined as NW 71 Street to the north, NW 62 Street to the south, NW 12 Avenue the west and I-95 to the east. This will serve as our methodology for the subject MUSP traffic impact study. Turning movement traffic counts will be collected during the PM (4:00-6:00) peak period at four major intersections in the immediate project vicinity. 1. NW 69 Street/ NW 10 Avenue 2. NW 69 Street / NW 7 Avenue 3. NW 67 Street / NW 10 Avenue 4. NW 67 Street / NW 7 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. NW 7 Avenue between NW 62 Street and NW 71 Street 2. NW 67 Street between I-95 and NW 12 Avenue • Available Florida Department of Transportation (FDOT) counts will be consulted where appropriate. • Raw traffic counts will be adjusted to peak season (for the peak hour period). • The signal timing and phasing at the study signalized intersections will be obtained from Miami -Dade County. • Existing and future traffic conditions for the project area corridors will be established using the person -trip method. The methodology for this method is outlined in the Miami Comprehensive Neighborhood Plan. • Corridor capacity will be estimated using generalized vehicular capacities (converted to person -trips) from the FDOT LOS Manual, or other acceptable equivalent. 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 I ry TELEPHONE: 305 447-0900, FAX: 305 444-4986 �/eyl (W E-MAIL: dpa@dplummer.com Project Traffic — project trip generation will be based on the calculation of person -trips consistent with the city of Miami Comprehensive Plan. Person -trips generated by the project will be established using the following procedure: 1. Determine the gross vehicular trip generation for each land use using the Institute of Transportation Engineers (ITE) Trip Generation rates or formulas. 2. Reduce gross vehicular trips by a vehicle occupancy adjustment based upon the use of the ITE trip rates (City of Miami's 1.4 vs. 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 pedestrianibicycle 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 December 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. 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 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. traff i c_meth_fax. d oc 1750 PONCE DE LEON BOULEVARD CORAL GABLES, FLORIDA 33134 TELEPHONE: 305 447-0900, FAX: 305 444-4986 Q E-MAIL: dpa@dplummer.com WEST VILLAGE -EXISTING 021A2.01 BUS STOP u —PHASE t: — EAST VILLAGE At.t4115 SIDEWALWSTREET At.12113 FENCE(SEEDETAILSHEETA2.to) HARMONIZATION �FENCE(3EE QETAIL SHE ET A2.10) NW 69TH STREET .— � r � ��[ r NOT7'ARi OF PRG3KT r r QN q -- G D - Al k li E WALL Wf LATTICE ON S \ \ PROJECT SIDE ` H 03/A2.02 ' H HP HP Dt1dP \ / 11. 11111 1111 I i 1 61A2.03 H /V LAGS 6ARKINITUI ` OlA1. H 101A2.04 ` / Al, AL E \ / E PAR",— 390 \ H P— r,r NOTPART4 \PROJECT1 EMERGEN ^w6' NIGH CONIC. BLOCK ,- m tl / SIDEWALWSTREET�` �. WALL W1 LATTICE ON PROJECT SIDE r '� SPy'y'O \ / HARMONIZATION \ \ r 8 H= AA/ AREA "� r HIGH CONIC. BLOCK 6' HIGH CONCALOCK WALLWI LATTICE ON To( WALL W! LA I ON PROJECT SIDE PROJEC SI Dog Park c6' HIGH CONC. BLOCK f \ WALL WtLATTICE ON PROJECT SIDE NOT PART OF �'�. H O81A2.03 PROJECT \ , NOT TOE PAR / \ PROJECT THIGH CONIC. BLOC WALL Wt LATTICE ON \ PROJECT SIDE '^� \ r •' SIQEWAL WSTREEEET \ HARMONIZATION AREA F E E SETSAGK NW 67H STREET At,tOlit 07/A2.03 , A2.W OVERALL EAST ELEVATION Appendix B Traffic Counts Signal Timings Raw Traffic Counts Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 Data File : D0328002.PRN Station : 000000032701 Identification : 009701450015 Interval : 15 minutes Start date : Mar 28, 06 Start time : 00:00 Stop date : Mar 28, 06 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 7 Avenue North of NW 67 Street Mar 28 Southbound Volume for Lane 1 ------------------------------------------------------------------------------- End Time 00 -------- ---- 01 ---- 02 03 ---- ---- 04 05 06 07 08 09 10 11 15 33 24 13 13 ---- 14 ---- 19 ---- ---- 79 342 ---- 444 ---- 365 ---- 239 ---- 205 30 33 16 11 13 18 33 140 348 334 341 238 173 45 33 19 11 14 14 28 272 468 436 318 218 192 00 20 20 14 11 15 73 313 368 368 285 236 241 Hr Total 119 ------------------------------------------------------------------------------- 79 49 51 61 153 - 804 1526 1582 1309 931 - 811 End Time 12 -------- ---- 13 ---- 14 15 ---- ---- 16 17 18 19 20 21 22 23 15 223 162 147 150 ---- 224 ---- 180 ---- ---- 162 163 ---- 119 ---- 75 ---- 66 ---- 73 30 191 169 181 169 358 210 163 149 110 99 78 58 45 189 169 165 181 269 183 179 149 109 82 86 55 00 172 -------- ---- 168 ---- 189 227 ---- 208 201 170 135 93 74 84 42 Hr Total 775 ---------------------------------------------------------------------------- 668 ---- 682 727 ---- 1059 ---- 774 ---- ---- 674 596 ---- 431 ---- 330 ---- 314 ---- 228 Hour Total : 14733 AM peak hour begins : 07:15 AM peak volume : 1628 Peak hour factor : 0.87 PM peak hour begins : 15:45 PM peak volume : 1078 Peak hour factor : 0.75 Mar 28 ------------------------------------------------------------------------------- Northbound Volume for Lane 2 End Time 00 -------- ---- 01 ---- 02 03 ---- ---- 04 05 06 07 08 09 10 11 15 54 24 15 11 ---- 12 ---- 18 ---- ---- 51 154 ---- 203 ---- 105 ---- 134 ---- 160 30 47 22 15 10 18 24 55 208 150 167 130 146 45 24 20 9 10 13 31 71 177 179 141 130 128 00 31 -------- ---- 9 ---- 16 13 ---- ---- 11 44 96 193 127 123 121 149 Hr Total 156 ------------------------------------------------------------------------------- 75 55 44 ---- 54 ---- 117 ---- ---- 273 732 ---- 659 ---- 536 ---- 515 ---- 583 End Time 12 -------- ---- 13 ---- 14 15 ---- ---- 16 17 18 19 20 21 22 23 15 143 142 168 196 ---- 296 ---- 374 ---- ---- 270 185 ---- 120 ---- 116 ---- 80 ---- 69 30 164 130 159 244 294 357 248 197 128 110 75 66 45 153 146 162 268 352 308 234 184 94 103 60 77 00 156 -------- ---- 152 ---- 184 271 ---- ---- 365 293 228 141 100 81 67 60 Hr Total 616 ------------------------------------------------------------------------------- 570 ---- 673 979 1307 ----- 1332 ---- ---- 980 707 ---- 442 ---- 410 ---- 282 ---- 272 24 Hour Total : 12369 AM peak hour begins : 07:15 AM peak volume : 781 Peak hour factor : 0.94 PM peak hour begins : 16:30 PM peak volume : 1448 Peak hour factor : 0.97 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 : D0328002.PRN Station : 000000032701 Identification : 009701450015 Interval 15 minutes Start date : Mar 28, 06 Start time 00:00 Stop date : Mar 28, 06 Stop time 24:00 City/Town : Miami, Florida County Dade Location : NW 7 Avenue North of NW 67 Street Mar 28 Total Volume for All Lanes ------------------------------------------------------------------------------- End Time 00 -------- ---- 01 ---- 02 03 04 ---- ---- ---- 05 06 07 08 09 10 11 15 87 48 28 24 26 ---- ---- ---- 37 130 496 ---- ---- 647 470 ---- 373 ---- 365 30 80 38 26 23 36 57 195 556 484 508 368 319 45 57 39 20 24 27 59 343 645 615 459 348 320 00 51 29 30 24 26 117 409 561 495 408 357 390 Hr Total 275 ------------------------------------------------------------------------------- 154 - 104 95 115 270 1077 2258 2241 1845 1446 1394 End Time 12 -------- ---- 13 ---- 14 15 16 ---- ---- 17 18 19 20 21 22 23 15 366 304 ---- 315 346 520 ---- ---- ---- 554 432 348 ---- ---- 239 191 ---- 146 ---- 142 30 355 299 340 413 652 567 411 346 238 209 153 124 45 342 315 327 449 621 491 413 333 203 185 146 132 00 328 -------- ---- 320 ---- 373 498 573 494 398 276 193 155 151 102 Hr Total 1391 ---------------------------------------------------------------------------- 1238 ---- ---- ---- 1355 1706 2366 ---- ---- ---- 2106 1654 1303 ---- ---- 873 740 ---- 596 ---- 500 Hour Total : 27102 AM peak hour begins : 07:15 AM peak volume : 2409 Peak hour factor : 0..93 PM peak hour begins : 16:15 PM peak volume : 2400 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 ca File : D0328001.PRN Station : 000000032702 Identification : 000210521005 Interval : 15 minutes Start date : Mar 28, 06 Start time : 00:00 Stop date : Mar 28, 06 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 67 Street East of NW 10 Avenue Mar 28 Eastbound Volume fot Lane 1 ------------------------------------------------------------------------------- End Time 00 -------- ---- 01 ---- 02 03 ---- ---- 04 05 06 07 08 09 10 11 15 4 1 0 1 ---- 0 ---- 0 ---- ---- 4 9 ---- ---- 13 9 ---- 4 ---- 6 30 1 0 0 1 1 0 4 15 16 9 2 6 45 1 1 0 0 0 2 6 7 9 6 4 3 00 2 -------- ---- 0 ---- 0 0 1 0 3 5 8 6 11 9 Hr Total 8 ------------------------------------------------------------------------------- 2 ---- ---- 0 2 ---- 2 ---- 2 ---- ---- 17 36 ---- ---- 46 30 ---- 21 ---- 24 End Time 12 -------- ---- 13 ---- 14 15 ---- ---- 16 17 18 19 20 21 22 23 15 5 12 8 6 ---- 5 ---- 16 ---- ---- 6 5 ---- ---- 6 5 ---- 1 ---- 6 30 11 9 13 15 14 10 12 9 11 12 4 3 45 2 5 15 13 4 11 10 5 11 7 1 3 00 10 -------- ---- ---- 3 9 10 ---- 11 9 8 6 7 5 5 2 Hr Total 28 ------------------------------------------------------------------------------- 29 ---- 45 44 ---- 34 ---- 46 ---- ---- 36 25 ---- ---- 35 29 ---- 11 ---- 14 Hour Total : 566 i peak hour begins : 08:00 AM peak volume : 46 Peak hour factor : 0.72 PM peak hour begins : 16:45 PM peak volume : 48 Peak hour factor : 0.75 Mar 28 ------------------------------------------------------------------------------- Westbound Volume for Lane 2 End Time 00 -------- ---- ---- 01 02 03 ---- ---- 04 ---- 05 06 07 08 09 10 11 15 7 2 0 0 0 ---- 0 ---- ---- 4 7 ---- ---- 11 14 ---- 4 ---- 6 30 5 3 0 2 0 1 1 6 12 14 3 4 45 0 0 0 0 0 0 2 5 5 8 5 6 00 2 -------- ---- ---- 0 2 1 ---- ---- 0 4 6 7 5 15 1 7 Hr Total 14 ------------------------ 5 2 3 ---- 0 ---- 5 ---- ---- 13 25 ---- ---- 33 51 ---- 13 ---- 23 End Time 12 -------- ---- ---- 13 14 15 ---- ---- -------------------------------------------- 16 17 18 19 20 21 22 23 15 12 14 9 11 ---- 20 ---- 22 ---- ---- 12 12 ---- ---- 10 8 ---- 3 ---- 6 30 11 16 11 11 24 20 14 10 11 14 9 7 45 7 8 12 22 11 19 18 16 7 9 4 2 00 10 -------- ---- ---- 6 6 17 ---- ---- 16 15 10 12 5 6 7 2 Hr Total 40 ------------------------------------------------------------------------------- 44 38 61 ---- 71 ---- 76 ---- ---- 54 50 ---- ---- 33 37 ---- 23 ---- 17 24 Hour Total : 731 AM peak hour begins : 09:00 AM peak volume : 51 Peak hour factor : 0.85 PM peak hour begins : 15:30 PM peak volume : 83 Peak hour factor : 0.86 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 : D0328001.PRN Station : 000000032702 Identification : 000210521005 Interval 15 minutes Start date : Mar 28, 06 Start time 00:00 Stop date : Mat 28, 06 Stop time 24:00 City/Town : Miami, Florida County Dade Location : NW 67 Street East of NW 10 Avenue Mar 28 Total Volume for All Lanes ------------------------------------------------------------------------------- End Time ---- 00 01 02 03 04 ---- ---- 05 06 07 08 09 10 11 -------- 15 ---- ---- 11 3 0 1 0 ---- ---- ---- 0 8 16 ---- ---- 24 23 ---- 8 ---- 12 30 6 3 0 3 1 1 5 21 28 23 5 10 45 1 1 0 0 0 2 8 12 14 14 9 9 00 4 0 2 1 1 4 9 12 13 21 12 16 -------- ---- Hr Total ---- ----- ---- ---- 22 7 2 5 2 ---- ---- ---- 7 30 61 ---- ---- 79 81 ---- 34 ---- 47 End Time -------- ---- 12 13 14 15 16 ---- 17 18 19 ------------------ 20 21 22 23 15 ---- ---- ---- 17 26 17 17 25 ---- ---- ---- 38 18 17 ---- ---- 16 13 ---- 4 ---- 12 30 22 25 24 26 38 30 26 19 22 26 13 10 45 9 13 27 35 15 30 28 21 18 16 5 5 00 -------- ---- 20 9 15 27 27 ---- 24 18 18 12 11 12 4 Hr Total ---------------------------------------------------------------------------- ---- ---- ---- 68 73 83 105 105 ---- ---- ---- 122 90 75 ---- ---- 68 66 ---- 34 ---- 31 Hour Total : 1297 AM peak hour begins 09:00 AM peak volume 81 Peak hour factor : 0.88 PM peak hour begins 15:30 PM peak volume : 125 Peak hour factor : 0.82 TRAFFIC SURVEY SPECIALISTS, INC. NW 69TH STREET & NW 10TH AVENUE 624 GARDENIA TERRACE Site Code : 00060104 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date: 03/23/06 COUNTED BY: MELISSA GONZALEZ (561) 272-3255 FAX (561) 272-4381 File I.D. ; 69ST10AV ('�—SIGNALIZHD Page i ALL VEHICLES NW 10TH AVENUE NW 69TH STREET NW 10TH AVENUE DRIVEWAY ------------- From North From East From South From West Right Thru UTurn Left flight Thru UTurn Left Right Thru UTurn Left Right Thru UTurn -Left Total Date03/23/06---------------------- ------------------------------------------------------------------------ - 16:00 4 22 0 2 3 0 0 14 9 83 0 3 3 1 0 6 150 16:15 2 14 0 0 4 2 0 16 5 58 0 2 1 0 0 2 106 16:30 0 17 0 5 10 0 0 15 10 72 0 3 3 2 0 4 141 15 7 72 0 2 5 0 1 3 129 Hr Total 9 66 0 7 25 2 0 60 31 285 0 10 12 3 1 15 526 17:00 2 17 0 1 8 0 0 12 13 61 0 2 2 1 0 3 122 17:15 1 11 0 1 5 0 0 14 4 75 0 D 2 0 0 1 114 17:30 1 10 1 3 18 1 0 6 5 78 0 1 1 0 D 0 125 17:45 0 7 0 1 16 0 0 10 12 54 0 0 0 1 D 0 101 Hr Total 4 45 1 6 47 1 0 42 34 268 0 3 5 2 0 4 462 ------------------------------------------------------------------------------------------------------------------------------------ }TOTAL* 13 111 1 13 I 72 3 0 102 1 65 553 0 13 1 17 5 1 19 I 988 NW 69TH STREET 6 NW 10TH AVENUE MIAMI, FLORIDA COUNTED BY: MELISSA GONZALEZ SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060104 Start Date: 03/23/06 File I.D. 69STIOAV Page : 2 NW 10TH AVENUE NW 69TH STREET NW 10TH AVENUE DRIVEWAY From North From Bast From South From West Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Total Date03/23/06------------------------------------------------------------------------------------------- --------------------------- Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/23/06 Peak start 16:00 16:00 16:00 16:00 Volume 9 66 0 7 25 2 0 60 31 285 0 10 12 3 1 15 Percent 11$ 801 01 9t 29t A 0$ 691 10t 81 0W 3$ 39W 10$ A 48t A total 82 87 326 31 Highest 16:00 16:30 16:00 16:00 Volume 4 22 0 2 10 0 0 15 9 83 0 3 3 1 0 6 Hi total 28 25 95 10 PHF .73 .87 .86 .78 DRIVEWAY 10 2 21 9 • 16 138 16 • 3 60 3 66 • 12 138 12 NW 10TH AVENUE 9 66 • 7 16 285 25 9 66 7 326 � 82 � 1- 408 � ALL VEHICLES 25 87 2 128 60 4 Intersection Total 7 526 41 3 31 NW 69TH STREET 25 .o 326 • 285 3 285 3 60 10 66 12 138 10 NW 10TH AVENUE 326 • 285 3 285 3 TRAFFIC SURVEY SPECIALISTS, INC. NW 69TH STREET & HW 10TH AVENUE 624 GARDENIA TERRACE Site Code : 00060104 MIAMI, FLORIDA DBLRAY BRACH, FLORIDA 33444 Start Date: 03/23/06 COUNTED BY: MELISSA GONZALEZ (561) 272-3255 FAX (561) 272-4381 File I.D. : 69ST10AV `SIGNALIZED Page 1 PBDB$TRIANS ------------------------------------------------------------------------------------------------------------------------------------- NW 10TH AVENUE NW 69TH STREET NW 10TH AVENUE DRIVEWAY From North From East From South From West Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Total Date03/23/06 ----------------------------------------------------------------------------------------------------------------------- 16:00 1 0 0 0 1 0 0 0 1 0 0 0 5 0 0 0 8 16:15 2 0 0 0 2 0 0 0 0 0 0 0 7 0 0 0 11 16:30 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 1 Hr Total 8 0 0 0 4 0 0 0 1 0 0 0 12 0 0 0 25 17:00 4 0 0 0 0 0 0 0 2 0 0 0 1 0 0 0 7 17:15 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 17:30 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 17:45 0 0 0 0 1 0 0 0 1 0 0 0 1 Hr Total 7 0 0 0 1 0 0 0 3 0 0 0 2 0 0 0 13 ------------------------------------------------------------------------------------------------------------------------------------ *TOTALt 15 0 0 0 1 5 0 0 0 1 4 0 0 0 1 14 0 0 0 1 38 SCIA00L, N orth MIKM i , 4F -I OR -1 r.>k DF. -AWN St} %10-7 Z S Z6tS (0 Ml C Rk+ .L. Muni sc, '=> k 6 m ki- t Z.;elp TRAFFIC SURVEY SPECIALISTS, INC. NW 69TH STREET & NW 8TH AVENUE 624 GARDENIA TERRACE Site Code : 00060104 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date: 03/23/06 COUNTED BY: SHARIE GONZALEZ (561) 272-3255 FAX (561) 272-4381 File I.D. 69ST_8AV SIGNALIZED Page 1 ALL VEHICLES ------------------------------------------------------------------------------------------------------------------------------------- NW 8TH AVENUE NW 69TH STREET NW 69TH STREET From North From East From West Right UTurn Left Right Thru Thru UTurn Left Total Date03/23/06 ----------------------------------------------------------------------------------------------------------------------- 16:00 4 0 5 4 17 7 0 3 40 16:15 6 0 4 2 15 5 0 1 33 16:30 4 0 6 2 22 it 0 4 49 2 5 16 5 0 2 35 Hr Total 19 0 17 13 70 28 0 10 157 17;00 0 0 4 6 18 5 0 8 41 17;15 2 0 0 3 18 4 0 1 28 17:30 1 0 4 7 25 5 0 2 44 17:45 3 0 2 4 24 11 0 2 4 Hr Total 6 0 10 20 85 25 0 13 159 --------------------------------------------------------------------------- *TOTAL* 25 0 27 1 33 155 1 53 0 23 1 316 NW 69TH STREET & NW 8TH AVENUE MIAMI, FLORIDA COUNTED BY: SHARIE GONZALEZ SIGNALIZED ALL VEHICLES ------------------------------------------------------------------------------------------------------------------------------------- NW NN TH FromTNorthNUB lNFWrom9EastTRBETIFrom9WestTRBBT TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DBLRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 Site Code : 40060104 Start Date: 03/23/06 File I.D. 69ST_8AV Page 2 Right UTurn Left I Right Thru I Thru UTurn Left I Total Date03/2306 ----------------------------------------------------------------------------------------------------------------------- Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/23/06 Peak start 17:00 17:00 17:00 Volume 6 0 10 20 85 25 0 13 -Percent 381 01 62R 19% 81$ 66% 0$ 30 Pk total 16 105 38 Highest 17:30 17:30 17:00 Volume 1 0 4 7 25 5 0 8 Hi total 5 32 13 PHF .80 .82 .73 NW 69TH STREET 6 6 i 0 20 85 91 6 • 13 85 85 13 129 NW STH AVENUE 10 13 0 20 0 10 33 16 49 ALL VEHICLES 105 140 0 • 25 25 38 Intersection Total 10 159 35 25 0 0 NW 69TH STREET 0 0 20 20 • 85 85 140 0 • 25 25 38 Intersection Total 10 159 35 25 0 0 NW 69TH STREET 0 0 TRAFFIC SURVEY SPECIALISTS, INC. NW 69TH STREET & NW 8TH AVENUE 624 GARDENIA TERRACE Site Code : 00060104 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date: 03/23/06 COUNTED BY: SHARIE GONZALEZ (561) 272-3255 FAX (561) 272-4381 File I,D, : 69ST 8AV SIGNALIZED Page 1 PEDESTRIANS ------------------------------------------------------------------------------------------------------------------------------------- NN 8TH AVENUE NW 69TH STREET NW 69TH STREET From North From East From West Peds Right Left Peds Right Peds Thru Left Total Date03/23/06 ----------------------------------------------------------------------------------------------------------------------- 16:OD 5 0 0 0 0 0 0 0 5 16:15 8 0 0 2 0 0 0 0 10 16:30 13 0 0 1 0 0 0 0 14 16 s 45 2 0 0 1 0 0 Hr Total 28 0 0 4 0 0 0 0 32 17:00 4 0 0 0 0 0 0 0 4 17:15 3 0 D 0 0 0 0 0 3 17:30 4 0 0 0 0 0 0 0 4 7 7 0 0 0 0 0 0 0 7 Hr Total 18 0 0 0 0 0 0 0 18 --------------------------------------------------------------------------- *TOTAL* 46 0 0 1 4 0 0 . 0 0 1 50 UW (o9_. ZT. wk PIM t ) N:- WMIC-AA Z -3--,ro D Ca 5T. DC>-kwt-k `may , NI.kCAAA.0 L, Mkt... MIE. MOT' TRAFFIC SURVEY SPECIALISTS, INC. NW 69TH STREET & NW 7TH AVENUE 624 GARDENIA TERRACE Site Code : 00060104 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date: 03/23/06 COUNTED BY: FRANK SANCHEZ (561) 272-3255 FAX (561) 272-4381 File I.D. 69ST 7AV �ALIZED Page 1 ALL VEHICLES ------------------------------------------------------------------------------------------------------------------------------------- NW 7TH AVENUE NW 69TH STREET NW 7TH AVENUE NW 69TH STREET From North From East From South From West Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Total Date03/23/06 --------------------------------------------------------------------------------------------------------------- 16:00 4 181 0 6 16 11 0 6 2 296 0 5 5 2 0 3 537 16:15 2 154 0 7 14 8 0 8 3 270 0 6 6 1 0 5 484 16:30 7 156 0 2 17 11 0 7 5 336 0 4 6 0 1 6 558 16:45 199 0 2 17 9 0 12 2 297 0 5 3 3 0 2 553 Hr Total 15 690 0 17 64 39 0 33 12 1199 0 20 20 6 1 16 2132 17:00 3 189 0 7 12 11 0 10 8 358 0 9 3 2 0 1 613 17:15 3 180 0 5 6 11 0 13 5 379 0 7 4 1 0 2 616 17:30 3 162 0 6 14 17 0 9 4 337 0 8 0 0 0 1 569 17-45 5 156 0 5 12 13 0 12 9 300 1 11 4 5 0 3 536 Hr Total 14 687 0 23 44 52 0 44 26 1374 1 35 19 8 0 7 2334 ------------------------------------------------------------------------------------------------------------------------------------ *TOTALt 29 1377 0 40 1 108 91 0 77 1 38 2573 1 55 ( 39 14 1 23 1 4466 NW 69TH STREET & NW 7TH AVENUE MIAMI, FLORIDA COUNTED BY: FRANK SANCHEZ LIZSD TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BRACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060104 Start Date: 03/23/06 File I.D. : 69ST_7AV Page : 2 NW 7TH AVENUE NW 69TH STREET NW 7TH AVENUE NW 69TH STREET From North From East From South From West Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Total Date03/23/06--------------------------------------------------------------------------------------------------------------- - Peak Hour Analysis Ey Entire Intersection for the Period: 16:00 to 18:00 on 03/23/06 Peak start 16:45 16:45 16:45 16:45 Volume 11 730 0 20 49 48 0 44 19 1371 0 29 18 6 0 6 Percent 1$ 961 0t 3$ 351 34$ 0$ 31$ 3 97% 0t 2$ 601 20% 0% 20% Pk total 761 141 1419 30 Highest 16:45 17:30 17:15 17:30 Volume 2 199 0 2 14 17 0 9 5 379 0 7 8 0 0 1 Hi total 203 40 391 9 PEF .94 .88 .91 .83 NW 7TH AVENUE 0 11 730 • 20 6 1,371 49 ------ ------ ------ ------ ------ 0 0 11 730 20 1,426 0 f• � 761 � 2,187 1 49 NW 69TH STREET 29 ALL VEHICLES 48 88 11 • 6 6 118 • 6 6 30 Intersection Total 2,351 18 18 2,211 ..1 — _1,419 44 • 29 730 18 792 29 NW 7T11 AVENUE 49 48 141 48 44 186 44 20 45 6 19 NW 69TH STREET • 1,371 1,371 TRAFFIC SURVEY SPECIALISTS, INC. NN 69TH STREET & NW 7TH AVENUE 624 GARDENIA TERRACE Site Code : 00060104 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date: 03/23/06 COUNTED BY; FRANK SANCHEZ (561) 272-3255 PAX (561) 272-4381 File I.D. 69ST 7AV �`ALIZBD Page ; 1 PEDESTRIANS ------------------------------------------------------------------------------------------------------------------------------------- NW 7TH AVENUE NW 69TH STREET NW 7TH AVENUE NW 69TH STREET From North From East From South From West Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Total Date03/23/06 ----------------------------------------------------------- ---------------------------------------------------------- 16:00 3 0 0 0 0 0 0 0 2 0 0 0 1 0 0 0 6 16:15 6 0 0 0 0 0 0 0 2 0 0 0 6 0 0 0 14 16:30 6 0 0 0 0 0 0 0 4 0 0 0 4 0 0 0 14 16:45 2 Hr Total 18 0 0 0 0 0 0 0 9 0 0 0 13 0 0 0 40 17:00 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 17;15 7 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 9 17:30 2 0 0 0 0 0 0 0 0 0 0 0 7 0 0 0 9 11.45 7 0 0 0 0 0 0 0 2 Hr Total 24 0 0 0 0 0 0 0 4 0 0 0 7 0 0 0 35 ------------------------------------------------------------------------------------------------------------------------------------ ¢TOTAL; 42 0 0 01 0 0 0 01 13 0 0 01 20 0 0 01 75 'FOOD R)05 cr j 5vppL-y mw Ga s1- y���II�Ti� N�A�,11 Z 3 � Z�oly IDiZA.W K $y I t,t C f4 XE:.L MA.I.C> t-4 6 "S 1 G l, -.L kul Z.-efl TRAFFIC SURVEY SPECIALISTS, INC. NW 67TR STREET & NW 10TH AVENUE 624 GARDENIA TERRACE Site Code : 00060104 MIAMI, FLORIDA DBLRAY BEACH, FLORIDA 33444 Start Date: 03/23/06 COUNTED BY: NICHOLE MALONE (561) 272-3255 FAX (561) 272-4381 File I.D. : 67STIOAV 9IGNALIZED Page ; 1 ALL VEHICLES ------------------------------------------------------------------------------------------------------------------------------------- NW 10TH AVENUE NW 67TH STREET NW 10TH AVENUE NW 67TH STREET From North From Bast From South From West Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Total Date03/23/06 ----------------------------------------------------------------------------------------------------------------------- 16:00 4 33 0 1 11 11 0 3 2 76 0 4 1 9 0 9 164 16:15 10 19 0 2 5 17 0 2 1 57 0 2 3 8 0 4 130 16:30 6 24 0 4 9 5 0 0 2 71 0 4 3 5 0 8 141 16:45 25 0 3 4 14 0 4 3 76 0 4 0 7 I.2 14 Hr Total 26 101 0 10 29 47 0 9 8 280 0 14 7 29 0 23 583 17:00 4 23 0 3 6 7 0 2 2 62 0 4 0 5 0 8 126 17:15 2 25 0 1 11 8 0 1 1 68 0 2 0 8 0 4 131 17:30 5 12 0 3 8 12 0 2 2 67 0 2 1 3 0 3 120 17:45 4 13 0 1 5 14 0 2 A 54 0 0 2 6 0 9 114 Hr Total 15 73 0 8 30 41 0 7 9 251 0 8 3 22 0 24 491 ------------------------------------------------------------------------------------------------------------------------------------ *TOTAL* 41 174 0 18 1 59 88 0 16 1 17 531 0 22 1 10 51 0 47 1 1074 NW 67TH STREET & NW 10TH AVENUE MIAMI, FLORIDA COUNTED BY: NICHOLS MALONE SIGNALIZED TRAFFIC SURVEY SPECIALISTS, INC. 624 GARDENIA TERRACE DELRAY BEACH, FLORIDA 33444 (561) 272-3255 FAX (561) 272-4381 ALL VEHICLES Site Code : 00060104 Start Date: 03/23/06 File I.D. 67ST10AV Page : 2 NW 10TH AVENUE NW 67TH STREET NW 10TH AVENUE NW 67TH STREET From North From East From South From West Right Thru DTurn Left Right Thru DTurn Left Right Thru DTurn Left Right Thru DTurn Left Total Date03/23/06 ----------------------------------------------------------------------------------------------------------------------- Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/23/06 Peak start 16:00 16:00 16:00 16:00 Volume 26 101 0 10 29 47 0 9 8 280 0 14 7 29 0 23 Percent 19t 70 0t 7t 30 55t 01 11t A 93V Ot 5t 12$ 49t 0t 39t Pk total 137 85 302 59 Highest 16:00 16:00 16:45 16:00 Volume 4 33 0 1 11 11 0 3 3 76 0 4 1 9 0 9 Hi total 38 25 83 19 PHF .90 .85 .91 .78 NW 67TH STREET • 26 26 i L+ 14 47 87 26 23 23 146 • 29 29 59 . 7 7 NW 10TH AVENUE 101 • 10 101 10 137 F 469 • ALL VEHICLES 23 280 29 332 �I 29 85 47 132 9 W 47 `, Intersection Total 10 583 47 29 8 NW 67TH STREET 419 I 302 9 • 14 101 7 117 14i NW 101-H AVENUEI' • 280 280 TRAFFIC SURVEY SPECIALISTS, INC. NW 67TH STREET & NW 10TH AVENUE 624 GARDENIA TERRACE Site Code : 00060104 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date: 03/23/06 COUNTED BY: NICHOLE MALONE (561) 272-3255 FAX (561) 272-4381 File I.D. : 67STIOAV �—.IGNALIZED Page : I PEDESTRIANS -------------------------------------------------------------------------------------------------------- NW 10TH AVENUE NW 67TH STREET NW 10TH AVENUE NW 67TH ---------------------------- STREET From North From Bast From South From West Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Total Date03/23/06 ----------------------------------------------------------------------------------- 16:OD 1 0 0 0 2 0 0 0 0 0 0 0 5 0 0 0 8 16:15 7 0 0 0 0 0 0 0 1 0 0 0 5 0 O 0 13 16:30 0 0 0 0 1 0 0 0 2 0 0 0 4 0 0 0 7 16:45 0 0 0 0 0 Hr Total 8 0 0 0 3 0 0 0 3 0 0 0 14 0 0 0 28 17:00 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 2 17:15 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 2 17:30 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 17:45 0 0 0 0 1 0 0 0 0 0 0 0 3 0 0 0 4 Hr Total 0 0 0 0 2 0 0 0 1 0 0 0 8 0 0 0 11 ------------------------------------------------------------------------------------------------------------------------------------ }TOTAL+ 8 0 0 0 1 5 0 0 0 1 4 0 0 0 1 22 0 0 0 1 39 W S=IVM\ ?A RW i 7 5T, Iw c7 IL 0 V- Y) 'At Ate I r-:- L.oR.t 'CDA M Ate. Vk 2-3 , zoolo N or+10 5T, ">v- Aw tA -P.!:>y , K t c.14 Ae L MA Lo ?ale, UC -T> A!5A G N KL t 7Z --E [> TRAFFIC SURVEY SPECIALISTS, INC. NW 67TH STREET & NW 8TH AVENUE 624 GARDENIA TERRACE Site Code : 00060104 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date: 03/23/06 COUNTED BY: SUSAN MALONE (561) 272-3255 FAX .(561) 272-4381 File I.D; 67ST_8AV (SIGNALIZED Page 1 ALL VEHICLES ------------------------------------------------------------------------------------------------------------------------------------- --------- NW 67TH STREET NW 8TH AVENUE NW 67TH STREET From North From East From South From West Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Total Date03/23/06-------------------------------------------------------------------------------- - 16:00 0 0 0 0 0 8 0 3 15 0 0 15 1 9 0 0 51 16:15 0 0 0 0 0 17 2 2 8 0 0 7 2 9 0 0 47 16:30 0 0 0 0 0 6 0 2 4 0 0 8 3 10 2 0 35 16:45 0 0 0 0 0 15 0 1 9 0 0 8 2 10 0 0 4 Hr Total 0 0 0 0 0 46 2 8 36 0 0 38 8 38 2 0 178 17:00 0 0 0 0 0 9 0 5 19 0 0 5 2 9 0 0 49 17:15 0 0 0 0 0 18 1 2 8 0 0 6 2 7 0 0 44 17:30 0 0 0 0 0 18 0 7 5 0 0 2 1 6 0 0 39 17:45 0 0 0 0 0 17 0 2 6 0 0 8 1 8 0 0 42 Hr Total 0 0 0 0 0 62 1 16 38 0 0 21 6 30 0 0 174 ----------------------------------------------------------------------------- ;TOTAL} 0 0 0 0 1 0 108 3 24 ------------------------------------------------------ 1 74 0 0 59 1 14 68 2 0 1 352 TRAFFIC SURVEY SPECIALISTS, INC. NW 67TH STREET i NW 8TH AVENUE 624 GARDENIA TERRACE Site Code : 00060104 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date: 03/23/06 COUNTED BY: SUSAN MALONE (561) 272-3255 FAX (561) 272-4381 File I.D. 67ST 8AV SIGNALIZED Page : 2 ALL VEHICLES ------------------------------------------------------------------------------------------------------------------------------------- --------- NW 67TH STREET NW 8TH AVENUE NW 67TH STREET From North From East From South From West Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Total Date03/23/06----------------------------------------------------------------------------------------------------------- - Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/23/06 Peak start 16:00 16:00 16:00 16:00 Volume 0 0 0 0 0 46 2 8 36 0 0 38 8 38 2 0 Percent 0% 0t 01 Ot 0% 82W 0 10 491 0t 0t 51W 17$ 79$ 0 0t A total 0 56 74 48 Highest 16:00 16:15 16:00 16:30 Volume 0 D 0 0 0 17 2 2 15 0 0 15 3 10 2 0 Hi total 0 21 30 15 PHF .0 .67 .62 .80 NW 67TH STREET 0 y� 10 0 38 0 2 8 18 38 0 0 0 0 0 2 0 t � 38 46 84 0 2 2 132 • 38 38 48 8 8 2 0 0 ALL VEHICLES • 46 56 46 10 130 10 Intersection Total 0 178 74 38 36 NW 67TH STREET NW 8TH AVENUE. 74 - 0 0 3 3 y� 10 • 38 0 8 18 38 NW 8TH AVENUE. 74 - 0 0 3 3 TRAFFIC SURVEY SPECIALISTS, INC. NW 67TH STREET & NW 8TH AVENUE 624 GARDENIA TERRACE Site Code : 00060104 MIAMI, FLORIDA DELRAY BEACH, FLORIDA 33444 Start Date: 03/23/06 COUNTED BY; SUSAN MALONE (561) 272-3255 FAX (561) 272-4381 File I.D. ; 67ST_8AV SIGNALIZED Page 1 PEDESTRIANS --------- NW 67TH STREET NW 8TH AVENUE NW 67TH STREET -- From North From Bast From South From West Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Total Date 03/23/06 ------------------------------------------------ 16:00 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 16:15 3 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 7 16:30 0 0 0 0 0 0 0 0 1 0 0 0 2 0 0 0 3 16:45 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 Hr Total 3 0 0 0 0 0 0 0 6 0 0 0 4 0 0 0 13 17:00 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 17:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 A 0 0 0 0 0 0 0 0 0 7 :45 1 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 1 Hr Total 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2 ------------------------------------------------------------------------------------------------------------------------------------ *TOTALt 4 0 0 0 1 0 0 0 0 1 7 0 0 0 1 4 0 0 0 1 15 Nath 3 I Wi km l KKIM4 -z- L3 Zoo(a KtGWAE..L- M.k` okLF TRAFFIC SURVEY SPECIALISTS, INC. NW 67TH STREET & NW 7TH AVENUE 624 GARDENIA TERRACE Site Code : 00060104 MIAMI, FLORIDA DBLRAY BEACH, FLORIDA 33444 Start Date: 03/23/06 COUNTED BY: CHRIS PERALTA (561) 272-3255 FAX (561) 272-4381 File I.D. : 67ST_7AV �—iALIZHD Page 1 ALL VEHICLES --------------=---------------------------------------------------------------------------------------------------------------------- NW 7TH AVENUE NW 67TH STREET NW 7TH AVENUE NW 67TH STREET From North From Bast From South From West Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Total Date03/23/06 ---------------------------------------------------------------------------------------------------- 16:00 7 178 0 2 6 1 0 1 3 275 0 5 9 2 0 16 505 16:15 10 170 1 1 10 3 0 3 0 256 0 5 6 3 0 6 474 16:30 4 159 0 3 9 1 0 2 5 327 0 5 8 3 0 7 533 16:45 12 198 0 2 2 4 0 0 2 307 0 1 6 3 0 7 544 Hr Total 33 705 1 8 27 9 0 6 10 1165 0 16 29 11 0 36 2056 17:00 7 202 0 1 4 2 0 3 1 362 0 5 12 1 0 11 611 17:15 7 196 0 1 B 1 0 0 2 365 0 7 B 1 0 15 611 17:30 7 175 0 3 5 3 0 5 4 351 0 13 6 4 0 4 580 17:45 6 152 0 2 6 2 0 6 4 317 0 11 1 Hr Total 27 725 0 7 23 8 0 14 11 1395 0 36 29 8 0 38 2321 ------------------------------------------------------------------------------------------------------------------------------------ *TOTAL* 60 1430 1 15 ( 50 17 0 20 1 21 2560 0 52 1 58 19 0 74 1 4377 TRAFFIC SURVEY SPECIALISTS, INC. NW 67TH STREET & NW 7TH AVENUE 624 GARDENIA TERRACE Site Code : 00060104 MIAMI, FLORIDA DBLRAY BEACH, FLORIDA 33444 Start Date: 03/23/06 COUNTED BY: CHRIS PERALTA (561) 272-3255 FAX (561) 272-4381 File I.D. : 67ST 7AV �ALIZED Page 2 ALL VEHICLES NW 7TH AVENUE NW 67TH STREET NW 7TH AVENUE NW 67TH STREET From North From East From South From West Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Right Thru UTurn Left Total Date03/23/06 ----------------------------------------------------------------------------------------------------------------------- Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 03/23/06 Peak start 16:45 16:45 16 :4 5 16:45 Volume 33 771 0 7 19 10 0 8 9 1385 0 26 32 9 0 37 Percent 0 951 0 1t 51$ 27$ 0% 22t it 98% 0$ A 41$ 12$ 0% 411 Pk total 811 37 1420 78 Highest 16:45 17:30 17:15 17:00 Volume 12 198 0 2 5 3 0 5 2 365 0 7 12 1 A 11 Hi total 212 13 374 24 PHF .96 .71 .95 .81 NW 7TH AVENUE • 0 33 771 7 37 1, 385 19 ------ ------ ------ ------ ------ 0 0 33 771 7 1,441 0 811 ' 2,252 ' 19 NW 67TH STREET 19 26 ALL VEHICLES 10 69 10 33 37 10 • 37 37 8 147 62 8 9 9 78 Intersection Total 7 2,346 25 9 9 • 32 32 NW 67TH STREET 2,231 8 26 771 32 811 26 NW 7TH AVENUE 1,420 1,385 1,385 TRAFFIC SURVEY SPECIALISTS, INC. NW 67TH STREET & NW 7TH AVENUE 624 GARDENIA TERRACE Site Code :00060104 MIAMI, FLORIDA DBLRAY BEACH, FLORIDA 33444 Start Date: 03/23/06 COUNTED BY: CHRIS PERALTA (561) 272-3255 FAX (561) 272-4381 File I.D. : 678T_7AV "ALIZBD Page : 1 PEDESTRIANS --------------- NW 7TH --------------------------------------------------------------------------------------------------------------------- AVENUE NW 67TH STREET NW 7TH AVENUE NW 67TH STREET From North From East From South From West Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Total Date03/23/06 ---------------------------------------------------- 16:00 0 0 0 0 1 0 0 0 0 0 0 0 5 0 0 0 6 16:15 0 0 0 0 1 0 0 0 6 0 0 0 9 0 0 0 16 16:30 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 5 Hr Total 0 0 0 0 2 0 0 0 6 0 D 0 22 0 0 0 30 17:00 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 5 17:15 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 2 17:30 0 0 0 0 2 D 0 0 3 0 0 0 7 0 0 0 12 17:45 4 0 0 0 0 0 0 0 1 0 0 0 4 0 0 0 9 Hr Total 4 0 0 0 2 0 0 0 10 0 0 0 12 0 0 0 28 -------------------------------------------------------------------------------------------------------- *TOTAL* 4 0 0 0 f 4 0 0 0 1 16 0 0 0 1 34 --------------------------- 0 0 0 1 58 uw sr. I� tl � I �IAR..��° t'lot`1► c- 2 Nortrl lel W (o rl _ 5 r. —4-- WNtAI M ASG. Irk zcoo !n t Z-Elt> Adjusted Traffic Counts DAVID PLUMMER &ASSOCIATES, INC. 24-HOUR COUNTS Project Name: The Village Project No.: 05192 Location: NW 7 Avenue North of NW 67 Street Count Date: 03/28/06 Observer: Traffic Survey Specialists, Inc. BEGIN 07:15 AM NORTHBOUND 2,409 TIME 1st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 54 47 24 31 156 01:00 AM 24 22 20 9 75 02:00 AM 15 15 9 16 55 03:00 AM 11 10 10 13 44 04:00 AM 12 18 13 11 54 05:00 AM 18 24 31 44 117 06:00 AM 1 51 1 55 71 96 273 07:00 AM 154 1 208 177 193 732 08:00 AM 203 150 179 127 659 09:00 AM 105 167 1 141 123 536 10:00 AM 134 130 130 121 515 11:00 AM 160 146 128 149 583 12:00 PM 143 164 153 156 616 01:00 PM 142 130 146 152 1 570 02:00 PM 168 159 162 184 1 673 03:00 PM 1 196 244 268 271 979 04:00 PM 296 1 294 1 352 365 1,307 05:00 PM 374 357 308 293 1,332 06:00 PM 270 248 234 228 980 07:00 PM 185 197 184 141 707 08:00 PM 120 128 94 100 442 09:00 PM 116 110 103 81 410 10:00 PM 80 75 60 67 282 11:00 PM 69 1 66 77 60 272 24-HOUR TOTAL 14,733 24-HOUR TOTAL 12,369 NORTHBOUND BEGIN 07:15 AM SOUTHBOUND 2,409 TIME 11st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 33 33 33 20 118 01:00 AM 24 16 19 20 79 02:00 AM 13 11 11 14 49 03:00 AM 13 13 14 11 51 04:00 AM 14 18 14 15 61 :05:00 AM 19 33 28 73 153 06:00 AM 79 140 1 272 313 804 07:00 AM 342 348 468 368 1,526 08:00 AM 444 334 436 368 1,582 09:00 AM 365 341 318 285 1,309 10:00 AM 239 238 218 236 931 11:00 AM 205 173 192 241 1 811 12:00 PM 223 191 189 172 775 01:00 PM 162 169 1 169 168 668 02:00 PM 147 181 165 189 682 03:00 PM 150 169 181 227 727 04:00 PM 224 358 269 208 1,059 05:00 PM 180 210 183 201 774 06:00 PM 162 163 179 170 1 674 07:00 PM 163 149 149135 596 08:00 PM 119 110 109 93 431 09:00 PM 75 99 82 74 330 10:00 PM 66 78 86 84 314 11:00 PM 73 58 55 42 228 24-HOUR TOTAL 14,733 DAILY TRAFFIC COUNT SUMMARY AM Peak Hour: Time: 07:15 AM Volume: 781 AM Peak Hour: Time: 07:15 AM Volume: 1,628 PM Peak Hour: Time: 04:30 PM Volume: 1,448 PM Peak Hour: Time: 03:45 PM Volume: 1,078 NORTHBOUND AND SOUTHBOUND AM Peak Hour: Time: 07:15 AM Volume: 2,409 K -factor: 8.9% PHF: 0.93 D -factor: 67.6% SB PM Peak Hour: Time: 04:15 PM Volume: 2,400 K -factor: 8.9% PHF: 0.92 D -factor: 57.7% NB NW 7 Ave N of NW 67 StAs DAVID PLUMMER & ASSOCIATES, INC. 24-HOUR COUNTS Project Name: The Village Project No.: 05192 Location: NW 67 Street East of NW 10 Avenue Count Date: 03/28/06 Observer: Traffic Survey Specialists, Inc. BEGIN 09:00 AM Volume: EASTBOUND K -factor: TIME 11st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 4 1 1 2 8 01:00 AM 1 0 1 0 2 02:00 AM 0 0 0 0 0 03:00 AM 1 1 0 D 2 04:00 AM 0 1 0 1 2 05:00 AM 0 0 2 0 2 06:00 AM 4 4 1 6 3 17 07:00 AM 9 15 7 5 36 08:00 AM 13 16 9 8 46 09:00 AM 9 9 6 6 30 10:00 AM 4 2 4 11 21 11:00 AM 6 6 3 9 24 12:00 PM 5 11 2 10 28 01:00 PM 12 9 5 3 29 02:00 PM 8 13 15 9 45 03:00 PM 6 15 13 10 44 04:00 PM 5 14 4 11 34 05:00 PM 16 10 11 9 46 06:00 PM 6 12 10 8 36 07:00 PM 5 9 5 6 25 08:00 PM 6 11 11 7 35 09:00 PM 5 1 12 7 5 29 10:00 PM 1 1 4 1 5 11 11:ooPM 6 1 3 3 2 14 24-HOUR TOTAL 566 BEGIN 09:00 AM Volume: WESTBOUND K -factor: 6.2% TIME 11st 1/4 2nd 1/4 3rd 1/4 4th 1/4 TOTAL 12:00 AM 7 5 0 2 14 01:00 AM 2 3 0 0 5 02:00 AM 0 0 0 2 2 03:00 AM 0 2 0 1 3 04:00 AM 0 0 0 0 0 05:00 AM 0 1 0 4 5 06:00 AM 4 1 1 2 1 6 13 07:00 AM 7 6 5 7 25 08:00 AM 11 12 5 5 33 09:00 AM 14 14 8 15 51 10:00 AM 4 3 5 1 13 11:00 AM B 4 6 7 23 12:00 PM 12 11 1 7 10 40 01:00 PM 14 16 8 1 6 44 02:00 PM 1 9 11 12 6 38 03:00 PM 1 11 11 22 17 61 04:00 PM 1 20 24 11 16 71 05:00 PM 1 22 20 19 15 76 o6:oo PM 12 14 18 10 54 07:00 PM 12 10 1 16 12 50 08:00 PM 10 11 7 5 33 09:00 PM 8 14 9 6 37 10:00 PM 3 9 4 7 23 11:00 PM 6 7 2 2 17 24-HOUR TOTAL 731 DAILY TRAFFIC COUNT SUMMARY EASTBOUND AM Peak Hour: Time: 08:00 AM Volume: 46 AM Peak Hour: PM Peak Hour: Time: 04:45 PM Volume: 48 PM Peak Hour: EASTBOUND AND WESTBOUND Time: 09:00 AM Volume: Time: 03:30 PM Volume: AM Peak Hour: Time: 09:00 AM Volume: 81 K -factor: 6.2% PHF: 0.88 D -factor: 63.0% WB PM Peak Hour: Time: 03:30 PM Volume: 125 K -factor: 9.6% PHF: 0.82 D -factor: 66.4% W13 51 83 NW 67 St E of NW 10 Ave.xls DAVID PLUMMER & ASSOCIATES, INC. TURNING MOVEMENT COUNTS Project Name: The Village Project Number: 05192 Location: NW 69 Street and NW 10 Avenue Count Date: 3/23/2006 Observer: Traffic Survey Specialists, Inc. Day of Week: Thursday 11 NW 10 Avenue 11 NW 69 Street 11 TIME NORTHBOUND SOUTHBOUND EASTBOUND EASTBOUND 11 WESTBOUND INTERVAL GRAND INTERVAL 04:00 PM 04:15 PM L I T I R 3 83 9 TOTAL 95 L T R 2 22 4 TOTAL ( L T R 6 1 3 TOTALL 10 TI R 14 0 3 TOTAL 17 TOTAL 150 04:15 PM 04:30 PM 2 58 5 65 0 14 2 2 0 1 3 16 2 4 22 106 04:30 PM 04:45 PM 3 72 10 85 5 17 0 M22 4315 0 10 25 141 04:45 PM 05:00 PM 2 72 7 81 0 13 3 4 0 5 9 15 0 8 23 129 05:00 PM 05:15 PM 05:15 PM 05:30 PM 05:30 PM 05:45 PM 05:45 PM 06:00 PM 2 61 13 0 75 4 1 78 5 0 54 12 76 79 84 66 1 17 2 1 11 1 4 10 1 1 1 7 1 0 20 13 _ 15 8 3 1 2 1 0 2 0 0 1 0 1 0 6 3 1 1 12 0 8 14 0 5 6 1 18 10 0 16-1 20 1 19 25 26 1 122 114 125 101 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS 11 NW 10 Avenue 11 NW 69 Street 11 TIMEJ NORTHBOUND; SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL I L I T R TOTAL L T R TOTAL L T R TOTAL L T RTOTAL TOTAL 04:00 PM 05:00 PM 10 276 30 316 7 64 9 80 16 3 12 30 58 2 24 84 510 PEAK HOUR FACTOR Q.$6 0,73 0.7811 0.84 0.88 Note: 2004 FDOT Seasonal Weekly Volume Factor = 0.97 NW 69 St & NW 10 Ave.xis DAVID PLUMMER & ASSOCIATES, INC. TURNING MOVEMENT COUNTS Project Name: The Village Project Number: 05192 Location: NW 69 Street and NW 8 Avenue Count Date: 3/23/2006 Observer: Traffic Survey Specialists, Inc. Day of Week: Thursday INW 8 Avenue NW 69 Street TIME NORTHBOUNDI NORTHBOUND'; EASTBOUND IF OUTHBOUND GRAND EASTBOUND L I T F R ]I TOTAL L T R TOTAL WESTBOUND L T R TOTAL GRAND INTERVAL 04:00 PM 04:15 PM L T E=TOTAL 0 0 0 0 L T 5 0 4 9 L I T R 3 7 0 TOTAL 10 L I T R 0 17 421 TOTAL TOTAL 40 04:15 PM 04:30 PM 0 0 0 0 4 0 6 10 1 5 0 6 0 15 2 17 33 04:30 PM 04:45 PM 0 0 0 0 6 0 4 10 4 11 0 15 0 22 2 24 49 04:45 PM 05:00 PM 05:00 PM 05:15 PM 0 0 0 0 0 0 0 2 0 5 7 4 0 0 4 2 5 0 8 5 0 7 13 0 16 5 0 18 6 21 24 35 41 05:15 PM 05:30 PM 0 0 00 EO 0 2 2 1 4 0 5 0 18 3 21 28 05:30 PM 05:45 PM 0 0 04 0 1 5 2 5 0 7 0 25 7 32 44 05:45 PM 06:00 PM 0 0 02 0 3 5 2 11 0 13 0 24 4 28 46 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS 11 'NW 8 Avenue 11 NW 69 Street TIME NORTHBOUNDI SOUTHBOUND EASTBOUND IF WESTBOUND GRAND INTERVAL L I T F R ]I TOTAL L T R TOTAL L T R TOTAL L T R TOTAL TOTAL 05:00 PM 06:00 PM 0 0 0 10 0 6 16 13 24 0 37 0 82 19 102 154 PEAK HOUR FACTOR N/A 0.40 0.63 0.82 0.86 Note: 2004 FDOT Seasonal Weekly Volume Factor = 0.97 Lo NW 69 St & NW 8 Ave.xs DAVID PLUMMER & ASSOCIATES, INC. TURNING MOVEMENT COUNTS Project Name: The Village Project Number: 05192 Location: NW 69 Street and NW 7 Avenue Count Date: 3/23/2006 Observer: Traffic Survey Specialists, Inc. Day of Week: Thursday I NW 7 Avenue NW 69 Street TIME NORTHBOUNDI SOUTHBOUND EASTB UND WESTBOUND GRAND INTERVAL 04:00 PM 04:15 PM L T 5 296 2 TOTAL 1 303 L T I R ITOTALI 6 181 4 191 L T R ITOTALL 3 2 5 10 I —T -7—R 6 11 16 33 ITOTAL 04:15 PM 04:30 PM 6 270 3 279 7 154 2 163 5 1 6 12 8 8 14 30 04:30 PM 04:45 PM 4 336 5 345 2 156 7 165 7 0 6 13 7 11 17 35 M553 04:45 PM 05:00 PM 5 297 2 304 2 199 2 203 2 3 3 8 12 9 17 38 05:00 PM 05:15 PM PM 05:30 PM 05:30 PM 05:45 PM 05:45 PM 06:00 PM 9 358 8 7 379 5 8 337 4 12 300 9 375 391 349 321 7 189 3 5 180 3 6 162 3 5 156 5 199 188 171 166 1 2 3 2 1 4 1 0 8 3 5 4 6 7 9 12 10 11 12 13 11 6 9 17 14 12 13 12 33 30 40 37 3613H05:15 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS JNW 7 Avenue NW 69 Street TIMENORTHBOUND; SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL L I T I R I 'TOTAL L T R TOTAL L T I R TOTAL r L T R TOTAL TOTAL 04:45 PM 1 05:45 PM 28 1 1330 1 18 j1,376 19 708 1 11 738 6 6 17 29 43 47 48 137 2,280 PEAK HOUR FACTOR 1 0.91 0.94 0.58 0.88 0.95 Note: 2004 FDOT Seasonal Weekly Volume Factor = 0.97 NW 69 St & NW 7 Ave.xls DAVID PLUMMER & ASSOCIATES, INC. TURNING MOVEMENT COUNTS Project Name: The Village Project Number: 05192 Location: NW 67 Street and NW 10 Avenue_ Count Date: 3/23/2006 Observer: Traffic Survey Specialists, Inc. Day of Week: Thursday i NW 10 Avenue NW 67 Street TIME NORTHBOUND; 11 SOUTHBOUND WESTBOUND EASTBOUND WESTBOUND GRAND INTERVAL I L I T R TOTALI L T R TOTAL L I T R ITOTAL 98 25 133 L T R TOTAL 11 TOTAL 04:00 PM 04:15 PM 4 76 2 82 1 33 4 38 9 9 1 19 3 11 11 25 04:15 PM 04:30 PM 2 57 1 60 2 19 10 31 4 8 3 15 2 17 5 24 !2148 04:30 PM 04:45 PM 4 71 2 77 4 24 6 34 8 5 3 16 0 5 9 14 04:45 PM 05:00 PM 4 76 3 83 3 25 6 34 2 7 0 9 4 14 4 22 05:00 PM 05:15 PM 4 62 2 ! 68 3 23 4 30 0 13 2 7 6 15 12605:15 PM 05:30 PM 2 68 1 71 1 25 2 28 012 [M5 1 8 11 2013105:30 PM 05:45 PM 2 67 2 71 3 12 5 20 1 7 2 12 8 22 12005:45 PM 06:00 PM 0 54 4 ! 58 1 13 4 18 2 17 2 14 5 21 114 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NW 10 Avenue NW 67 Street TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL I L T R TOTAL I L I T R TOTAL L T R TOTAL L T I R TOTAL TOTAL 04:00 PM 1 05:00 PM 14 272 1 8 129310 98 25 133 22 28 7 57 9 46 82 28 566 PEAK HOUR FACTOR 0.91-[: 0.90 0.78 0.85 0.89 Note: 2004 FDOT Seasonal Weekly Volume Factor 0.97 NW 67 St & NW 10 Ave.xls DAVID PLUMMER & ASSOCIATES, INC. TURNING MOVEMENT COUNTS Project Name: The Village Project Number: 05192 Location: NW 67 Street and NW 8 Avenue Count Date: 3/23/2006 Observer: Traffic Survey Specialists, Inc. Day of Week: Thursday I FF� jNW 8 Avenue NW 67 Street TIME NORTHBOUNDI il 11 SOUTHBOUND EASTBOUND WESTBOUND IGRAND INTERVAL L T R TOTALJl L I T I L T R TOTAL ©' T R TOTAL TOTAL 04:00 PM 04:15 PM 15 0 15 1 30 0 0 0 0 0 9 1 10 3 8 0 11 51 04:15 PM 04:30 PM 7 0 8 j 15 0 0 0 0 0 9 2 11 4 17 0 21 47 04:30 PM 04:45 PM 8 0 4 12 0 0 0 0 2 10 3 15 2 6 0 8 35 04:45 PM 05:00 PM 8 0 9 17 0 0 0 0 0 10 2 12 1 15 1 0 16 45 05:00 PM 05:15 PM 5 0 19 24 0 0 0 0 0 9 2 11 5 9 0 14 49 05:15 PM 05:30 PM 6 0 8 14 0 0 0 0 0 7 2 9 3 18 0 21 44 05:30 PM 05:45 PM 2 0 5 7 0 0 0 0 0 6 1 7 7 18 0 25 39 05:45 PM 06:00 PM 8 0 6 14 0 0 0 0 0 8 1 9 2 17 0 19 42 I PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS I i !NW 8 Avenue NW 67 Street TIME NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL I L T R TOTAL L T R TOTAL _ L I T I R Ir TOTA7LF L I T I R TOTAL TOTAL 04:00 PM 1 05:00 PM 37 0 35 72 0 0 0 0 2 37 8 47 10 45 0 54 173 PEAK HOUR FACTOR 0.62 N/A 0.80 J L0.56 0.87 Note: 2004 FDOT Seasonal Weekly Volume Factor = 0.97 NW 67 St & NW 8 Ave.xls DAVID PLUMMER & ASSOCIATES, INC. TURNING MOVEMENT COUNTS Project Name: The Village Location: NW 67 Street and NW 7 Avenue Observer: Traffic Survey Specialists, Inc. i Project Number: 05192 Count Date: 3/23/2006 Day of Week: Thursday PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NW 7 Avenue NW 67 Street TIME INTERVAL 1111-1 11 SOUTHBOUND L T R TOTAL F EASTBOUND L T R TOTAL 1 NW 7 Avenue GRAND TOTAL 04:45 PM 1 05:45 PM PEAK HOUR FACTOR 25 1 1343 1 9 F 11,377 0.95 7 748 32 787 0.96 NW 67 Street 76 0.72 8 10 18 11 2,276 0.96 TIME 71 NORTHBOUNDi OUTHBOUND EASTBOUND WESTBOUND GRAND INTERVAL 04:00 PM 04:15 PM L T R 5 TOTAL j 283 L T R 2 178 7 TOTAL 187 L 16 2 9 27 L I T I R 1 1 6 I TOTALI 8 TOTAL 505 04:15 PM 04:30 PM 5 !3007[l310 261 2 170 10 182 6 3 6 15 3 3 10 16 474 04:30 PM 04:45 PM 5 337 3 159 4 166 7 3 8 18 2 1 9 12 533 04:45 PM 05:00 PM 05:00 PM 05:15 PM 1 5 362 1 368 2 198 12 7 212 210 7 3 6 11 1 12 16 24 0 4 2 3 2 4 6 9 544 611 05:15 PM 05:30 PM 7 365 2 374 [M17 7 204 15 1 8 24 0 1���5 9 611 05:30 PM 05:45 PM 13 351 4 368 7 185 4 4 6 14 5 3 13 58005:45 PM 06:00 PM 11 317 4 332 6 160 8 2 3 13 6 2 14 519 PM PEAK HOUR TURNING MOVEMENT COUNT SUMMARY ANNUAL AVERAGE DAILY TRAFFIC CONDITIONS NW 7 Avenue NW 67 Street TIME INTERVAL 1111-1 NORTHBOUND; T R TOTAL SOUTHBOUND L T R TOTAL F EASTBOUND L T R TOTAL WESTBOUND L T R� TOTAL GRAND TOTAL 04:45 PM 1 05:45 PM PEAK HOUR FACTOR 25 1 1343 1 9 F 11,377 0.95 7 748 32 787 0.96 36 9 31F 76 0.72 8 10 18 36 0.58 2,276 0.96 Note: 2004 FDOT Seasonal Weekly Volume Factor = 0.97 NW 67 St & NW 7 Ave.xls Signal Timings Signal Timings PATTERN SCHEDULE FOR 3749 NW 7 AVE & 69 ST TIME PT OFF NSG G Y R EWP Y R EWG MIN: 16 MIN: 16 10 15 7 0 22 0 43 1 4 1 11 4 1 500 23 0 43 1 4 1 11 4 1 600 5 35 61 1 4 1 13 4 1 645 2 35 61 1 4 1 13 4 1 715 1 7 66 1 4 1 23 4 1 845 3 7 66 1 4 1 23 4 1 900 11 35 66 1 4 1 13 4 1 930 18 43 66 1 4 1 13 4 1 1345 13 43 66 1 4 1 13 4 1 1430 2.0 43 66 1 4 1 13 4 1 1445 21 43 66 1 4 1 13 4 1 1530 6 43 66 1 4 1 13 4 1 1630 15 109 80 1 4 1 19 4 1 2000 7 46 66 1 4 1 13 4 1 2200 4 38 58 1 4 1 11 4 1 PATTERN SCHEDULE FOR 3726 NW 7 AVE & 67 ST TIME PT OFF NSG G Y R XW F EWG Y MIN: 16 15 7 TIME PT OFF NSW F Y R EWW F G Y MIN: *16 9 15 1 0 22 0*26 9 4 1 7 10 4 4 500 23 0*26 9 4 1 7 10 4 4 600 5 39*46 9 4 1 7 10 4 4 645 2 55 38 1 4 1 7 15 15 4 715 1 21 53 1 4 1 7 15 15 4 845 3 21*64 9 4 1 7 10 1 4 900 11 55*51 9 4 1 7 10 4 4 930 18 43*51 9 4 1 7 10 4 4 1345 13 59*54 9 4 1 7 10 1 4 1430 20 59*54 9 4 1 7 10 1 4 1445 21 59 43 1 4 1 7 15 15 4 1530 6 43 43 1 4 1 7 15 15 4 1630 15 94*70 9 4 1 7 10 5 4 2000 7 57*51 9 4 1 7 10 4 4 2200 4 19*41 9 4 1 7 10 4 4 FOR DAY # 4 (SECTION 31) S Y M CYC 6 65LATE NIT 6 65LATE NIT 85PRE AM M 85 AM PEAK 100AM PEAK 100AM PEAK 90LATE AM 90MID-DAY 90AFT M1 90AFT M1 90PM/FLASH 90MID-DAY 11OPM PEAK 90POST PM 80NITE M2 FOR DAY # 4 (SECTION 31) S Y M CYC S Y M CYC 6 65LATE NIT 6 65LATE NIT 2 85PRE AM M 13 1 85 AM PEAK 13 1 100AM PEAK 2 100AM PEAK 2 90LATE AM 2 90MID-DAY 2 90AFT M1 2 90AFT M1 13 1 90PM/FLASH 13 1 90MID-DAY 2 110PM PEAK 2 90POST PM 2 80NITE M2 Appendix C FDOT's Quality/LOS Handbook Generalized Tables Metrobus Transit Ridership TABLE 4 - 7 GENERALIZED PEAK HOUR DIRECTIONAL VOLUMES FOR FLORIDA'S URBANIZED AREAS* UNINTERRUPTED FLOW HIGHWAYS Level of Service Level of Service Systems Planning Offfco Level of Service B C Lanes Divided A B C D E 1 Undivided 100 340 670 950 1,300 2 Divided 1,060 1,720 2,500 3,230 3,670 3 Divided 1,600 2,590 3,740 4,840 5,500 STATE TWO-WAY ARTERIALS 3,500 5 Class I (>0.00 to 1.99 signalized intersections per mile) 5,560 7,760 9,440 Level of Service 6 4,050 Lanes Divided A B C D E 1 Undivided ** 220 720 860 890 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) 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) FREEWAYS Interchange spacing > 2 mi. apart Level of Service Level of Service Systems Planning Offfco Lanes Divided A B C D E 1 Undivided ** 100 590 810 850 2 Divided ** 220 1,360 1,710 1,800 3 Divided ** 340 2,110 2,570 2,710 4 Divided ** 440 2,790 3,330 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) FREEWAYS Interchange spacing > 2 mi. apart Interchange spacing < 2 mi. apart ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Lanes Median Left Turns Lanes Adjustment Factors 1 Divided Yes +5% 1 Undivided No -20% Level of Service Systems Planning Offfco Multi Undivided Yes -5% Lanes A B C D E 2 1,270 2,110 2,940 3,580 3,980 3 1,970 3,260 4,550 5,530 6,150 4 2,660 4,410 6,150 7,480 8,320 5 3,360 5,560 7,760 9,440 10,480 6 4,050 6,710 9,360 11,390 12,650 Interchange spacing < 2 mi. apart BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometrics 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.) ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Lanes Median Left Turns Lanes Adjustment Factors 1 Divided Yes +5% 1 Undivided No -20% Level of Service Systems Planning Offfco Multi Undivided Yes -5% Lanes A B C D E 2 1,130 1,840 2,660 3,440 3,910 3 1,780 2,890 4,180 5,410 6,150 4 2,340 3,940 5,700 7,380 8,380 5 3,080 4,990 7,220 9,340 10,620 b 3,730 6,040 8,740 11,310 12.850 BICYCLE MODE (Note: Level of service for the bicycle mode in this table is based on roadway geometrics 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.) Other Signalized Roadways (signalized intersection analysis) Level of Service Lanes Divided A B C D E 1 Undivided ** ** 250 530 660 2 Divided ** ** 580 1,140 1,320 ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Lanes Median Left Turns Lanes Adjustment Factors 1 Divided Yes +5% 1 Undivided No -20% Source: Florida Department of Transportation 02/22/02 Systems Planning Offfco Multi Undivided Yes -5% 605 Suwannee Street, MS 19 Paved Shoulder/ Level of Service http://wwwl l.myflorida.com/planning/systems/sm/los/default.htm ONE WAY FACILITIES Level of Service 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 Bicycle Lane service and are for the automobile/truck modes unless specifically stated. Level of service letter guide 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, reconvert to annual average daily traffic volumes, these. Lanes Divided A B C D E Coverage A B C D E 1 Undivided ** ** 280 660 810 0-49% ** ** 170 720 >720 2 Divided ** ** 650 1,510 1,720 50-84% ** 130 210 >210 *** 3 Divided ** ** 1,020 2,330 2,580 85-100% 160 380 >380 *** *** 4 Divided ** ** 1,350 3,070 3,330 PEDESTRIAN MODE Class IV (more than 4.5 signalized intersections per mile and within (Note: Level of service for the pedestrian mode in this table is based on roadway primary city central business district of an urbanized area geometries at 40 mph posted speed and traffic conditions, not the number of over 750,000) pedestrians using the facility.) (Multiply motorized vehicle volumes shown below Level of Service by number of directional roadway lanes to determine maximum service volumes.) Lanes Divided A B C D E I Undivided ** ** 270 720 780 Level of Service 2 Divided ** ** 650 1,580 1,660 Sidewalk Coverage A B C D E 3 Divided ** ** 1,000 2,390 2,490 0-49% ** ** ** 330 810 4 Divided ** ** 1,350 3,130 3,250 50-84% ** ** ** 520 990 85-100% ** 120 590 >590 *** NON -STATE ROADWAYS Major City/County Roadways BUS MODE (Scheduled Fixed Route) Level of Service (Buses per hour) Lanes Divided A B C D E Level of Service I Undivided ** ** 480 760 810 Sidewalk Coverage A B C D E _2_ _ _.Divided--_ _----** -_-- **- --->_3-->-2- 3 Divided ** ** 1,740 2,450 2,580 85-100% >6 >4 >3 >2 >1 Other Signalized Roadways (signalized intersection analysis) Level of Service Lanes Divided A B C D E 1 Undivided ** ** 250 530 660 2 Divided ** ** 580 1,140 1,320 ARTERIAL/NON-STATE ROADWAY ADJUSTMENTS DIVIDED/UNDIVIDED (alter corresponding volumes by the indicated percent) Lanes Median Left Turns Lanes Adjustment Factors 1 Divided Yes +5% 1 Undivided No -20% Source: Florida Department of Transportation 02/22/02 Systems Planning Offfco Multi Undivided Yes -5% 605 Suwannee Street, MS 19 Multi Undivided No -25% Tallahassee, FL 32399-0450 http://wwwl l.myflorida.com/planning/systems/sm/los/default.htm 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 are hourly directional volumes for levels of service and are for the automobile/truck modes unless specifically stated. Level of service letter guide 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, reconvert 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 following page. Calculations are based on planning applications of the Highway Capacity Manual, Bicycle LOS Model, Pedestrian LOS Model and Transit Capacity and Quality of Service Manual, respectively for the automobile/track, bicycle, pedestrianand bus modes. **Cann otbe achieved using table input value defaults. ***Not applicable for that level of service letter 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 I FDOT'S 2002 QUALITY/ LEVEL OF SERVICE I i I B C D E 1 PERSON TRIP �1l LEVEL OF SERVICE A B C D E MAJOR CITY/COUNTY ROADWAYS (NON -STATE) 1 LU 0 0 480 760 810 0 0 0.59 0.94 1.00 2LD 10 1 0 1120 1620 1720 0 0 0.65 0.94 1.00 3LD 10 1 0 1740 1 2450 2580 0 0.67 0.95 1.00 MAJOR CITY/COUNTY ROADWAYS (NON -STATE) [2] 1 LU 10 0 456 722 770 0 0 0.59 0.94 1.00 2UD 1 10 1 0 1064 1539 1634 0 0 0.65 0.94 1.00 3UD 1 10 1 0 1653 2328 2451 0 0 0.67 0.95 1.00 OTHER SIGNALIZED ROADWAYS 1 LU 10 1 0 1 250 1 530 660 0 0 0.38 0.80 1.00 2LD 1 10 1 0 1 580 1 1140 1 1320 1 0 1 0 1 0.44 1 0.86 1 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] CORRESPONDING VOLUME DECREASED BY 5% FOR UNDIVIDED ROADWAY. I I I i i I I Bus Route PM Peak Headways PM Peak Vehicles ,I Bus Capacity Average PM Peak Ridership2 i I The Village Bus Ridership Information 46 77 30 min 8 min 2 8 26 38 NB 4 196 SB 6 142 PM Peak Capacity] 52 304 Notes: i 1 - Bus ridership andlcapacity information was based on information provided by MDTA 2 - Average PM Peak ridership was calculated from ridership information obtained from field technicians. 3 - Calculated based Ion number of PM Peak vehicles times bus capacity. 277 15 min 4 38 108 44 152 The Village Bus Occupancy Route Direction Location Occupancy Average 46 NB NW 6 Ave / NW 62 St 0 2 NW 7 Ave / NW 62 St 0 NW7Ave /NW 71 St 1 Northwestern H.S. 3 SB Northwestern H.S. 3 3 NW 7 Ave / NW 71 St 3 NW 7 Ave / NW 62 St 0 NW 6 Ave / NW 62 St 0 j 77 N B NW 7 Ave / NW 54 St 21 25 NW 7 Ave / NW 62 St 26 NW 7 Ave / NW 71 ST 28 NW 7 Ave / NW 79 St 23 SB NW 7 Ave / NW 79 St 16 18 NW 7 Ave / NW 71 ST 21 NW 7 Ave / NW 62 St 17 NW 7 Ave / NW 54 St 17 277 NB NW 7 Ave / NW 54 St 28 27 NW 7 Ave / NW 62 St 25 NW 7 Ave / NW 79 St 28 SB JNW NW 7 Ave / NW 79 St 9 11 7 Ave / NW 62 St 12 NW 7 Ave / NW 54 St 12 Source MDTA 'Occupancy obtained from most recent field survey MDTA BUS ROUTE PASSENGER INFORMATION The Village Bus Ridership PK Period: PM Project # 05192 ROUTE: 46 BUS: 2304 RUN: 1109 SEATS: 26 DATE: 1/5/2006 DAY: Thursday TIME: Start: 16:11 End: 17:34 NORTHBOUND LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On NW 6 Ave / NW 62 St 16:09 0 0 0 0 0 0 NW 7 Ave / NW 62 St 16:13 0 0 0 0 0 1 NW 7 Ave / NW 71 St 16:16 1 0 0 1 0 0 Northwestern H.S. 16:17 1 0 2 3 D 0 SOUTHBOUND LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On Northwestern H.S. 17:29 6 3 0 3 0 0 NW 7 Ave / NW 71 St 17:31 3 0 0 3 0 0 NW 7 Ave / NW 62 St 1 1 0 0 2 0 NW 6 Ave/ NW 62 St 17:34 0 0 0 MDTA BUS ROUTE PASSENGER INFORMATION The Village Bus Ridership PK Period: PM ROUTE: 77 BUS: 5179 DATE: 1/10/2006 DAY: Tuesday NORTHBOUND Project # 05192 RUN: 5212 SEATS: 38 TIME: Start: 15:13 End: 17:51 LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On NW 7 Ave / NW 54 St 15:32 19 0 2 21 2 0 NW 7 Ave / NW 62 St 15:36 19 1 8 26 0 1 NW 7 Ave / NW 71 ST 15:39 27 0 1 28 2 0 NW 7 Ave / NW 79 St 15:42 26 3 0 23 0 1 NW 7 Ave / NW 54 St 17:18 18 1 0 3 2 SOUTHBOUND LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On NW 7 Ave / NW 79 St 17:10 17 2 1 16 0 0 NW 7 Ave / NW 71 ST 17:11 16 1 6 21 1 0 NW 7 Ave / NW 62 St 1.71_4— 20— _3 0 —1-7—. 1 --2 — 17 NW 7 Ave / NW 54 St 17:18 18 1 0 3 2 MDTA BUS ROUTE PASSENGER INFORMATION The Village Bus Ridership PK Period: PM ROUTE: 277 BUS: 2102 DATE: 3/13/2006 DAY: Monday NORTHBOUND Project # 05192 RUN: 5111 SEATS: 38 TIME: Start: 15:43 End: 17:08 LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On NW 7 Ave / NW 54 St 15:57 28 0 0 28 0 0 NW 7 Ave / NW 62 St 16:00 28 4 1 25 0 0 NW 7 Ave / NW 79 St 16:06 25 2 5 28 0 0 SOUTHBOUND LOCATION/SEGMENT Time In At Points Between Points Arry Off On Lv Off On NW 7 Ave / NW 79 St 16:46 11 2 0 9 0 0 NW 7 Ave /'NW 62 St 16:49 9 1 4 12 0 0 NW 7 Ave / NW 54 St 16:50 12 0 0 12 0 0 ii O r h m 0 O N b to M m h M b b H H f!1 m d' M • H H H m N M O m N M m b b m m mn m M yl m N W -b r M b M yl m W O O b H N Nm m N m H b H r b Na m H b p ID M In H m N O In m o In H N O r H In In H r m w N N m H O o ff m w m h m N In b In ar In m N N m V' yl ' O I'S F "2T-• .i m •M n m r o o N m m �-I ri r O W r r m �o N r N m y r ri m m m m III H m M b H H w W r m o H N H p m N H H N N H N H O N N H Ill b m m m H m lh m H W o ff N H b H n H In H b H W H m H 11) H N H Ln H N H m H M H r H N H N U1 1 ,3 I '3ja N Hm N M 111 O N M W n r-1 O HN O ri M n m n �M O r r dl M N m N m m b �O O ri W h M M W b vr M O Ifl n III M O p N ri N rl o N ul r r ql N r N m 1 1 o N N H H N H O H o H O o H 0 N I m H n H b H W H b H m H O H O H H H W H m H m H N H m H e11 H W N dl .i m H W H b M eJl W In m m N N O N w m m N N In N 111 M b In In b m O b "P W U) M H M O H O O r W b N H W m m N N W H I r b b b m b m r r m In b M N H li7 1 N H H H M H m H O H N H b H b H H H N H m •-/ lD H W H W H N H N N O m pb H In M N b 111 o N b H m N W W m M N N O dl m 0 H m w H dl h N H O N of W m O m 'M m ~ m b m M H m m m yl H H N F O W M v r r m M N N M N W M b h r H F m H b H H H 111 H H H V1 H m H m H W H N H m H m H W H H H m H q W W b H 111 H n 0 W b In m H r b N Ill C eM 0 M n m 'm N m In m m Ill a. N N h H M 111 m m w m N H III h M H W r H n N to h H M W h N U1 m H O r m all H q N N H N N H b H ql H n H N H H H b H H Ill N m H W H W W H O H ,y ly 'a" W m N H m m m M b O H H N m M m H In m m N 111 In m 0 M O m m N N M m M m m .!• Ifl W H H H !n II) N �� H N 111 m Ill O d' In 1I1 W H m H b O W H H O d' ,H W m W O VI ul N m d' b N H H N M h h C H W H H H A y � W H r -I m m M ID n N N b W dl rl m N N N M W O W N 10 b Vl M H b n h m r/ N W r O N dl H O u1 m tlf M p 7-1 m m ul o N w o m b In N In o rl m ,-1 m w N w vl b r m b m r r m m m O 1 M m m b 111 b M N r rl N N H n N o I O N n H N N m H m N W N rl H ul m rl N VI N W W O N W m b W N N 1 7Fr v� In r a N In m 1-I m In M m H H N W N M N W M M N H H M m H d m H m O H M H m H W H W H m H m H r N 111 v H mo H N H n o H m m m r r 1 I [z1 z .ld W W £ U U U U U U U U U U U U U U W U m a W a fn P, co a 'Al a m a W Pi N a m a w a m a m a m a W a W a P. w a w a a w a w a w a w H a w a w a w a w a w a w P.m w a w E'a P4 Ea Ea g P4 P4 Fa E'a Ha El Ela Ha Ha Fa Fa Ha Ha Fa O N H O 0 b m r M m M m M O eN H W N ell M dl e„ yl Ill dl b ar n C m eMv m O N HV' dl W W W •M W W W VI W W W eM W a O 2 O z N U' P: 0 M m m N N H O r h m 0 O N m r VI W O W m 111 N O N O M N NH O N r r M m N m M W M r m N M r N O b r H 111 W M N In H m H Ill H O UI N b In m N H W W b O b b H N VI v b b H N r M M b N W O M H H H Ln W m M o ff m W O O N m H h W m m H H H m N M O N NH r N m H m m H W H r N M O H N m W N H r H H m m W N v H b r b m b H m b H W O W H b N b m O H H W VI H dl N W H O N m H H In H m H b m m M H H N N m m In b M W N O r H r m m V' m o In W NN m H r H m m O O b H N Nm m N m H b H r b Na m H b p ID M In H m N O In m o In H N O r H In In H r m w N N m H O o ff m w m h O m H b H N h H m H m H W m H M H m H W n In r H H In b O In V' H m In W r ioIn H H H W N 11) N H m M M H w N H N M b m w N H O N b b io r H N b 11) O r W H r •4 W r m H W M ID H H W N M In In H v In H t` N H r O O In H H N I11 W w r H N m N VI H N m N —m m H om r W m M H In O -o b H m b b w m H m M W b b H In m b W r H Ill N O —m N H m W W —m N H H m b m III H m M b H H w W r 111 m H r M r eJl W H r VI M b M H n N m m H r N m � �p b H b N N h ul H b b r N n H H r b O M O b N b m r m m W H H V1 r m m V H M W m m M o ff m H O ul W H H b m In N W b H m W In o b r H W N N b WH N W H In O N N H Ill b m m m H m lh m H m r H O M 'm N m H H O m r b In In H 1I1 N N H o O H O H aD M H H [� N m O t0 H m M W H H m W N bb N M W M H N r Vl m M H b O m r - N m b m W m N r H l� m m H v p r r m N b O r H N H N U1 N H H' H In .!• b O O H H W r o W N H b r m 1p N m v h m M N h W b b a H r •. b In W H r m b r W m W W H m H W H cr H H H b v M m H M b b W H M m W b H b H r N Ill m O N O b v Ln h N m W W r ll) h ql N r N m H N H m v N H H r V H m H b m W b H r m W d' H N m b r H N N b O H N b p Ill H m M b b H m yl r H b r W r H N M In W H V b ep b H VI N N N H b N W O H b N B U m a P,w H a E 2 U to a H w N a E 2 U m a a w H a E El 2 U W a a w H a E U m a a w H a E z U m a a w H a E 2 U W a a w H a H U W a w w H a E U m a r H a E (.z� U m a i H a E m a a w H a E 2 U m a a w H a E U m a a w H a E �-1 2 U m a a w H a E 2 U m a a w H a E H N W N N N M N dl W N dl N N W b N v r N W W N v m N V O m dl H M C N M W M N W VI m W m M W IH Appendix D Intersection Capacity Analysis Worksheets The Village #05192 Intersection Analysis (Nov 2006).xfs Existing Background Future w/o Future w/ Adjusted Traffic Project Project Traffic Project Volume 1.5% Volumes Volumes 3 IN OUT TOTAL 146 79 225 NW 69 Street / NW 10 Avenue NBL 10 10 10 D% 0% 0 10 NBT .276 289 289 0% 0% 0 289 NB R 30 31 31 20% 0% 29 61 SBL 7 7 7 0% 0% 0 7 SB T 64 67 67 0% 0% 0 67 SBR 9 9 9 0% 0% 0 9 EBL 16 17 17 0% 0% 0 17 EBT 3 3 3 15% 0% 22 25 EBR 12 13 13 0% 0% 0 13 WBL 58 61 61 0% 20% 16 76 WBT 2 2 2 0% 15% 12 14 W 8 R 24 25 25 0% 0% 0 25 NW 69 Street I NW Avenue NEIL 0 0 0 0% 35% 28 28 NBT 0 0 0 0% 0% 0 0 NBR 0 0 0 0% 65% 51 51 SBL 10 10 10 0% 0% 0 10 SB T 0 0 0 0% 0% 0 0 SB R 6 6 6 0% 0% 0 6 EBL 13 14 14 0% 0% 0 14 EBT 24 25 25 0% 0% 0 25 EB R 0 0 0 35% 0% 51 51 WBL 0 0 0 65% 0% 95 95 WBT 82 86 86 0% 0% 0 86 WB R 19 20 20 0% 0% 0 20 NW 69 Street / NW 7 Avenue NB L 28 29 29 40% 0% 58 88 NBT 1330 1391 1391 0% 0% 0 1391 NB R 18 19 19 0% 0% 0 19 SBL 19 20 20 0% 0% 0 20 SB T 708 740 740 0% 0% 0 740 SBR 11 12 12 101/6 0% 15 26 E81- 6 6 6 D% 10% 8 14 EBT 6 6 6 0% 0% 0 6 EBR. 17 18 18 D% 55% 43 61 WBL 43 45 45 0% 0% 0 45 WBT 47 49 49 15% 0% 22 71 WB'R 48 50 50 0% 0% 0 50 NW 67 Street / NW 10 Avenue NB L .14 15 15 0% 0% 0 15 NBT 272 284 284 20% 0% 29 314 NB R 8 8 8 0% 0% 0 8 SBL 10 10 10 0% 0% 0 10 SB T 98 102 102 0% 20% 16 118 SBR 25 26 26 0% 0% 0 26 EBL 22 23 23 0% 0% 0 23 EBT 28 29 29 0% 0% 0 29 EBR 7 7 7 0% 0% 0 7 0 WBL 9 9 9 0% 00/. 0 9 WBT 46 48 48 0% 0% 0 48 WB.R 28 29 29 0% 0% 0 29 NW 67 Street / NW Avenue NB -L 37 39 39 0% 0% 0 39 NBT 0 0 0 0% 0% 0 0 NB'R 35 37 37 0% 0% 0 37 SBL 0 0 0 0% 0% 0 0 SB T 0 0 0 0% 0% 0 0 SBR 0 0 0 0% 0% 0 0 EB L 2 2 2 0% 0% 0 2 EBT 37 39 39 0% 0% 0 39 EBR 8 8 8 0% 0% 0 8 WBL 10 10 10 0% 0% 0 10 WBT 45 47 47 0% 0% 0 47 WB R 0 0 0 0% 0% 0 0 NW 67 Street / NW 7 Avenue NB L 25 26 26 0% 0% ' 0 26 NBT 1343 1404 1404 40% 0% 58 1463 NB R 9 9 9 0% 0% 0 9 SBL 7 7 7 01/6 0% 0 7 SB T 748 782 782 0% 55% 43 826 S8 R 32 33 33 0% 0% 0 33 EBL 36 38 38 0% 0% 0 38 EBT 9 9 9 0% 0% 0 9 EBR 31 32 32 0% 0% 0 32 WBL 8 8 8 0% 0% 0 8 WBT 10 10 10 0% 0% 0 10 W B R 18 19 19 0% 0% 0 19 #05192 Intersection Analysis (Nov 2006).xfs Existing Conditions HCS+: Unsignalized Intersections Release 5.2 __------ _--TWO-WAY STOP CONTROL SUMMARY Analyst: DPA ency/Co.: " �te Performed: Analysis Time Period: Existing PM Peak Period Intersection: NW 69 St / NW 10 Ave Jurisdiction: Miami, FL Units: U. S. Customary Analysis Year: Project ID: The Village - #05192 East/West Street: NW 69 Street North/South Street: NW 10 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 10 276 30 7 64 9 Peak -Hour Factor, PHF 0.86 0.86 0.86 0.73 0.73 0.73 Hourly Flow Rate, HFR 11 320 34 9 87 12 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided 0.78 / RT Channelized? 2 28 20 Lanes 0 1 0 0 1 0 Configuration 2 LTR LTR Upstream Signal? Percent Grade (%) No No zor Street: Approach Movement ------------------------------ Westbound 7 8 L T 9 R 10 ( L Eastbound 11 T 12 R Volume 58 2 ------------------- 24 16 3 — 12 Peak Hour Factor, PHF 0.84 0.84 0.84 0.78 0.78 0.78 Hourly Flow Rate, HFR 69 2 28 20 3 15 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 11.6 0 0 B Flared Approach: Exists?/Storage No / No Lanes 0 1 0 0 1 0 Configuration LTR LTR Approach Movement Lane Config lay, Queue Length, and Level of Service --_— NB SB Westbound Eastbound 1 4 7 8 9 10 11 LTR LTR I LTR I LTR v (vph) 11 9 99 38 C(m) (vph) 1494 1205 528 585 v/c 0.01 0.01 0.19 0.06 95% queue length 0.02 0.02 0.68 0.21 Control Delay 7.4 8.0 13.4 11.6 LOS A A B B roach Delay 13.4 11.6 jroach LOS B B 12 HCS+: Unsignalized Intersections Release 5.2 ----------- _TWO-WAY STOP CONTROL SUMMARY Analyst: DPA ency/Co.: " �te Performed: Analysis Time Period: Existing PM Peak Period Intersection: NW 69 St / NW 8 Ave Jurisdiction: Miami, FL Units: U. S. Customary Analysis Year: Project ID: The Village - #05192 East/West Street: NW 69 Street North/South Street: NW 8 Avenue Intersection Orientation: EW Study period (hrs): 0.25 ----- Vehicle Volumes and Adjustments_________________ Major Street: Approach Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume 13 24 82 19 Peak -Hour Factor, PHF 0.63 0.63 0.82 0.82 Hourly Flow Rate, HFR 20 38 100 23 Percent Heavy Vehicles 2 -- -- -- -- Median Type/Storage Undivided RT Channelized? Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No aor Street: Approach Northbound Movement 7 8 9 L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 Flared Approach: Exists?/Storage Lanes Configuration Southbound 10 11 12 L T R 10 6 0.40 0.40 24 14 2 2 0 / No / 0 0 LR ___---_—_Delay, Queue Length, and Level of Service__________ Approach EB WB Northbound Southbound Movement 1 4 7 8 9 ( 10 11 12 Lane Config LT I I LR -------------------------------- - ---- - ---- v (vph) 20 38 C(m) (vph) 1464 838 v/c 0.01 0.05 95% queue length 0.04 0.14 Control Delay 7.5 9.5 LOS A A roach Delay 9.5 )roach LOS A HCS+: Signalized Intersections Release 5.2 Analyst: DPA Inter.: NW 7 Ave / NW 69 St Agency: Area Type: All other areas Date: Jurisd: Miami, FL -riod: Existing PM Peak Period Year (�oject ID: The Village - #05192 E/W St: NW 69 Street NIS St: NW 7 Avenue Duration 0.25 Area Type: All other areas --------- ------------- Signal Operations_________ -------------------- Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A 1 NB Left A Thru A 1 Thru A Right A 1 Right A Peds ( Peds WB Left A 1 SB Left A Thru A ( Thru A Right A 1 Right A Peds 1 Peds NB Right 1 EB Right Right 1 WB Right aen 19.0 81.0 Yellow 4.0 4.0 All Red 1.0 1.0 Cycle Length: 110.0 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 277 1605 0.18 0.17 39.1 D 39.1 D Westbound --------- Eastbound SIGNALIZED INTERSECTION Westbound SUMMARY_________ Northbound 1571 0.58 Southbound L T R 1 L T R I L T R I L T R No. Lanes 0 1 0 0 1 0 1 2 0 1 2 0 LGConfig ( LTR 1 LTR 1 L TR 1 L TR Volume 16 6 17 143 47 48 128 1330 18 119 708 11 Lane Width 1 12.0 12.0 112.0 12.0 112.0 12.0 RTOR Vol 1 0 I 0 I 0 1 0 Duration 0.25 Area Type: All other areas --------- ------------- Signal Operations_________ -------------------- Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A 1 NB Left A Thru A 1 Thru A Right A 1 Right A Peds ( Peds WB Left A 1 SB Left A Thru A ( Thru A Right A 1 Right A Peds 1 Peds NB Right 1 EB Right Right 1 WB Right aen 19.0 81.0 Yellow 4.0 4.0 All Red 1.0 1.0 Cycle Length: 110.0 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 277 1605 0.18 0.17 39.1 D 39.1 D Westbound LTR 271 1571 0.58 Northbound L 476 647 0.07 TR 2606 3539 0.57 Southbound L 191 260 0.10 TR 2605 3538 0.29 Intersection Delay = 9.2 0.17 44.9 D 44.9 D 0.74 4.1 A 0.74 6.9 A 6.8 A 0.74 4.4 A 0.74 4.9 A 4.9 A (sec/veh) Intersection LOS = A HCS+: Unsignalized Intersections Release 5.2 ___ _TWO-WAY STOP CONTROL SUMMARY_________ Analyst: DPA ency/Co.: to Performed: Analysis Time Period: Existing PM Peak Period Intersection: NW 67 St / NW 10 Ave Jurisdiction: Miami, FL Units: U. S. Customary Analysis Year: Project ID: The Village - #05192 East/West Street: NW 67 Street North/South Street: NW 10 Avenue Intersection Orientation: NS Study period (hrs): __Vehicle Volumes and Adjustments________ _ Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R ( L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? 0.25 14 272 8 10 98 25 0.91 0.91 0.91 0.90 0.90 0.90 15 298 8 11 108 27 Undivided / 0 1 0 0 1 0 LTR LTR No No nor Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R I L T R Volume 9 46 28 22 28 7 Peak Hour Factor, PHF 0.85 0.85 0.85 0.78 0.78 0.78 Hourly Flow Rate, HFR 10 54 32 28 35 8 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) B 0 )roach Delay 0 13.3 Flared Approach: Exists?/Storage No / B No / Lanes 0 1 0 0 1 0 Configuration LTR LTR ___Delay, Queue Length, and Level of Service______ Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 I 10 11 12 Lane Config LTR LTR ( LTR LTR v (vph) 15 11 96 71 C(m) (vph) 1449 1255 530 466 v/c 0.01 0.01 0.18 0.15 95% queue length 0.03 0.03 0.66 0.53 Control Delay 7.5 7.9 13.3 14.1 LOS A A B B )roach Delay 13.3 14.1 ._,)roach LOS B B HCS+: Unsignalized Intersections Release 5.2 ------ TWO-WAY STOP CONTROL SUMMARY Analyst: DPA 711ency/Co . : �te Performed: .&analysis Time Period: Existing PM Peak Period Intersection: NW 67 St / NW 8 Ave Jurisdiction: Miami, FL Units: U. S. Customary Analysis Year: Project ID: The Village - #05192 East/West Street: NW 67 Street North/South Street: NW 8 Avenue Intersection Orientation: EW Study period (hrs): 0.25 —_ _ ____Vehicle Volumes and Adjustments______________ Major Street: Approach Eastbound Westbound Movement 1 2 3 4 5 6 L T R I L T R Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration .Upstream Signal? for Street: Approach Movement 37 8 0.80 0.80 46 9 Undivided 1 0 TR No Northbound 7 8 9 L T R 10 45 0.56 0.56 17 80 2 -- -- 0 1 LT No Southbound 10 11 12 L T R Volume 37 35 Peak Hour Factor, PHF 0.62 0.62 Hourly Flow Rate, HFR 59 56 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No Lanes 0 0 Configuration LR _______________Delay, Queue Length, and Level of Service______ Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Config LT LR v (vph) 17 115 C(m) (vph) 1550 905 v/c 0.01 0.13 95% queue length 0.03 0.43 Control Delay 7.3 9.6 LOS A A i' roach Delay 9.6 _,?roach LOS A HCS+: Signalized Intersections Release 5.2 Analyst: DPA Inter.: NW 7 Ave / NW 67 St Agency: Area Type: All other areas Date: Jurisd: Miami, FL "eriod: Existing PM Peak Period Year oject ID: The Village - #05192 E/W St: NW 67 Street NIS St: NW 7 Avenue ---------------- _SIGNALIZED INTERSECTION SUMMARY No. Lanes LGConfig Volume Lane Width RTOR Vol Eastbound Westbound ( Northbound Southbound L T R I L T R ( L T R I L T R 0 1 0 0 1 0 1 2 0 1 2 0 LTR ( LTR I L TR I L TR 36 9 31 18 10 18 125 1343 9 17 748 32 12.0 1 12.0 12.0 12.0 12.0 0 0 1 0 112.0 0 Duration 0.25 Area Type: All other areas --------- _---_-Signal operations --___----_ Phase Combination 1 2 3 4 5 6 7 8 EB Left A I NB Left A Thru A I Thru A Right A I Right A Peds Peds WB Left A I SB Left A Thru A Thru A Right A I Right A Peds Peds NB Right I EB Right Right I WB Right -,en 22.0 79.0 Yellow 4.0 4.0 All Red 0.0 1.0 Cycle Length: 110.0 _------------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 297 1484 0.35 Westbound LTR 326 1628 0.19 Northbound L 435 606 0.06 TR 2545 3543 0.56 Southbound L 197 275 0.04 TR 2532 3525 0.32 Intersection Delay = 9.0 0.20 38.6 D 38 0.20 36.9 D 36.9 D 0.72 4.6 A 0.72 7.6 A 7.5 A 0.72 4.6 A 0.72 5.7 A 5.7 A (sec/veh) Intersection LOS = A secs Future without Project HCS+: Unsignalized Intersections Release 5.2 TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Tn ncy/Co.: I e Performed: Analysis Time Period: Fut wo Proj PM Peak Period Intersection: NW 69 St / NW 10 Ave Jurisdiction: Miami, FL Units: U. S. Customary Analysis Year: Project ID: The Village - #05192 East/West Street: NW 69 Street North/South Street: NW 10 Avenue Intersection Orientation: NS Study period (hrs): 0.25 Major Street -Vehicle Volumes and Adjustments__—_____________ Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 10 289 31 7 67 9 Peak -Hour Factor, PHF 0.86 0.86 0.86 0.73 0.73 0.73 Hourly Flow Rate, HFR 11 336 36 9 91 12 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided T -oach Delay / 13.8 11.8 RT Channelized? B B Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? ------------------------------------------------ No No or Street: Approach Westbound Eastbound -- Movement 7 8 9 10 11 12 ---- - --- L T R L T R ---- Volume - 61 ---- 2 - 25 ------------- 17 3 13 Peak Hour Factor, PHF 0.84 0.84 0.84 0.78 0.78 0.78 Hourly Flow Rate, HFR 72 2 29 21 3 16 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade M 0 0 Flared Approach: Exists?/Storage No / No Lanes 0 1 0 0 1 0 Configuration LTR LTR --_-Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 11 9 103 40 C(m) (vph) 1489 1186 511 571 v/c 0.01 0.01 0.20 0.07 95% queue length 0.02 0.02 0.75 0.23 Control Delay 7.4 8.1 13.8 11.8 LOS A A B B T -oach Delay 13.8 11.8 >_ roach LOS B B HCS+: Unsignalized Intersections Release 5.2 _TWO-WAY STOP CONTROL SUMMARY Analyst: DPA 71-ency/Co . : "ze Performed: Analysis Time Period: Fut wo Proj PM Peak Period Intersection: NW 69 St / NW 8 Ave Jurisdiction: Miami, FL Units: U. S. Customary Analysis Year: Project ID: The Village - #05192 East/West Street: NW 69 Street North/South Street: NW 8 Avenue Intersection Orientation: EW Study period (hrs): 0.25 _Vehicle Volumes and Adjustments___________ Major Street: Approach Eastbound Westbound Movement 1 2 3 14 5 6 L T R I L T R Volume 14 25 86 20 Peak -Hour Factor, PHF 0.63 0.63 0.82 0.82 Hourly Flow Rate, HFR 22 39 104 24 Percent Heavy Vehicles 2 -- -- -- -- Median Type/Storage Undivided / RT Channelized? 9.5 y)roach LOS Lanes 0 1 1 0 Configuration LT TR Upstream Signal? No No for Street: Approach Northbound Southbound Movement 7 8 9 10 11 12 L T R C L T R Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Flared Approach: Exists?/Storage Lanes Configuration 10 6 0.40 0.40 24 14 2 2 0 0 / 0 LR No / 0 C(m) (vph) 1458 830 _Delay, Queue Length, and Level of Service_____________ Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Config LT LR v (vph) 22 38 C(m) (vph) 1458 830 v/c 0.02 0.05 95% queue length 0.05 0.14 Control Delay 7.5 9.5 LOS A A roach Delay 9.5 y)roach LOS A HCS+: Signalized Intersections Release 5.2 Analyst: DPA Inter.: NW 7 Ave / NW 69 St Agency: Area Type: All other areas Date: Jurisd: Miami, FL n-riod: Fut wo Proj PM Peak Period Year �>ject ID: The Village - #05192 L/W St: NW 69 Street NIS St: NW 7 Avenue Duration 0.25 Area Type: All other areas ---------------------------- Signal Operations-____- Phase Combination 1 2 3 4 1 5 6 7 S EB Left A 1 NB Left A Thru A 1 Thru A Right A 1 Right A Peds 1 Peds WB Left A 1 SB Left A Thru A 1 Thru A Right A 1 Right A Peds 1 Peds NB Right 1 EB Right °- Right 1 WB Right en 19.0 81.0 Yellow 4.0 4.0 All Red 1.0 1.0 Cycle Length: 110.0 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 278 1608 0.18 Westbound LTR 271 1569 0.61 Northbound L 457 --_- SIGNALIZED INTERSECTION SUMMARY____________ 3539 0.59 Southbound Eastbound ( Westbound Northbound Southbound 0.12 TR 2605 1 L T R ----------- I L T R i L T R I L T R No. Lanes ( 0 1 0 --------------i--------- 0 1 0 1 --i--- 2 0 1 ----0. 2 LGConfig I LTR 1 LTR L TR R Volume 16 6 18 145 49 50 129 1391 19 120 740 12 Lane Width 1 12.0 1 12.0 112.0 12.0 112.0 12.0 RTOR Vol 1 0 1 0 1 0 1 0 Duration 0.25 Area Type: All other areas ---------------------------- Signal Operations-____- Phase Combination 1 2 3 4 1 5 6 7 S EB Left A 1 NB Left A Thru A 1 Thru A Right A 1 Right A Peds 1 Peds WB Left A 1 SB Left A Thru A 1 Thru A Right A 1 Right A Peds 1 Peds NB Right 1 EB Right °- Right 1 WB Right en 19.0 81.0 Yellow 4.0 4.0 All Red 1.0 1.0 Cycle Length: 110.0 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 278 1608 0.18 Westbound LTR 271 1569 0.61 Northbound L 457 621 0.07 TR 2606 3539 0.59 Southbound L 174 236 0.12 TR 2605 3538 0.31 Intersection Delay = 9.5 0.17 39.2 0.17 45.9 D 45.9 D 0.74 4.1 A 0.74 7.2 A 7.1 A 0.74 4.5 A 0.74 5.0 A 5.0 A (sec/veh) Intersection LOS = A secs HCS+: Unsignalized Intersections Release 5.2 ----TWO-WAY STOP CONTROL SUMMARY Analyst: DPA T ency/Co.: to Performed: analysis Time Period: Fut wo Proj PM Peak Period Intersection: NW 67 St / NW 10 Ave Jurisdiction: Miami, FL Units: U. S. Customary Analysis Year: Project ID: The Village - #05192 East/West Street: NW 67 Street North/South Street: NW 10 Avenue Intersection Orientation: NS Study period (hrs): 0.25 --------------Vehicle Volumes and Adjustments___ _-------- Major ______Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 15 284 8 10 102 26 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.90 0.90 0.90 Hourly Flow Rate, HFR 16 312 8 11 113 28 Percent Heavy Vehicles 2 -- -- 2 1442 1240 Median Type/Storage Undivided v/c 0.01 / 0.19 0.16 RT Channelized? 0.03 0.03 0.71 0.58 Control Delay 7.5 Lanes 0 1 0 LOS 0 1 0 B Configuration LTR 13.6 LTR _.roach LOS Upstream Signal? ------------------ ----------- No B No ior Street: Approach Westbound -- ---------------- Eastbound ------- Movement 7 8 9 10 11 12 ----------------- L -- T R I L T R Volume 9 — 48 --- 29 -------------- 23 29 7 Peak Hour Factor, PHF 0.85 0.85 0.85 0.78 0.78 0.78 Hourly Flow Rate, HFR 10 56 34 29 37 8 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 ( 7 8 9 10 11 12 Lane Config LTR LTR ( LTR ( LTR --------------- --------- v (vph) 16 11 ------------------ 100 ----- 74 C(m) (vph) 1442 1240 517 449 v/c 0.01 0.01 0.19 0.16 95% queue length 0.03 0.03 0.71 0.58 Control Delay 7.5 7.9 13.6 14.6 LOS A A B B roach Delay 13.6 14.6 _.roach LOS B B HCS+: Unsignalized Intersections Release 5.2 _- __TWO-WAY STOP CONTROL SUMMARY Analyst: DPA ency/Co.: to Performed: analysis Time Period: Fut wo Proj PM Peak Period Intersection: NW 67 St / NW 8 Ave Jurisdiction: Miami, FL Units: U. S. Customary Analysis Year: Project ID: The Village - #05192 East/West Street: NW 67 Street North/South Street: NW 8 Avenue Intersection Orientation: EW Study period (hrs): 0.25 ------------- _Vehicle Volumes and Adjustments_ --_-_---------- Major _______Major Street: Approach Eastbound Westbound Movement 1 2 3 4 5 6 L T R I L T R Volume 17 39 8 -------------- 10 47 Peak -Hour Factor, PHF v/c 0.80 0.80 0.56 0.56 Hourly Flow Rate, HFR 0.46 48 9 17 83 Percent Heavy Vehicles A -- -- 2 __ Median Type/Storage Undivided A / RT Channelized? Lanes 1 0 0 1 Configuration TR LT Upstream Signal? ----------------------- No --------- No ior Street: Approach Northbound ------------- ----- —---- ---- Southbound Movement 7 S 9 10 11 12 ----------- ------- L -- -------- T R L T R Volume 39 --- ----- 37 —---------- -- Peak Hour Factor, PHF 0.62 0.62 Hourly Flow Rate, HFR 62 59 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No Lanes 0 0 Configuration LR _----_------Delay, Queue Length, and Level of Service_______ Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Config LT I LR v (vph) 17 121 C(m) (vph) 1547 900 v/c 0.01 0.13 95% queue length 0.03 0.46 Control Delay 7.4 9.6 LOS A A -oach Delay 9.6 t ---roach LOS A HCS+: Signalized Intersections Release 5.2 Analyst: DPA Inter.: NW 7 Ave / NW 67 St Agency: Area Type: All other areas Date: Jurisd: Miami, FL "-riod: Fut wo Proj PM Peak Period Year r�oject ID: The Village - #05192 �/W St: NW 67 Street NIS St: NW 7 Avenue 1 --------------------- SIGNALIZED INTERSECTION SUMMARY L Eastbound 1 WestboundI Northbound bound I Southbound L T R R 1 L 1 L T R I---- ------- ----- ----- ---------------I--- ------ No. Lanes 0 1 0 0 1 0 1 2 0 Southbound 1 0 LGConfig 1 LTR I LTR i L TR 1 L TR Volume 138 9 32 18 10 19 126 1404 9 17 782 33 Lane Width 1 12.0 1 12.0 12.0 0 12.0 RTOR Vol 0 0 112.0 0 112.0 ------------------------------------------------------ Duration 0.25 Area Type: All other areas ------ - -------------------------Signal Operations__ ------------------ Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A 1 NB Left A Thru A 1 Thru A Right A 1 Right A Peds 1 Peds WB Left A ( SB Left A Thru A 1 Thru A Right A 1 Right A Peds 1 Peds NB Right 1 EB Right Right 1 WB Right en 22.0 79.0 Yellow 4.0 4.0 All Red 0.0 1.0 Cycle Length: 110.0 _-___-----------_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 295 1475 0.37 Westbound LTR 325 1627 0.20 Northbound L 417 580 0.06 TR 2545 3543 0.58 Southbound L 180 250 0.04 TR 2532 3525 0.34 Intersection Delay = 9.2 0.2 0.20 36.9 D 36.9 D 0.72 4.6 A 0.72 7.9 A 7.8 A 0.72 4.6 A 0.72 5.8 A 5.8 A (sec/veh) Intersection LOS = A secs Future with Project HCS+: Unsignalized Intersections Release 5.2 ----- TWO-WAY STOP CONTROL SUMMARY Analyst: DPA Agency/Co.: (�.te Performed: Analysis Time Period: Fut w Proj PM Peak Period Intersection: NW 69 St / NW 10 Ave Jurisdiction: Miami, FL Units: U. S. Customary Analysis Year: Project ID: The Village - #05192 East/West Street: NW 69 Street North/South Street: NW 10 Avenue Intersection Orientation: NS Study period (hrs) ------------Vehicle Volumes and Adjustments— 0.25 Mayor Street: Approach Undivided Northbound / Eastbound Southbound RT Channelized? Movement 1 2 3 4 5 6 I LTR L T R I L T R ------------------------ Volume 10 -------------------------------- 289 61 7 67 9 Peak -Hour Factor, PHF 0.86 0.86 0.86 0.73 0.73 0.73 Hourly Flow Rate, HFR 11 336 70 9 91 12 Percent Heavy Vehicles 2 -- -- 2 T R Median Type/Storage Undivided SB / Eastbound Movement RT Channelized? 4 7 8 9 10 11 12 Lane Config LTR Lanes 0 1 0 I LTR -------------------- 0 1 0 ---------- Configuration LTR v (vph) 11 LTR ---- ----------------- 135 Upstream Signal? -------------------------------- No 1489 1153 No 495 aor Street: Approach Westbound 0.01 ----- -------------- Eastbound 95% queue length Movement 7 8 9 10 11 12 ------- —---------------------------- L T R I L T R Volume 76 14 25 17 ------ 25 13 Peak Hour Factor, PHF 0.84 0.84 0.84 0.78 0.78 0.78 Hourly Flow Rate, HFR 90 16 29 21 32 16 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade M 0 0 Flared Approach: Exists?/Storage No / No Lanes 0 1 0 0 1 0 Configuration LTR T,mR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR I LTR I LTR -------------------- ---------- v (vph) 11 9 ---- ----------------- 135 ----------- 69 C(m) (vph) 1489 1153 462 495 v/c 0.01 0.01 0.29 0.14 95% queue length 0.02 0.02 1.20 0.48 Control Delay 7.4 8.1 16.0 13.4 LOS A A C B ' roach Delay 16.0 13.4 roach LOS C B HCS+: Unsignalized Intersections Release 5.2 _TWO-WAY STOP CONTROL SUMMARY Analyst: DPA 28 0 51 10 'agency/Co . : 6 Peak Hour Factor, PHF 0.55 1.00 �.te Performed: 0.40 1.00 0.40 Hourly Flow Rate, Analysis Time Period: Fut w Proj PM Peak Period 24 0 Intersection: NW 69 St / NW 8 Ave 2 2 2 Jurisdiction: Miami, FL 2 Percent Grade (%) B Units: U. S. Customary roach Delay 0 11.8 Analysis Year: Exists?/Storage No / Project ID: The Village - #05192 Lanes 0 1 East/West Street: NW 69 Street 1 0 Configuration North/South Street: NW 8 Avenue r,mtz Intersection Orientation: EW Study period (hrs): --------------------- Vehicle Volumes and Adjustments_________ Major Street: Approach Eastbound Westbound Movement 1 2 3 4 5 L T R I L T ---------------------------- Volume ------------------------- 14 25 51 95 86 Peak -Hour Factor, PHF 0.63 0.63 0.70 0.68 0.82 Hourly Flow Rate, HFR 22 39 72 139 104 Percent Heavy Vehicles 2 -- -- 2 -- Median Type/Storage Undivided / RT Channelized? 0.25 6 R 20 0.82 24 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? No No ------------------------------------------- --- aor Street: Approach Northbound Southbound Movement 7 8 9 10 11 12 L T R I L T R Volume 28 0 51 10 0 6 Peak Hour Factor, PHF 0.55 1.00 0.55 0.40 1.00 0.40 Hourly Flow Rate, HFR 50 0 92 24 0 14 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) B 0 roach Delay 0 11.8 Flared Approach: Exists?/Storage No / B No / Lanes 0 1 0 0 1 0 Configuration LTR r,mtz ---_—_--_--_--Delay, Queue Length, and Level of Service__ Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 22 139 142 38 C(m) (vph) 1458 1479 668 469 v/c 0.02 0.09 0.21 0.08 95% queue length 0.05 0.31 0.80 0.26 Control Delay 7.5 7.7 11.8 13.4 LOS A A B B roach Delay 11.8 13.4 ,,roach LOS B B HCS+: Signalized Intersections Release 5.2 Analyst: DPA Inter.: NW 7 Ave / NW 69 St Agency: Area Type: All other areas Date: Jurisd: Miami, FL riod: Fut w Proj PM Peak Period Year j oject ID: The Village - #05192 �/W St: NW 69 Street N/S St NW 7 Ave No. Lanes LGConfig Volume Lane Width RTOR Vol . nue ______ ____SIGNALIZED INTERSECTION SUMMARY_____________ Eastbound ( Westbound Northbound Southbound L T R i L T R i L T R i L T R 0 1 0 0 1 0 LTR I LTR 14 6 61 145 71 50 12.0 12.0 0 I 0 1 2 0 L TR �88 1391 19 12.0 12.0 1 0 1 2 0 L TR 20 740 26 12.0 12.0 0 Duration 0.25 Area Type: All other areas LTR 259 1498 Operations________` _____________ Phase Combination 1 2 3 4 5 6 7 8 EB Left A I NB Left A Thru A 0.75 ( Thru A Right A Right A Peds 0.74 4.8 TR 2606 Peds 0.59 WB Left A Southbound SB Left A Thru A 236 0.12 Thru A Right A 0.31 I Right A Peds = 11.5 (sec/veh) I Peds NB Right EB Right Right WB Right :en 19.0 81.0 Yellow 4.0 4.0 All Red 1.0 1 0 Cycle Length: 110.0 _________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 259 1498 0.54 0.17 43.7 Westbound LTR 253 1466 0.75 0.17 54.8 Northbound L 449 610 0.22 0.74 4.8 TR 2606 3539 0.59 0.74 7.2 Southbound L 174 236 0.12 0.74 4.5 TR 2598 3528 0.31 0.74 5.0 ( Intersection Delay = 11.5 (sec/veh) D 54.8 D A A 7.0 A A A 5.0 A Intersection LOS = B secs HCS+: Unsignalized Intersections Release 5.2 TWO-WAY STOP CONTROL SUMMARY _ Analyst: DPA 9 48 29 23 29 ency/Co.: Peak Hour Factor, PHF 0.85 0.85 0.85 0.78 to Performed: 0.78 Hourly Flow Rate, HFR 10 56 34 Analysis Time Period: Fut w Proj PM Peak Period Percent Heavy Vehicles 2 2 2 Intersection: NW 67 St / NW 10 Ave 2 Percent Grade (o) 485 0 Jurisdiction: Miami, FL 0 0.21 Flared Approach: Exists?/Storage Units: U. S. Customary No / 0.64 No / Lanes Analysis Year: 1 0 0 1 0 Project ID: The Village - #05192 LTR LTR East/West Street: NW 67 Street B C North/South Street: NW 10 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 Y Volume 15 314 8 10 118 26 Peak -Hour Factor, PHF 0.91 0.91 0.91 0.90 0.90 0.90 Hourly Flow Rate, HFR 16 345 8 11 131 28 Percent Heavy Vehicles 2 -- -- 2 Median Type/Storage Undivided / RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal? r No No _ ,__,ior Street: Approach Westbound Eastbound Movement 7 8 9 10 11 12 L T R I L T R Volume 9 48 29 23 29 7 Peak Hour Factor, PHF 0.85 0.85 0.85 0.78 0.78 0.78 Hourly Flow Rate, HFR 10 56 34 29 37 8 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (o) 485 0 v/c 0.01 0 0.21 Flared Approach: Exists?/Storage 0.03 No / 0.64 No / Lanes 0 1 0 0 1 0 Eon-f-igu-ra-tion C LTR LTR 15.5 __Delay, Queue Length, and Level of Service Approach_ NB SB Westbound _ Eastbound Mov t 1 4 ( 7 8 9 10 11 12 Lane Config LTR LTR LTR LTR v (vph) 16 11 100 74 C(m) (vph) 1420 1206 485 417 v/c 0.01 0.01 0.21 0.18 95% queue length 0.03 0.03 0.77 0.64 Control Delay 7.6 8.0 14.3 15.5 LIQ A A B C 1t oach Delay 14.3 15.5 Approach LOS B C HCS+: Unsignalized Intersections Release 5.2 __-_TWO-WAY STOP CONTROL SUMMARY Analyst: DPA "envy/Co.: zie Performed: tinalysis Time Period: Fut w Proj PM Peak Period Intersection: NW 67 St / NW 8 Ave Jurisdiction: Miami, FL Units: U. S. Customary Analysis Year: Project ID: The Village - #05192 East/West Street: NW 67 Street North/South Street: NW 8 Avenue Intersection Orientation: EW Study period (hrs): 0.25 --------------- Vehicle Volumes and Adjustments___-__-_ Major Street: Approach Eastbound Westbound Movement 1 2 3 4 5 6 L T R ( L T R Volume -_—_-_— 17 39 8 10 ----------- 47 Peak -Hour Factor, PHF 0.01 0.80 0.80 0.56 0.56 Hourly Flow Rate, HFR Control Delay 48 9 17 83 Percent Heavy Vehicles -oach Delay L__.roach -- -- 2 Median Type/Storage Undivided / RT Channelized? Lanes 1 0 0 1 Configuration TR LT Upstream Signal? ----------------- ----- No No �or Street: Approach --- Northbound ---- ---- — ---- —---- -------- Southbound Movement 7 8 9 10 11 12 ----------------- --------- L T R L T R Volume 39 ------ 37 --------------- ---- Peak Hour Factor, PHF 0.62 0.62 Hourly Flow Rate, HFR 62 59 Percent Heavy Vehicles 2 2 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No Lanes 0 0 Confiquration T,R ---- Delay, Queue Length, and Level of Service___________ Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Config LT I LR v (vph) 17 121 C(m) (vph) 1547 900 v/c 0.01 0.13 95% queue length 0.03 0.46 Control Delay 7.4 9.6 LOS A A -oach Delay L__.roach 9.6 LOS A HCS+: Signalized Intersections Release 5.2 Analyst: DPA Inter.: NW 7 Ave / NW 67 St Agency: Area Type: All other areas Date: Jurisd: Miami, FL --riod: Fut w Proj PM Peak Period Year r�oject ID: The Village - #05192 E/W St: NW 67 Street NIS St: NW 7 Avenue ------ ____ --_--_SIGNALIZED INTERSECTION SUMMARY Eastbound Westbound I Northbound Southbound 1 L T R 1 L T R i L T R 1 L T R 1 -------------- -- ------- --- i --------------- ----- No. Lanes 0 1 0 0 1 0 1 2 0 1 2 0 LGConfig I LTR LTR L TR1 L TR Volume 138 9 32 18 10 19 126 1463 9 17 826 33 Lane Width 1 12.0 12.0 112.0 12.0 112.0 12.0 RTOR Vol 1 0 1 0 1 0 1 0 1 --------------------------- ---------------------------------------- Duration 0.25 Area Type: All other areas ----------------------------Signal operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left A 1 NB Left A Thru A 1 Thru A Right A 1 Right A Peds i Peds WB Left A 1 SB Left A Thru A 1 Thru A Right A i Right A Peds 1 Peds NB Right 1 EB Right Right 1 WB Right Sen 22.0 79.0 Yellow 4.0 4.0 All Red 0.0 1.0 Cycle Length: 110.0 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 295 1475 0.37 Westbound LTR 325 1627 0.20 Northbound L 394 549 0.07 TR 2545 3544 0.61 Southbound L 164 228 0.04 TR 2532 3526 0.35 Intersection Delay = 9.3 0.20 36.9 D 36.9 D 0.72 4.7 A 0.72 8.2 A 8.1 A 0.72 4.6 A 0.72 5.9 A 5.9 A (sec/veh) Intersection LOS = A Project Driveway HCS+: Unsignalized Intersections Release 5.2 __TWO-WAY STOP CONTROL SUMMARY Analyst: DPA ency/Co.: 1 to Performed: analysis Time Period: Fut w Proj PM Peak Period Intersection: NW 69 St / NW 8 Ave Jurisdiction: Miami, FL Units: U. S. Customary Analysis Year: Project ID: The Village - #05192 East/West Street: NW 69 Street North/South Street: NW 8 Avenue/Project Driveway Intersection Orientation: EW Study period (hrs): Major Street _______Vehicle Volumes and Adjustments__________ Approach Eastbound Westbound Movement 1 2 3 14 5 L T R L T Volume Peak -Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage RT Channelized? Lanes Configuration Upstream Signal? for Street: Approach Movement 0.25 i 14 25 51 95 86 20 0.63 0.63 0.70 0.68 0.82 0.82 22 39 72 139 104 24 2 -- -- 2 -- -- Undivided / 0 1 0 LTR No Northbound 7 8 9 L T R 0 1 0 LTR No Southbound 10 11 12 L T R Volume 22 28 0 51 10 0 6 Peak Hour Factor, PHF 0.55 1.00 0.55 0.40 1.00 0.40 Hourly Flow Rate, HFR 50 0 92 24 0 14 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) B B 0 0 11.8 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR r�R Queue Length, and Level of Service_____ Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR I LTR LTR v (vph) 22 139 142 38 C(m) (vph) 1458 1479 668 469 v/c 0.02 0.09 0.21 0.08 95% queue length 0.05 0.31 0.80 0.26 Control Delay 7.5 7.7 11.8 13.4 LOS A A B B roach Delay 11.8 13.4 t._ _.roach LOS B B Appendix E Traffic Control Measures Plan The Village 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 some retail space. This type of development will result in a portion of the trips being captured within the development, or internal to the site. • The project will also provide residential units with accessibility to mass transit. This feature will allow residents to use mass transit for their trip to work. The development will also do the following to further reduce peak hour vehicle trips: • Will encourage employers/landlords to participate in ridesharing programs through South Florida Commuter Services. Available information will be obtained and distributed to all employers/landlords in the development. • Miami -Dade County Transportation Agency current local and regional mass transit route and schedule information will be provided to potential transit users in a prominent public area of the development. The information provided and maintained on the premises will be updated, when necessary, at no less than six month intervals. • Promote mass transit use by encouraging employers/landlords to purchase transit passes and make them available to employees and residents at discounted prices or no charge, or in lieu of subsidized parking. • Encourage employers to implement staggered work hours. Implementation of these items will result in a minimum of ten percent (10%) reduction of peak hour vehicle trips. The performance of the plan will be monitored by measuring actual afternoon peak hour volumes at the project driveways and comparing the counts against total project trips based on the Institute of Transportation Engineers (ITE) trip generation rates. Traffic Control.doc